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HomeMy WebLinkAbout1 Red Cleveland Blvd174-1� ZONET� l DATE CONTRACTOR Ma. K UJl(til ADDRESS l q PHONE # Is LOCATION OWNER ' ADDRESS PHONE # rLUMBIN'O (- 'TRACTOR ADDRESS PHONE # ELECTRICAL CONTRACTOR ADDRESS PHONE # MECHANICAL CONTRACTOR ADDRESS PHONE# MISCELLANEOUS CONTRACTOR -ADDRESS SEPTIC TANK PERMIT NO. k - SOIL TEST REQUIREMENTS FINISHED FLOOR ELEVATION REQUIREMENTS (__) ARCH I ECTURAL APPROVAL DATE: G YA', PERMIT' # ?� l LOT NO. J 0 B 2�C:� / BLOCK: )s-e-C-� SECTION: COST $ 000 - (D v SQUARE FEET: FEE $ 1(�� MODEL: STATE NO. Xk70 /!? "- OCCUPANCY CLASS: FEE $ FEE $ FEE $ INSPECTIONS TYPE DATE OK REJECT BY 't ar FEE $ ENERQY,,SECT. EPI: U vl QGi L I 7 0c) CERTIFICATE OF OCCUPANCY ISSUED # DATE: FINAL DATE 0 4J U 71 0 a a 0 CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS #1 Red Cleveland Blvd. PERMIT NUMBER 5 Total Contract Price of Job $4,224,000.00 Total Sq. Ft. 43,338 Describe Work International Departure Building Type of. Construction Type II Flood Prone (IM) (NO) Number of Stories 2 Number of Dwellings -0- Zoning Occupancy: Residential Commercial X Industrial LEGAL DESCRIPTION TAX I.D. NUMBER (please attach printout from Seminole County) OWNER Central Florida Terminals, INc. PHONE NUMBER ADDRESS 5520 San Vincente Ave. CITY Coral Gables STATE Florida ZIP 33146 TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY STATE ZIP BONDING COMPANY Guignard Co. ADDRESS P. 0. Box 180817 CITY Casselberry STATE Florida ZIP 32718-0817 ARCHITECT BRPH Architects/Engineers, Inc. ADDRESS 3275 Suntree Blvd. CITY Melbourne STATE Florida ZIP 32940 MORTGAGE LENDER ADDRESS CITY STATE ZIP CONTRACTOR Mark Construction Co. PHONE NUMBER407/831-6275 ADDRESS 1969 Corporate Square Dr. ST. LICENSE NUMBER CIS C001227 CITY Longwood STATE Florida ZIP 32750 **************************************************************************************** Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. N O �. 11 lam— `5 %^ / �-�' `✓ J - �� (DD (tW O tY SiNature of Owner/Agent & Date gnature(o rz4 & Date o w 1< Mark Construction Co. H c z Type or Print Owner/Agent Name Type_or Print Contractor's Name o x G a 3 o M x n ro w c o �4 0 ro m o +j �'i a O N >. z w E. ignature of Notary & Date (Official Seal�w �� � o; ` ,,>+�d t of tics y �"vbiG Undorrwiterc� Signature of Notary & Date , (Official 86;ai f 't 1< Inc. Application Appr ve BY: Date:)i FEES: Building Radon Police Fire rI�J Open Space Road Impact q 0 Application PERMIT VALIDATION: CHECK CASH DATE �//l BY ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) (D **** THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE UNIVERSAL 09 ENGINEERING SCIENCES Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Order No.: 15347-009-01 Report No.: 64410 Date: April 16, 1996 r. Client: Mark Construction Company _ P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. #733-104 Area Tested: Base Course in Staff Parking Lot - Limerock Reference Datum: N/A Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 04/12/96 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 98 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Base Density Dry Moisture Dry Moisture Density Depth Location of Test (Lbs/CuFt) (Percent) (Lbs/CuFt) (Percent) (Percent) (Inch) 1. 15 Feet north of S-1 119.4 11.3 118.9 13.5 99.6 6 2. 15 Feet north of S-2 119.4 11.3 117.8 13.0 98.7 61/4 3. 30 feet southeast of northwest corner 119.4 11.3 118.2 13.3 99.0 61/4 4. 30 Feet southwest of northeast corner 119.4 11.3 118.9 13.1 99.5 6 Technician: B. Billings rrr• r1iont (91 R R P W (11 City of Sanford (1) �atepals a ting Department Manager gdv Universal En ' ring Sciences, Inc. Order No.: 15347-009-01 0 UNIVERSAL Report No.: 64365 ENGINEERING SCIENCES Date: April 12, 1996 Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 Area Tested: Staff Parking, Base Course - Limerock Reference Datum: N/A Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 04/11/96 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 98 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Note: North half not ready for testing. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Base Density Dry Moisture Dry Moisture Density Depth Location of Test (Lbs/CuFt) (Percent) (Lbs/CuFt) (Percent) (Percent) (Inch) South Half of Parking Lot 1. 20 feet north of west entry 119.4 11.3 117.3 11.6 98.2 6 2. 20 feet north of east entry 119.4 11.3 121.4 10.6 101.7 6 3. 15 feet south of Storm Structure No. 1 119.4 11.3 118.4 9.8 99.1 61/4 4. 15 feet south of Storm Structure No. 2 119.4 11.3 119.1 12.2 99.7 6 Technician: M. Deganhal cc: Client (2) B.R.P.H. (1), City of Sanford (1) gdv Ae�ia malzer, P.E. sting - Department Manager Universal Engineering Sciences, Inc. 1.4.0 1.4.1 455300 SANFORD AIRPORT OUTBOUND BAGGAGE SYSTEM SANFORD, FL DESCRIPTION OF CONTROLS AND OPERATION WARNING NEVER STEP ON A CONVEYOR UNLESS THE MAIN DISCONNECT ON THE MOTOR CONTROL PANEL IS IN THE "OFF" POSITION. SYSTEM OVERVIEW This outbound baggage system consists of 3 load belts and 8 transport conveyors. The conveyor system is controlled by one motor control panel (MCP) that is self contained and requires three phase power for operation. There are 7 system control stations. There is one automatically operated security door. This system can be connected to the building fire alarm. OPERATOR CONTROLS A) Load belt control station CS1 is located at the,, tail end_ of the load belt conveyor T1-1, and performs the following functions: 1. "On/Off" Keyswitch - This keyswitch must be in the "ON" position to enable the start pushbuttons at either CS1, CS2 or CS3. Turning the keyswitch to the "OFF" position does not stop the conveyor system, but disables the system from being restarted after the system autostop times out. (for added security, remove the key in the "OFF" position). 2. "Start" Pushbutton - Depressing this pushbutton initiates the start-up sequence described in paragraph 2.2.B. This pushbutton is also used to restart the system after an emergency stop has been activated. 3. "Start Warning" Alarm pushbutton at CS1, CS2 or alarm will activate for 8 conveyors will start. - After the start CS3 is depressed, thi seconds before the 4. "Emerg. Stop" (E-Stop) Push -Pull Button - 1 Depressing this maintained contact button stops conveyors T1-1 thru T1-11. The integral light illuminates on the pushbutton. A light on the graphics display, at the MCP, is also illuminated. When the button is reset, the conveyors may be restarted by depressing a start pushbutton . B) Load belt control station CS2 is located near the middle of the load belt conveyor T1-2, and performs the following functions: 1. "Start!" Pushbutton - Depressing this pushbutton initiates the start-up sequence described in paragraph 2.2.B. This pushbutton is also used to restart the system after an emergency stop has been activated. 2. "Start Warning Alarm - After the start pushbu';tton at CS1, CS2 or CS3 is depressed, this alarm will activate for 8 seconds before the conveyors will start. 3. "Emerg!. Stop" (E-Stop) Push -Pull Button - Depres'sing this maintained contact button stops the conveyors T1-1 thru T1-11. The integral light illuminates on the pushbutton. A light on the graphics display, at the MCP, is illuminated. When the button is reset the conveyors may be restarted by depressing a start pushbutton. C) Load belt control station CS3 is located at the tail end; of the load belt conveyor T1-3, and performsthe following functions: 1. "Start Pushbutton - Depressing this pushbutton initiates the start-up sequence described in paragraph 2.2.B. This pushbutton is also used to restart the system after an emergency stop has been activated., a motor overload or after a tall bag is detected just upstream of the discharge end of conveyor T1-1. 2. "Start Warning Alarm - After the start pushbutton at CS1, CS2 or CS3 is depressed, this alarm will activate for 8 seconds before the conveyors will start. 2 D) 3. "Jam" light - This light, when illuminated (amber), indicates that a jam is detected somewhere in the conveyor system. The fault alarm'at the MCP will be activated. Also, a corresponding light at the graphics display will be illuminated to indicate the location of the jam. 4. "Door Obstruction" Light - If during the closing of the door, an obstruction is encountered, the door will reverse and go back up. If this occurs, this light will be illuminated. A light at CS4 and at the graphics display will also be illuminated. Once the obstruction is removed, the door can be closed, by depressing the door obstruction reset pushbutton at CS4. 5. "Emerg. Stop" (E-Stop) Push -Pull Button - Depressing this maintained contact button stops the conveyors T1-1 thru T1-11. The integral light illuminates on the pushbutton. A light on the graphics display, at the MCP, is also illuminated. When the button is reset the conveyors may be restarted by depressing a start pushbutton. Control ;station CS4 is located alongside of conveyor T1-5 and provides the following functions: 1. "Jam Reset" Pushbutton - After a jam has been cleared, depressing this pushbutton resets the jam at the T1-5 conveyor and restarts the stopped conveyors. The "T1-5 JAM" light on the graphic display is extinguished. The fault alarm will also be silenced. 2. "Door;Obstruction Reset" Pushbutton - If an obstruction is encountered during the closing of the door, the door will reverse to the upper limit and this light will be illuminated. Once the obstruction is removed, the door can be closed, by depressing this illuminated button. 3. "Emerg. Stop" (E-STOP) Push -Pull Button - Depressing this maintained contact button stops conveyors T1-1 through T1-11. The integral lightiilluminates on the pushbutton. A light on the graphics display, at the MCP, is illuminated. When the button is reset, the conveyors can be restarted by depressing the start pushbutton. 3 __J r E) Control station CS5 is located alongside of conveyor T1-8 at the tail end and provides the following functions: 1. "Jam Reset" Pushbutton - After a jam has been cleared, depressing this pushbutton resets the jam at the T1-8 conveyor and restarts the stopped conveyors. The "T1-8 JAM" light on the graphic display is extinguished. The fault alarm will also be silenced. 2. "Emergency Stop" (E-stop) Push -Pull Button - Depressing this maintained contact button stops conveyors T1-1 through T1-11. The integral light illuminates the button. A light on the graphics display, at the MCP, is illuminated. When the button is reset, the start pushbutton at the load belt control station must be depressed to restart the stopped conveyors. F) Control station CS6 is located alongside of conveyor T1-11 at the tail end and provides the following functions: 1. "Emerg. Stop" (E-Stop) Push -Pull Button - Depressing this maintained contact button stops conveyors_T1-1 thru T1-11. The integral light illuminates the button. A light on the graphics display, at the MCP, is illuminated. When the button is reset the start pushbutton at the load belt control station must be depressed to restart the stopped conveyors. G) Control station CS7 is located alongside of conveyor T1-11 at the head end and provides the following functions: 1. "Emerg. Stop" (E-Stop) Push -Pull Button - Depressing this maintained contact button stops conveyors T1-1 thru T1-11. The integral light illuminates the button. A light on the graphics display, at the MCP, is illuminated. When the button is reset the start pushbutton at the load belt control station must be depressed to restart the stopped conveyors. H) The MCP controls are located on the door of the T1-line Motor Control Panel, and performs the following functions: 4 1. "Lamp/Alarm Test" Pushbutton - Depressing this pushbutton will test the graphics display lights, start warning beacon/horn, and fault alarm bell. 2. "Alarm Silence" Pushbutton - Depressing this pushbutton will silence the fault alarm bell. 3. "Emerg. Stop" (E-Stop) Push -Pull Button - Depressing this maintained contact button stops all the conveyor system. The integral light illuminates the button. When the button is reset, the conveyors can be restarted, with warning, by depressing the start pushbutton at a load belt control station. 1.4.2 GRAPHICS DISPLAY LIGHTS The graphic display light are located on the graphics display panel. 1. Red "Emergency Stop" (E-Stop) Lights Illuminated when a corresponding E-Stop button is pushed. E-Stop pushbutton location is determined from the light's position on the graphic display depiction of the conveyor system. 2. Green "Run" Light - Illuminated whenever the corresponding conveyor line is operating. 3. Blue "Motor Overload" Light - Illuminated when a motor starter overload relay is tripped as a result of an overloaded motor. 4. Amber "Jam" Lights - Illuminated when a jam is detected by jam detection photoeye sensors located along the conveyor line. Jam locations are determined from the light's position on the graphic display depiction of the conveyor system. 5. White "Door Obstruction Illuminated when an obstruction was encountered during the closing of the door. When this occurs, the door will reverse to the upper limit. When the obstruction is cleared, the door can be closed, by depressing the Door Obstruction Reset pushbutton at CS4. 5 1.4.3 ALARMS, SENSORS, AND DISCONNECTS A. Alarms 1. Start-up Alarms,- A horn sounds at the MCP and alarms are activated at the load belt control stations to alert personnel that the conveyor system is about to start. 2. Fault Alarm - A bell is energized to alert personnel that a motor starter overload relay has tripped, a jam has been detected, an E-stop pushbutton has been depressed, or that a door obstruction condition was encountered. B. Photoeyes (PE's) and Limit Switches (LS's) 1. 1PE Autostop Photoeye - This sensor operates instantaneously on sensing passing bags. When no bag breaks the sensor beam for five minutes, the autostop timer willtime out, stopping conveyors T1-1 thru T1-11. This photoeye is located just downstream of the security door on conveyor T1-5. 2. 2PE Jam Photoeye - When this photoeye is blocked continuously for 8 seconds a jam condition is detected. Conveyor T1-6 and all upstream conveyors stop and the appropriate jam indicator lights are illuminated until the jam is reset. The fault alarm sounds until the jam is reset or the alarm is silenced. This photoeye is located at the discharge end conveyor T1-5. 3. 3PE Jam Photoeye - When this photoeye is blocked continuously for 8 seconds a jam condition is detected. Conveyor T1-9 and all upstream conveyors stop and the appropriate jam indicator lights are illuminated until the jam is reset. The fault alarm sounds until the jam is reset or the alarm is silenced. This photoeye is located at the discharge end conveyor T1-8. C 4. 4PE Index Photoeye - When this photoeye is blocked, it will index conveyor T1-11 long enough to clear the photoeye. After the photoeye is cleared, conveyor T1-11 will stop. This photoeye is located at the discharge end of conveyor T1-10. 5. 1LS Limit Switch - This switch is actuated when the security door is fully open. The security door must be fully opened before the conveyor system can operate. C. Motor Control Panel (MCP) Disconnect Switch - The MCP has a external switch handle to disconnect motor and control power from the panel components prior to opening the panel doors. WARNING WIRES CONNECTED TO THE INPUT OF THE DISCONNECT SWITCH WILL REMAIN ELECTRICALLY ENERGIZED! ONLY QUALIFIED ELECTRICIANS SHOULD OPEN PANEL DOORS. The MCP disconnect switch handle can be locked in the "OFF" position when maintenance/repair work is being performed on the conveyors or claim device. D. Motor Safety Disconnect Switch (DISC) - A lockable DISC is provided for each conveyor motor. This localized power disconnect must be "OFF" when work is being done on the conveyor. Lock the switch "OFF" for added security. 7 2.2 DETAILED DESCRIPTION OF OPERATION A. Pre -Start Conditions: 1. The MCP disconnect switch must be "ON". 2. All Motor DISC switches must be "ON". (located near the individual motors) 3. All E-Stop push-pull buttons must be pulled out. (light extinguished) 4. All Motor Overloads must be in the reset position. 5. All jam conditions must be cleared and reset. 6. A fire alarm signal must not be present. (If applicable) B. T1-Line Start: After the keyswitch at CS1 is turned to the "ON" position, depressing a start pushbutton at a load belt control station energizes a horn at the MCP, and buzzers at the load belt stations for eight (8) seconds. These alarms alert personnel that the system is about to start. The security door raises to the full open position. After the alarm has sounded and the security door is open, the conveyor system starts in reverse sequential order, beginning with conveyor T1-10. Conveyor T1-11 will be enabled to run in the indexing mode. If the Cord Operated Switch is actuated along side of conveyor T1-11, conveyor T1-11 will run continuously as long as the rest of the system is running. A green run light on the graphic display is illuminated. C. System Shutdown 1. Autostop - When photoeye 1PE does not sense a passing bag for five (5) minutes, conveyors T1-1 through T1-11 will stop. 2. Emergency Stop - K Emergency Stop (E-Stop) push-pull buttons are located at the load belt control stations and at the other system control stations. They are of the illuminated push - to -stop, pull -to -reset type. When an E-Stop is pushed in, a red pilot light is illuminated at the corresponding location on the graphic display. The integral light on the E-Stop is also illuminated. Depressing a E-Stop at CS1 thru CS7 or at the MCP stops conveyors T1-1 thru T1-11. When the button is reset a start button at a load belt control station must be pressed to restart the conveyors, with warning. 3. Motor Overload Shutdown When the a motor becomes overloaded, the associated motor overload relay trips, stopping the motor. A blue light at the graphic display illuminates and an alarm bell rings. The alarm bell can be turned OFF by pressing the ALARM SILENCE button on the MCP door. Reset the motor overload relay as follows: 1. Move the main disconnect handle on the MCP door to OFF. WARNING! VOLTAGE POTENTIALS IN THIS MOTOR CONTROL PANEL CAN CAUSE SERIOUS OR FATAL INJURY!! 2. Open the MCP door and identify the motor starter overload relay that has tripped. When tripped, an optical indicator becomes visible in a window on the overload relay. 3. Wait approximately two minutes (cooling time) before pressing the reset button on the overload relay. WARNING! THE CONDITION WHICH CAUSED THE MOTOR TO BE OVERLOADED MUST BE CORRECTED BEFORE RE -STARTING THE MOTOR!! 4. Close the MCP door and move the main disconnect handle to ON. Begin a normal system start by pressing the START button at a load belt control station. 10 1.4.0 1.4.1 A) 455300 SANFORD AIRPORT OUTBOUND BAGGAGE SYSTEM SANFORD, FL DESCRIPTION OF CONTROLS AND OPERATION WARNING NEVER STEP ON A CONVEYOR UNLESS THE MAIN DISCONNECT ON THE MOTOR CONTROL PANEL IS IN THE "OFF" POSITION. SYSTEM OVERVIEW This outbound baggage system consists of 3 load belts and 8 transport conveyors. The conveyor system is controlled by one motor control panel (MCP) that is self contained and requires three phase power for operation. There are 7 system control stations. There is one automatically operated security door. This system can be connected to the building fire alarm. OPERATOR CONTROLS Load belt control station CS1 is located at the tail end of the load belt conveyor T1-1, and performs the following functions: 1. "On/Off" Keyswitch - This keyswitch must be in the "ON" position to enable the start pushbuttons at either CS1, CS2 or CS3. Turning the keyswitch to the "OFF" position does not stop the conveyor system, but disables the system from being restarted after the system autostop times out. (for added security, remove the key in the "OFF" position). 2. "Start" Pushbutton - Depressing this pushbutton initiates the start-up sequence described in paragraph 2.2.B. This pushbutton is also used to restart the system after an emergency stop has been activated. 3. "Start Warning" Alarm - After the start pushbutton at CS1, CS2 or CS3 is depressed, this alarm will activate for 8 seconds before the conveyors will start. 4. "Emerg. Stop" (E-Stop) Push -Pull Button - 1 Depressing this maintained contact button stops conveyors T1-1 thru T1-11. The integral light illuminates on the pushbutton. A light on the graphics display, at the MCP, is also illuminated. When the button is reset, the conveyors may be restarted by depressing a start pushbutton. B) Load belt control station CS2 is located near the middle of the load belt conveyor T1-2, and performs the following functions: 1. "Start" Pushbutton - Depressing this pushbutton initiates the start-up sequence described in paragraph 2.2.B. This pushbutton is also used to restart the system after an emergency stop has been activated. 2. "Start Warning" Alarm - After the start pushbutton at CS1. CS2 or CS3 is depressed, this alarm will activate for 8 seconds before the conveyors will start. 3. "Emerg. Stop" (E-Stop) Push -Pull Button - Depressing this maintained contact button stops the conveyors T1-1 thru T1-11. The integral light illuminates on the pushbutton. A light on the graphics display, at the MCP, is illuminated. When the button is reset the conveyors may be restarted by depressing a start pushbutton. C) Load belt control station CS3 is located at the tail end of the load belt conveyor T1-3, and performs the following functions: 1. "Start" Pushbutton - Depressing this pushbutton initiates the start-up sequence described in paragraph 2.2.B. This pushbutton is also used to restart the system after an emergency stop has been activated, a motor overload or after a tall bag is detected just upstream of the discharge end of conveyor T1-1. 2. "Start Warning" Alarm - After the start pushbutton at CS1, CS2 or CS3 is depressed, this alarm will activate for 8 seconds before the conveyors will start. E L.. 3. "Jam" light - This light, when illuminated (amber), indicates that a jam is detected somewhere in the conveyor system. The fault alarm at the MCP will be activated. Also, a corresponding light at the graphics display will be illuminated to indicate the location of the jam. 4. "Door Obstruction" Light - If during the closing of the door, an obstruction is encountered, the door will reverse and go back up. If this occurs, this light will be illuminated. A light at CS4 and at the graphics display will also be illuminated. Once the obstruction is removed, the door can be closed, by depressing the door obstruction reset pushbutton at CS4. 5. "Emerg. Stop" (E-Stop) Push -Pull Button - Depressing this maintained contact button stops the conveyors T1-1 thru T1-11. The integral light illuminates on the pushbutton. A light on the graphics display, at the MCP, is also illuminated. When the button is reset the conveyors may be restarted by depressing a start pushbutton. D) Controlstation CS4 is located alongside of conveyor T1-5 and provides the following functions: 1. "Jam Reset" Pushbutton - After a jam has been cleared, depressing this pushbutton resets the jam at the T1-5 conveyor and restarts the stopped conveyors. The "T1-5 JAM" light on the graphic display is extinguished. The fault alarm will also be silenced. 2. "Door Obstruction Reset" Pushbutton - If an obstruction is encountered during the closing of the door, the door will reverse to the upper limit and this light will be illuminated. Once the obstruction is removed, the door can be closed, by depressing this illuminated button. 3. "Emerg'. Stop" (E-STOP) Push -Pull Button - Depressing this maintained contact button stops conveyors T1-1 through T1-11. The integral light illuminates on the pushbutton. A light on the graphics display, at the MCP, is illuminated. When the button is reset, the conveyors can be restarted by depressing the start pushbutton. 3 E) Control station CS5 is located alongside of conveyor T1-8 at the tail end and provides the following functions: 1. "Jam Reset" Pushbutton - After a jam has been cleared, depressing this pushbutton resets the jam at the T1-8 conveyor and restarts the stopped conveyors. The "T1-8 JAM" light on the graphic display is extinguished. The fault alarm will also be silenced. 2. "Emergency Stop" (E-stop) Push -Pull Button - Depressing this maintained contact button stops conveyors T1-1 through T1-11. The integral light illuminates'the button. A light on the graphics display, at the MCP, is illuminated. When the button is reset, the start pushbutton at the load belt control station must be depressed to restart the stopped conveyors. F) Control station CS6 is located alongside of conveyor T1-11 at the tail end and provides the following functions: 1. "Emerg. Stop" (E-Stop) Push -Pull Button - Depressing this maintained contact button stops conveyors T1-1 thru T1-11. The integral light illuminates the button. A light on the graphics display, at the MCP, is illuminated. When the button is reset the start pushbutton at the load belt control station must be depressed to restart the stopped conveyors. G) Control station CS7 is located alongside of conveyor T1-11 at the head end and provides the following functions: 1. "Emerg. Stop" (E-Stop) Push -Pull Button - Depressing this maintained contact button stops conveyors T1-1 thru T1-ll. The integral light illuminates the button. A light on.the graphics display, at the MCP, is illuminated. When the button is.reset the start pushbutton at the load belt control station must be depressed to restart the stopped conveyors. H) The MCP controls are located on the door of the T1-line Motor Control Panel, and performs the following functions: 4 1. "Lamp/Alarm Test" Pushbutton - Depressing this pushbutton will test the graphics display lights, start warning beacon/horn, and fault alarm bell. 2. "Alarm Silence" Pushbutton - Depressing this pushbutton will silence the fault alarm bell. 3. "Emerg. Stop" (E-Stop) Push -Pull Button - Depressing this maintained contact button stops all the conveyor system. The integral light illuminates the button. When the button is reset, the conveyors can be restarted, with warning, by depressing the start pushbutton at a load belt control station. 1.4.2 GRAPHICS DISPLAY LIGHTS The graphic display light are located on the graphics display panel. 1. Red "Emergency Stop" (E-Stop) Lights - Illuminated when a corresponding E-Stop button is pushed. E-Stop pushbutton location is determined from the light's position on the graphic display depiction of the conveyor system. 2. Green "Run" Light - Illuminated whenever the corresponding conveyor line is operating. 3. Blue "Motor Overload" Light - Illuminated when a motor starter overload relay is tripped as a result of an overloaded motor. 4. Amber "Jam" Lights - Illuminated when a jam is detected by jam detection photoeye sensors located along the conveyor line. Jam locations are determined from the light's position on the graphic display depiction of the conveyor system. 5. White "Door. Obstruction" - Illuminated when an obstruction was encountered during the closing of the door. When this occurs, the door will reverse to the upper limit. When the obstruction is cleared, the door can be closed, by depressing the Door Obstruction Reset pushbutton at CS4. 5 1.4.3 ALARMS, SENSORS, AND DISCONNECTS A. Alarms 1. Start-up Alarms - A horn sounds at the MCP and alarms are activated at the load belt control stations to alert personnel that the conveyor system is about to start. 2. Fault Alarm - A bell is energized to alert personnel that a motor starter overload relay has tripped, a jam has been detected, an E-stop pushbutton has been depressed, or that a door obstruction condition was encountered. B. Photoeyes (PE's) and Limit Switches (LS's) 1. 1PE Autostop Photoeye - This sensor operates instantaneously on sensing passing bags. When no bag breaks the sensor beam for five minutes, the autostop timer will time out, stopping conveyors T1-1 thru T1-ll. This photoeye is located just downstream of the security door on conveyor T1-5. 2. 2PE Jam Photoeye - When this photoeye is blocked continuously for 8 seconds a jam condition is detected. Conveyor T1-6 and all upstream conveyors stop and the appropriate jam indicator lights are illuminated until the jam is reset. The fault alarm sounds until the jam is reset or the alarm is silenced. This photoeye is located at.the discharge end conveyor T1-5. 3. 3PE Jam Photoeye - When this photoeye is blocked continuously for 8 seconds a jam condition is detected. Conveyor T1-9 and all upstream conveyors stop and the appropriate jam indicator lights are illuminated until the jam is reset. The fault alarm sounds until the jam is reset or the alarm is silenced. This photoeye is located at the discharge end conveyor T1-8. N. 4. 4PE Index Photoeye - When this photoeye is blocked, it will index conveyor T1-11 long enough to clear the photoeye. After the photoeye is cleared, conveyor T1-11 will stop. This photoeye is located at the discharge end of conveyor T1-10. 5. 1LS Limit Switch - This switch is actuated when the security door is fully open. The security door must be fully opened before the conveyor system can operate. C. Motor Control Panel (MCP) Disconnect Switch - The MCP has a external switch handle to disconnect motor and control power from the panel components prior to opening the panel doors. WARNING WIRES CONNECTED TO THE INPUT OF THE DISCONNECT SWITCH WILL REMAIN ELECTRICALLY ENERGIZED! ONLY QUALIFIED ELECTRICIANS SHOULD OPEN PANEL DOORS. The MCP disconnect switch handle can be locked in the "OFF" position when maintenance/repair work is being performed on the conveyors or claim device. D. Motor Safety Disconnect Switch (DISC) - A lockable DISC is provided for each conveyor motor. This localized power disconnect must be "OFF" when work is being done on the conveyor. Lock the switch "OFF" for added security. 7 2.2 DETAILED DESCRIPTION OF OPERATION A. Pre -Start Conditions: 1. The MCP disconnect switch must be "ON". 2. All Motor DISC switches must be "ON". (located near the individual motors) 3. All E-Stop push-pull buttons must be pulled out. (light extinguished) 4. All Motor Overloads must be in the reset position. 5. All jam conditions must be cleared and reset. 6. A fire alarm signal must not be present. (If applicable) B. T1-Line Start: After the keyswitch at CS1 is turned to the "ON" position, depressing a start pushbutton at a load belt control station energizes a horn at the MCP, and buzzers at the load belt stations for eight (8) seconds. These alarms alert personnel that the system is about to start. The security door raises to the full open position. After the alarm has sounded and the security door is open, the conveyor system starts in reverse sequential order, beginning with conveyor T1-10. Conveyor T1-11 will be enabled to run in the indexing mode. If the Cord Operated Switch is actuated along side of conveyor T1-11, conveyor T1-11 will run continuously as long as the rest of the system is running. A green run light on the graphic display is illuminated. C. System Shutdown 1. Autostop - When photoeye 1PE does not sense a passing bag for five (5) minutes, conveyors T1-1 through T1-ll will stop. 2. Emergency Stop - E Emergency Stop (E-Stop) push-pull buttons are located at the load belt control stations and at the other system control stations. They are of the illuminated push - to -stop, pull -to -reset type. When an E-Stop is pushed in, a red pilot light is illuminated at the corresponding location on the graphic display. The integral light on the E-Stop is also illuminated. Depressing a E-Stop at CS1 thru CS7 or at the MCP stops conveyors T1-1 thru T1-11. When the button is reset a start button at a load belt control station must be pressed to restart the conveyors, with warning. 3. Motor Overload Shutdown When the a motor becomes overloaded, the associated motor overload relay trips, stopping the motor. A blue light at the graphic display illuminates and an alarm bell rings. The alarm bell can be turned OFF by pressing the ALARM SILENCE button on the MCP door. Reset the motor overload relay as follows: 1. Move the main disconnect handle on the MCP door to OFF. WARNING! VOLTAGE POTENTIALS IN THIS MOTOR CONTROL PANEL CAN CAUSE SERIOUS OR FATAL INJURY!! 2. Open the MCP door and identify the motor starter overload relay that has tripped. When tripped, an optical indicator becomes visible in a window on the overload relay. 3. Wait approximately two minutes (cooling time) before pressing the reset button on the overload relay. WARNING! THE CONDITION WHICH CAUSED THE MOTOR TO BE OVERLOADED MUST BE CORRECTED BEFORE RE -STARTING THE MOTORli 4. Close the MCP door and move the main disconnect handle to ON. Begin a normal system start by pressing the START button at a load belt control station. 10 455300 INBOUND BAGGAGE CLAIM DEVICE SANFORD, FL. DESCRIPTION OF CONTROLS AND OPERATION 1.4.0 SYSTEM OVERVIEW The inbound, passenger bag claim is a closed loop, flat plate, conveying device. It is designed to carry luggage from the bag -loading area at airside to airline customers in the bag claim lobby. Power for claim system motors is distributed from and controlled by the motor control panel (MCP). Operator controls are found at several control stations (CS) and on the MCP door. An electronic soft -start module is incorporated to control the acceleration and starting torque of the claim device motor. This feature assures shock -free starts. EMERGENCY STOP (E-STOP) push buttons are placed at strategic locations around the flat plate conveyor in the claim area and at the load point control station. Four pilot lights and two operator controlled push buttons are located on the MCP door. The flat plate claim enters and exits the claim lobby through two motor -driven security doors. Door opening and closing is controlled by the MCP. Each security door is equipped with a safety edge switch which raises the door to prevent bag or door damage in the event that a bag interrupts door closure. 1.4.1 OPERATOR CONTROLS The purpose and function of the control devices located in the various control stations are as follows: A. START Push Button - Located at control station CS1 in .the flat plate load area. Momentary operation of this push button starts the claim device. B. DOOR OBSTRUCTION RESET Pushbutton - If an obstruction is encountered while the doors are closing, the door will reverse and travel back up to the upper limit. A door obstruction light will be illuminated at the MCP, and the fault alarm will activate. Once the obstruction has been cleared, depressing this pushbutton will cause the door to close. 1 C. EMERGENCY STOP (E-STOP) Push Button - This is a push-pull, mushroom -head button. E-STOPS are placed at strategic locations around the flat plate claim device. When an E-STOP button is pushed, the light in the button will illuminate. An additional E-STOP is located at the load station, CS1. D. ALARM SILENCE Push Button - Momentary operation of this button silences the Door Obstruction/Over- load/E-STOP alarm bell until the problem has been corrected or reset. This button is located on the door of the MCP. E. MOTOR OVERLOAD Light - When illuminated, this blue light indicates that a motor has been overloaded causing its starter overload relay to trip. When the light is illuminated, the claim will not run. the light is located on the door of the MCP. F. SYSTEM RUNNING Light - When this green light is illuminated, the claim device motor is powered and the claim is running. The light is located on the MCP door. G. DOOR OBSTRUCTION Light - When this white light is illuminated, it- indicates that a safety edge switch on the security door has encountered an object as the door closed thus causing the door to reverse direction and move to the fully raised (open) position. The light is located on the MCP door. H. CLAIM AREA E-STOP Light - Actuation of any claim area E-STOP push button will cause the light to illuminate. It is located on the MCP door. I. TEST Push Button - Located on the MCP door. When the test button is pushed the following will occur. 1. The flashing beacon/horn in the claim area is powered. 2. The fault alarm bell rings. 3. All the pilot lights on the MCP door are powered for bulb -check purposes. J. HOURMETER - Located on the MCP door. This meter indicates the amount of time the claim device has operated. 2 I 1.4.2 ALARMS, SENSORS, AND DISCONNECTS A. Alarms 1. Start -Up Alarm - A horn sounds and flashing beacon light is illuminated in the passenger area to alert personnel that the claim device is about to start. 2. Fault Alarm Bell - A bell is energized to alert personnel that a lowering security door has encountered an obstruction, a motor has been overloaded tripping the starter overload relay or that an EMERGENCY STOP button has been depressed. B. Photoelectric (PE) Sensor Auto -Stop (1PE) - This sensor operates instantaneously on sensing passing bags. When no bags break the sensor beam within a preset time, the auto -stop timer will time out stopping the claim device. C. Limit Switch (LS) - 1LS and 2LS electrical contacts transfer to the closed position when security doors #1 and #2 reach the fully -raised (open) position. This enables the start control circuit, powering the claim device motor. D. Motor Control Panel (MCP) Disconnect Switch - The MCP has an external switch handle to disconnect motor and control power from panel components prior to opening the panel doors. WARNING WIRES CONNECTED TO THE INPUT OF THE DISCONNECT SWITCH REMAIN ELECTRICALLY ENERGIZED!! ONLY QUALIFIED ELECTRICIANS SHOULD OPEN PANEL DOORS!! The MCP disconnect switch handle can be locked in the OFF position when maintenance/repair work is being performed on the claim device. E. Motor Safety Disconnect Switch (DISC) - A lockable DISC is provided for each drive motor. This localized power disconnect should be OFF when work is being done on equipment associated with the motor. Lock the switch OFF for added security. 3 2.2 2.3 DETAILED DESCRIPTION OF OPERATION FOR CLAIM DEVICE A. Pre -Start Conditions 1. The MCP Disconnect Switch must be ON. 2. All motor DISC switches must be ON. (near.motors). 3. All E-STOP push-pull switches must be pulled out. (illuminated light off). 4. All motor overloads must be in the reset position. B. Start -Up 1. Depressing the push-start button on control station CS1 will activate start relay 1CR and energize start delay timer 1TD. 2. Start-up warning horn and flashing beacon located in the public area is energized. Motor starters for security door #1 and #2 actuate to power the security doors to the OPEN positions. Limit Switches US and 2LS insure that doors are fully OPEN prior to claim device START. 3. Timer 1TD times out to silence the start-up warning alarm. 4. A normally open 1TD delayed contact energizes 1M starter coil through the security door OPEN limit switches_, starting the claim drive motor. An electronic soft start, 1SS, provides reduced motor torque on start followed by controlled acceleration to operating speed. This protects the drive mechanism and conveyor from unnecessary start-up shock. CLAIM UNIT SHUTDOWN A. Automatic Claim Unit Shutdown (Auto -Stop) Auto -stop photoeye 1PE scans the claim unit and senses each bag as it passes. when the photoeye does not sense a bag for a pre-set (adjustable) period of time, the auto -stop timer times out to stop the claim unit and close the security doors. 4 B. C. EMERGENCY STOP 1. Depressing an E-STOP push button will immediately stop the claim unit, as well as any motion of the security doors. The E-STOP light in`the activated button will illuminate along with an E-STOP light on the MCP door. An alarm bell on the MCP will ring. The alarm bell can be turned Off by pressing the ALARM SILENCE button.on the MCP door. 2. After an emergency is cleared, the claim unit may be restarted by resetting the EMERGENCY STOP push button and depressing the START button at the airside control station, CS1. Motor Overload Shutdown When the claim unit motor becomes overloaded, the associated motor overload relay trips, stopping the motor. A blue light on the MCP door illuminates and an alarm bell rings. The alarm bell can be turned OFF by pressing the ALARM SILENCE button on the MCP door. Reset the motor overload relay as follows: 1. Move the main disconnect handle on the MCP door to OFF. WARNING! VOLTAGE POTENTIALS IN THIS MOTOR CONTROL PANEL CAN CAUSE SERIOUS OR FATAL INJURY!! 2. Open the MCP door and identify the motor starter overload relay that has tripped. When tripped, an optical indicator becomes visible in a window on the overload relay. 3. Wait approximately two minutes (cooling time) before pressing the reset button on the overload relay. WARNING! THE CONDITION WHICH CAUSED THE MOTOR TO BE OVERLOADED MUST BE CORRECTED BEFORE RE -STARTING THE MOTOR!! 5 2.4 4. Close the MCP door and move the main dis- connect handle to ON. Begin a normal system start by pressing the START button at control station CS1. DOOR OBSTRUCTION CONTROL A. Security Door Obstructed by Baggage 1. The door will move down toward its CLOSED position until a safety edge switch, mounted on the bottom of the door, detects an obstruction. The door will immediately reverse and go to the raised (OPEN) position. 2. The DOOR OBSTRUCTION light on the- MCP door will illuminate to announce the condition and an alarm bell on the MCP will ring. The alarm can be turned OFF by pressing the ALARM SILENCE button on the MCP door. 3. After removing the obstruction from the security door opening, the doors may be closed by three means: 1. Push the Door Obstruction Reset Pushbutton at the airside control station, CS1. 2. Push the START button at CS1. The claim -unit will start (after the normal start delay) and the DOOR OBSTRUCTION light will go out. The claim unit can be allowed to run until it times out (Auto -Stop) and the doors automatically close. 3. Push the START button at CS1. The claim unit will start (after the normal start delay) and the DOOR OBSTRUCTION light will go out. The E-STOP at CS1 can be depressed and immediately pulled out to its normal position. The claim unit will stop and the doors automatically close. 0 2 L1 L2 1LS 29 21-S 30 1CR 3CR 31 DOOR CLOSE 40�' (70,78) 4FU 4FUWH3H2 480V. 30, 60HZ 1/2 A1/2 A 1. OL 3.62 FLA/30 AMP SERVICE H4 1T 1TD 2CR 1M CLAIM DEVICE L1L-6 1 5FU 250VA PR1 480V 2 42 33 �34 MOTOR0,32ARTER 2A SEC 120V 35 ( ) NOTC TO DISC. 11. J MAIN DISCONNECT AT MCP- IA X1 X2 _ 36 1CR 2CR 2TD 37 38 DOOR OBSTRUCTION 44 TIMER CS1 (48,62) MFU START 6A 3 2CR 4 1AT 1CR START RELAY 40 1CR n n 1 FU 1SS DISC 1 2 5 (4,6,40,44,46,68,76) - 46 4A 1M 1MOL 1T1 (6) (7) NCTO SOFT START T IT3 I iMT 2 HP 1CR 1TD (8 SEC) START DELAY 2TD 41 R OBSTRUCTION 3.1 AMPS 4 �,42) 48 UGHR W40 �-0 I TO LINE 42 1CR" ". 1 WA n n NOTC \ TST 43 35 7 1TD 8 START WARNING 1 MOL 42 ` 6 MOTOR OVERLOAD 6 BEACON/HORN 50 LIGHT AT MCP / \ NC1 TEST 43 TST 2FU 1.5A 2T1 2 DISC8 I TO LINE 54 52 AT MCP 43 4CR OVERLOAD RELAY CS1 CS2 CS3 O—� TST (58) 2T2 DOOR ONTROL AT DOOR #1 E-STOP E-STOP E-STOP, t i 2T3 I 10 11 12 2CR E-STOP RELAY _J- 8 o� TO LINE 6 3FU DISC 3 10 I I (2,18,42,44,60,74,82) — — 54 i 1.5A I j I 1 3T1 p 1 1 ° 3T2 O DOOR AT DOOR #2 12 ! 13 1 I i R E-STOP LIGHT _L ° 3T3 I ONTROL AT CS1 56 2WA 14 ` R� E-STOP LIGHT 4CR 44 SCR 45 OVERLOAD/E-STOP/DOOR 14 I yy \ AT C52 58 OBSTRUCTION ALARM BELL L1 L2 I k; I 15 ` i E-STOP. LIGHT 2CR SCR 46 5CR ALARM SILENCE RELAY 16 R AT CS3 ' 60 ik (58,60) 2CR 16 i CLAIM AREA ALARM SILENCE 18 E-STOP LIGHT 62 2TD - R 43 i (AT MCP) AT MCP 1, NOTC 20 p. 64 1M L7 L2 LIGHT ENERGIZED 22 1 t fh- 66 t PE OPERATED INSTANTLY 1 2 1CR 51 2 OPEN 68 24 101201 301 40150160 3CR SOFT START INTERFACE 52 3 CLOSE 70 SECURITY DOOR CONTROL 26 53 AT DOOR #1 72 4 COM. 2CR 54 28 74 1 STOP HOURMETER 1M 24 ::!- i — SYSTEM RUNNING 1CR 61 (AT MCP) 76 1 OPEN 43 ` 30 1M 1 PE 25 26 1 1AT (0-3 MIN.) 78 3CR 62 3 CLOSE SECURITY 32 AUTO STOP TIMER DOOR CONTROL C NO( (1) (2) (2) AT DOOR #2 n 63 80 4 COM. 34 CS1 ;, 2CR 64 DOOR OBSTRUCTION RESET 82 1 STOP 52 53 36 NOTE: BOTH DOORS - 62 1 63 VERIFY WITH DOOR MANUFACTURER'S SCHEMATIC -i � ---------------- CONVEYOR COARANr, wc. 38 1 EXTERNAL INTERLOCKS ARE NOT. REQUIRED, 1 JUMPER TERMINALS #9, AND #10. 1 SAFETY EDGE SWITCH WILL CONNECT I 1 �.o p r-W- "" CLAIM DEVICE #2 / SANFORD � a®®� �� SCHEMATIC _ I TO TERMINALS #5, AND #6. om7 poo»tee ELECTRICAL e__ 1 2 ------------- --------- ---- ..� "" 455300 D' 150253 !`t a 5 0 27 2FU V) a 1.5 A 6 1/2 1FU MFU 8 3/ 4 DISC Of 3FU 6 A i- 4 A N 1.5 A m 1 WIREWAY N ° r 'M ,ss I ? III ,T 27 a 9 5/16 1CR 2CR 3CR 4CR 5CR 1TD 2TD S. START GRN MUG1DFM BLK EMERG. STOP RED 7 1/2 30 SECURITY .DOOR LIMIT SWITCH WIRE CONNECTIONS ROUTING WIRE WIRE NUMBER FROM MCP TO CONVEYOR SIZE N.O. N.C. N.O. N.C. 1TB DOOR #1 #14 1.29 - 1.36 - 1TB DOOR #2 #14 29,30 - 1,40 - SECURITY DOOR POWER WIRING (HIGH VOLTAGE) ROUTING WIRE SIZE WIRE NUMBER FROM MCP TO DOOR CONTROLLER W/DISC 2TB DOOR #1 #12 2T1,2T2,2T3 2TB DOOR #2 #12 3T1,3T2,3T3 SECURITY DOOR CONTROL WIRING ROUTING WIRE SIZE WIRE COLOR WIRE NUMBER FROM MCP I TO DOOR CONTROLLER 1 TB DOOR #1 #14 BROWN 51,52,53,54 1T6 DOOR #2 #14 BROWN 61,62.63.64 CS1 CS2 CS3 r---------- START I I E-STOP I I E-STOP I I 1 3 I �10 111 I11--T-- 12 14� - I II 2 \ I I 2\0 DOOR OBSTRUCTION RESET 52 53 __JL _1_�-� _-15 L � 62 63 I I I E-STOP j I 10 13 2 R L_ _ - _ - _ _ _ _ _ - MOTOR WIRING (HIGH VOLTAGE) ROUTING CONY HORSE POWER WIRE COLOR WIRE SIZE WIRE NUMBER FROM MCP TO MTR W/DISC 2TB 1MTR CLAIM 2 HP BLACK #12 1T1,1T2,1T3 ELECTRICAL INTERLOCK AT MOTOR DISCONNECT ROUTING CONV WIRE COLOR WIRE SIZE WIRE NUMBER FROM MCP TO MTR W/DISC 1TB 1MTR CLAIM RED #14 34,35 DEVICE PHOTOCELL WIRE CONNECTIONS ROUTING WIRE PE TERMINAL SETTINGS FROM MCP TO SIZE L1 L2 C NO NC INST. LE DE FROM MCP 1PE #14 1 2 1 25 - X X - POWER SOURCE TO MCP 48OV, 30, 6OHz, 30A SERVICE WIRE SIZE WIRE COLOR FROM SOURCE #10 BROWN PHASE A #10 ORANGE PHASE B #10 YELLOW PHASE C #12 GREEN SAFETY GROUND START-UP HORN/BEACON NOTE I TWA I \ I 1. THE CODE FOR FIELD POWER AND CONTROL 8 2 WIRING FROM THE LOAD SIDE OF THE FUSES \ IN THE MOTOR CONTROL PANEL TO ALL OTHER I I I DEVICES WILL BE AS FOLLOWS: L------- POWER BLACK A.C. CONTROL RED D.C. CONTROL BLUE NEUTRAL WHITE MECH. GROUND GREEN DOOR CONTROL BROWN PARTS FOR MOTOR CONTROL PANEL,(MCP) . - 4 CONVEYOR COMPANY, /NC. ,MIL sw..ma .ousmu a,. T.Vrxs R um o, FF 1,/2B/13 wo r CLAIM DEVICE #2 / SANFORD PARTS LIST "^ 455300 D 150253 N 4 a 5 MFG PART 01Y DESIGNATION DESCRIPTION MFG MFG PART OTY DESIGNATION DESCRIPTION MFG MCP CABINET 30" X 30" X 8" HOFFMAN A-303008-LP 1 1 PE PHOTOHEAD, REFLEX PHOTOSWITCH 42LRC-5000 1 MCP BACK PANEL HOFFMAN A-30P30 1 1 PE POWER BASE, 120VAC PHOTOSWITCH 42LT6-5000 1 DISC DISCONNECT SWITCH, 30A ALLEN—BRADLEY A—B 1494R—N30 1 i PE REFLECTOR, 3 INCH PHOTOSWITCH 92-39 1 1 PE UNIVERSAL MTG ASSY, 5000 PHOTOSWITCH 60-1785 2 1T CONTROL TRANSFORMER, 150VA ACME TA-2-81212 1 MFU,IFU FUSEHOLDER LITTLEFUSE LR60030-3C 2 2,3 DISC DISCONNECT SWITCH, 3 PHASE SQUARED 2510—KG2 2 2FU,3FU FUSEHOLDER LITTLEFUSE L60030M-3C 2 1WA FLASHING BEACON HORN, RED EDWARDS 51R—N5 1 4FU FUSEHOLDER LITTLEFUSE L60030M-2C 1 1 ,215 OMIT SWITCH, 2 N.O. — 2 N.C. ALLEN—BRADLEY 802T—ATP 2 SFU FUSEHOLDER LITTLEFUSE L60030M-1C - 2 1,2LS LIMIT SWITCH, ARI SS M ALLEN—BRADLEY 802T—W36 4 1M MOTOR STARTER, SIZE 0 A—B 509—AOD 1 INTERLOCK (FOR DISCONNECT) SQUARED EK300-1 1 4,5CR CONTROL RELAY A—B 700—P200A1 2 3CR CONTROL RELAY A—B 700—P600A1 i 1,2CR CONTROL RELAY A-8 700—P80OAI 2 1 7 CONTROL RELAY W PNEUMATIC- TIMER q_ 7 -PPTA7 1AT RESET TIMER EAGLE SIGNAL BR19A6 1 2µ/q ALARM BELL, 120V AC EDWARDS 340-4N5 1 LEGEND PLATE, CLAIM E—STOP A—B SOOT—X559 1 LEGEND PLATE, MOTOR OVERLOAD A—B 80OT—X559 1 LEGEND PLATE, ALARM SILENCE A—B, 80OT—X559 1 LEGEND PLATE, LAMP/ALARM TEST A—B SOOT-X559 i LEGEND PLATE, SYSTEM RUNNING A—B QOOT—X559 1 LEGEND PLATE, DOOR OBSTRUCTION A-6 80OT—X559 1 ELECTRONIC SOFTSTART MOTORTRONICS HVI-43—P 1 AUXILIARY. OVERLOAD CONTACT (1 N.O.) A—g 595—A02 1 PUSHBUTTON SWITCH, BLK, 1 N.O. CONTACT A—B 800T-A201 1 PUSHBUTTON SWITCH, BLK,'2 N.O. CONTACT 8OOT—A2A2 CONTACT BLOCK FOR ABOVE 1N.0. A—B SOOT—XD1 1 MFU FUSE 600V 6A LITTLEFUSE FLSR-6 3 1 FU FUSE, 600V, 4A LITTLEFUSE FLSR-4 3 PARTS FOR CONTROL STATIONS 2 3FU FUSE 600V 1 1 2A LITTLFFUSE CCMR-1 1/2 DESCRIPTION MFG MFG PART 07Y 4FU FUSE SOOV 1 2A LITTLEFUSE 'FLO-1 2 2 CS1 PUSHBUTTON ENCLOSURE HOFFMAN E—D3PB 1 FUSE, 250V, 2A FLM-2 1 C52,CS3 COVER PLATE, PUSHBUTTON ENCLOSURE G do T 130724 2 PILOT LIGHT, 120 AC, RED A—B 80OT—PDT16R 1 PILOT LIGHT,. 120 AC, BLUE A— 8OOT—PDT16B 1 CS1 PUSHBUTTON SWITCH, GREEN 1 N.O. A-6 80OT—A1D1 i PILOT LIGHT, 120 AC, GREEN %+— 8007—PDT16G 1 CS1 PUSHBUTTON SWITCH, BLACK 2 N.O. A—B 8OOT—A2D2 PILOT LIGHT, 120 AC, WHITE A—B 80OT—PDT16W 1 CSI,2,3 SWITCH, 2 POS, ILLUMINATED RED A—B 80OT—FXP16RA1 HEATER ELEMENT A—B W40 3 CS1,2,3 LEGEND PLATE, EMERG. STOP A—B 80OT—X629 i .TERMINAL BLOCK', 600V A—B 1492—CAI 12 CS1 LEGEND PLATE, START END SECTION, 600V A—B 1492—N36 END,ANCHOR q_g 1492—N23 4 TERMINAL BLOCK, 300V q—g 1492—F1 40 END SECTION, 300V A-B 1492—N18 1 'TERMINAL MOUNTING CHANNEL q_ 1492—N22 1 RELAY MOUNTING CHANNEL q_ 700—MPS i PLUG—IN JUMPER A—B 1492—N13 4 1' WIREWAY PANDUIT E1x3 WH6 3 WIREWAY COVER' PANDUIT Cl WH6 3 HOURMETER ENGLER 710-0001 1 PARTS LIST, REMOTE ITEMS � 2 1 DISC DISCONNECT SWITCH, 3 PHASE SQUARE D HU361 ELECTRIC DESIGNATION �{ CS2,CS3 PUSHBUTTON ENCLOSURE- G do T 130725 2 i 4 4 A—B SOOT—X559 CS1 LEGEND PLATE, DOOR OBSTRUCTION RESET A—B 800T—X559 1 MFG PART 01Y DESIGNATION DESCRIPTION MFG MFG PART OTY DESIGNATION DESCRIPTION MFG MCP CABINET 30" X 30" X 8" HOFFMAN A-303008-LP 1 1 PE PHOTOHEAD, REFLEX PHOTOSWITCH 42LRC-5000 1 MCP BACK PANEL HOFFMAN A-30P30 1 1 PE POWER BASE, 120VAC PHOTOSWITCH 42LT6-5000 1 DISC DISCONNECT SWITCH, 30A ALLEN—BRADLEY A—B 1494R—N30 1 i PE REFLECTOR, 3 INCH PHOTOSWITCH 92-39 1 1 PE UNIVERSAL MTG ASSY, 5000 PHOTOSWITCH 60-1785 2 1T CONTROL TRANSFORMER, 150VA ACME TA-2-81212 1 MFU,IFU FUSEHOLDER LITTLEFUSE LR60030-3C 2 2,3 DISC DISCONNECT SWITCH, 3 PHASE SQUARED 2510—KG2 2 2FU,3FU FUSEHOLDER LITTLEFUSE L60030M-3C 2 1WA FLASHING BEACON HORN, RED EDWARDS 51R—N5 1 4FU FUSEHOLDER LITTLEFUSE L60030M-2C 1 1 ,215 OMIT SWITCH, 2 N.O. — 2 N.C. ALLEN—BRADLEY 802T—ATP 2 SFU FUSEHOLDER LITTLEFUSE L60030M-1C - 2 1,2LS LIMIT SWITCH, ARI SS M ALLEN—BRADLEY 802T—W36 4 1M MOTOR STARTER, SIZE 0 A—B 509—AOD 1 INTERLOCK (FOR DISCONNECT) SQUARED EK300-1 1 4,5CR CONTROL RELAY A—B 700—P200A1 2 3CR CONTROL RELAY A—B 700—P600A1 i 1,2CR CONTROL RELAY A-8 700—P80OAI 2 1 7 CONTROL RELAY W PNEUMATIC- TIMER q_ 7 -PPTA7 1AT RESET TIMER EAGLE SIGNAL BR19A6 1 2µ/q ALARM BELL, 120V AC EDWARDS 340-4N5 1 LEGEND PLATE, CLAIM E—STOP A—B SOOT—X559 1 LEGEND PLATE, MOTOR OVERLOAD A—B 80OT—X559 1 LEGEND PLATE, ALARM SILENCE A—B, 80OT—X559 1 LEGEND PLATE, LAMP/ALARM TEST A—B SOOT-X559 i LEGEND PLATE, SYSTEM RUNNING A—B QOOT—X559 1 LEGEND PLATE, DOOR OBSTRUCTION A-6 80OT—X559 1 ELECTRONIC SOFTSTART MOTORTRONICS HVI-43—P 1 AUXILIARY. OVERLOAD CONTACT (1 N.O.) A—g 595—A02 1 PUSHBUTTON SWITCH, BLK, 1 N.O. CONTACT A—B 800T-A201 1 PUSHBUTTON SWITCH, BLK,'2 N.O. CONTACT 8OOT—A2A2 CONTACT BLOCK FOR ABOVE 1N.0. A—B SOOT—XD1 1 MFU FUSE 600V 6A LITTLEFUSE FLSR-6 3 1 FU FUSE, 600V, 4A LITTLEFUSE FLSR-4 3 PARTS FOR CONTROL STATIONS 2 3FU FUSE 600V 1 1 2A LITTLFFUSE CCMR-1 1/2 DESCRIPTION MFG MFG PART 07Y 4FU FUSE SOOV 1 2A LITTLEFUSE 'FLO-1 2 2 CS1 PUSHBUTTON ENCLOSURE HOFFMAN E—D3PB 1 FUSE, 250V, 2A FLM-2 1 C52,CS3 COVER PLATE, PUSHBUTTON ENCLOSURE G do T 130724 2 PILOT LIGHT, 120 AC, RED A—B 80OT—PDT16R 1 PILOT LIGHT,. 120 AC, BLUE A— 8OOT—PDT16B 1 CS1 PUSHBUTTON SWITCH, GREEN 1 N.O. A-6 80OT—A1D1 i PILOT LIGHT, 120 AC, GREEN %+— 8007—PDT16G 1 CS1 PUSHBUTTON SWITCH, BLACK 2 N.O. A—B 8OOT—A2D2 PILOT LIGHT, 120 AC, WHITE A—B 80OT—PDT16W 1 CSI,2,3 SWITCH, 2 POS, ILLUMINATED RED A—B 80OT—FXP16RA1 HEATER ELEMENT A—B W40 3 CS1,2,3 LEGEND PLATE, EMERG. STOP A—B 80OT—X629 i .TERMINAL BLOCK', 600V A—B 1492—CAI 12 CS1 LEGEND PLATE, START END SECTION, 600V A—B 1492—N36 END,ANCHOR q_g 1492—N23 4 TERMINAL BLOCK, 300V q—g 1492—F1 40 END SECTION, 300V A-B 1492—N18 1 'TERMINAL MOUNTING CHANNEL q_ 1492—N22 1 RELAY MOUNTING CHANNEL q_ 700—MPS i PLUG—IN JUMPER A—B 1492—N13 4 1' WIREWAY PANDUIT E1x3 WH6 3 WIREWAY COVER' PANDUIT Cl WH6 3 HOURMETER ENGLER 710-0001 1 PARTS LIST, REMOTE ITEMS � 2 1 DISC DISCONNECT SWITCH, 3 PHASE SQUARE D HU361 ELECTRIC DESIGNATION �{ CS2,CS3 PUSHBUTTON ENCLOSURE- G do T 130725 2 i 4 4 A—B SOOT—X559 CS1 LEGEND PLATE, DOOR OBSTRUCTION RESET A—B 800T—X559 1 PARTS FOR CONTROL STATIONS 2 3FU FUSE 600V 1 1 2A LITTLFFUSE CCMR-1 1/2 DESCRIPTION MFG MFG PART 07Y 4FU FUSE SOOV 1 2A LITTLEFUSE 'FLO-1 2 2 CS1 PUSHBUTTON ENCLOSURE HOFFMAN E—D3PB 1 FUSE, 250V, 2A FLM-2 1 C52,CS3 COVER PLATE, PUSHBUTTON ENCLOSURE G do T 130724 2 PILOT LIGHT, 120 AC, RED A—B 80OT—PDT16R 1 PILOT LIGHT,. 120 AC, BLUE A— 8OOT—PDT16B 1 CS1 PUSHBUTTON SWITCH, GREEN 1 N.O. A-6 80OT—A1D1 i PILOT LIGHT, 120 AC, GREEN %+— 8007—PDT16G 1 CS1 PUSHBUTTON SWITCH, BLACK 2 N.O. A—B 8OOT—A2D2 PILOT LIGHT, 120 AC, WHITE A—B 80OT—PDT16W 1 CSI,2,3 SWITCH, 2 POS, ILLUMINATED RED A—B 80OT—FXP16RA1 HEATER ELEMENT A—B W40 3 CS1,2,3 LEGEND PLATE, EMERG. STOP A—B 80OT—X629 i .TERMINAL BLOCK', 600V A—B 1492—CAI 12 CS1 LEGEND PLATE, START END SECTION, 600V A—B 1492—N36 END,ANCHOR q_g 1492—N23 4 TERMINAL BLOCK, 300V q—g 1492—F1 40 END SECTION, 300V A-B 1492—N18 1 'TERMINAL MOUNTING CHANNEL q_ 1492—N22 1 RELAY MOUNTING CHANNEL q_ 700—MPS i PLUG—IN JUMPER A—B 1492—N13 4 1' WIREWAY PANDUIT E1x3 WH6 3 WIREWAY COVER' PANDUIT Cl WH6 3 HOURMETER ENGLER 710-0001 1 PARTS LIST, REMOTE ITEMS � 2 1 DISC DISCONNECT SWITCH, 3 PHASE SQUARE D HU361 ELECTRIC DESIGNATION �{ CS2,CS3 PUSHBUTTON ENCLOSURE- G do T 130725 2 i 4 4 A—B SOOT—X559 CS1 LEGEND PLATE, DOOR OBSTRUCTION RESET A—B 800T—X559 1 INSTALLATION NOTES. 1. THE ELECTRICAL INSTALLATION SHALL MEET ALL FEDERAL, STATE, AND LOCAL CODES, AIRPORT SPECIFICATIONS, AND THE 1993 EDITION OF THE NATIONAL ELECTRICAL CODE. 2. SYSTEM VOLTAGE IS 48OV, 30, 60 Hz. CONTROL VOLTAGE IS 120V, 10, 60 Hz, AND IS GROUNDED. 3. MOTOR WIRES SHALL BE A MINIMUM SIZE OF #12 AWG AND CONTROL WIRES SHALL BE # 14 AWG MINIMUM. 4. USE "THHN" TYPE, 600 VOLT, STRANDED COPPER WIRE. 5. WIRE COLOR CODE SHALL BE AS FOLLOWS: INCOMING 480V SOURCE POWER: PHASE 'A' — BROWN PHASE 'B' — ORANGE PHASE 'C' — YELLOW MECHANICAL GROUND — GREEN POWER TO MOTORS — BLACK CONTROL WIRES: NEUTRAL — WHITE DC (SUCH AS (CLUTCH/BRAKE) — BLUE DOOR CONTROL — BROWN ALL OTHER — RED MOTOR POWER WIRING AND CONTROL WIRING MUST BE RUN IN SEPARATE CONDUITS. •a ALL CONDUIT TO BE MINIMUM 3/4" DIA. •. ALL SEALTIGHT TO BE MINIMUM 1/2" DIA. 6. ALL MOTOR WIRES SHALL BE LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THREE PHASE MOTOR WIRES CAN BE NUMBERED WITH THE MOTOR NUMBER WITHOUT REFERENCE TO PHASE. 7. ALL CONTROL WIRES ARE TO LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THE ONLY EXCEPTION IS THE NEUTRAL WIRE PROVIDED IT IS THE ONLY NEUTRAL WIRE IN THE SYSTEM. 8. MOTORS ARE THE ONLY ELECTRICAL ITEM NOT MOUNTED BY THE ELECTRICAL CONTRACTOR. ALL OTHER ELECTRICAL ITEMS SHALL BE MOUNTED BY THE ELECTRICAL CONTRACTOR. THIS INCLUDES SUCH ITEMS AS: MAIN CONTROL PANEL, CONTROL STATIONS, PHOTOEYES, AND LIMIT SWITCHES. MOUNTING BRACKETS MAY BE REQUIRED AND MUST BE PROVIDED BY THE ELECTRICAL CONTRACTOR. 9. CONDUIT SHALL NOT INTERFERE WITH MAINTENANCE ACCESS TO CONVEYOR COMPONENTS SUCH AS: PULLEYS, BEARINGS, GEARBOXES, AND CHAIN GUARDS. 10. SEALTIGHT CONDUIT SHALL BE USED AT ALL TIMES THAT MAY REQUIRE PHYSICAL ADJUSTMENT OR ARE SUBJECT TO VIBRATION' SUCH AS AT: LIMIT SWITCHES, PHOTOEYES. AND MOTORS. 11. MOTOR DISCONNECTS SHALL BE MOUNTED ADJACENT TO THE MOTOR AND NO MORE THAN. 3 FEET FROM THE MOTOR. 12. NO SHARP EDGES SHALL BE EXPOSED TO OPERATING PERSONNEL OR BAGGAGE. WATCH OUT FOR CONDUIT STRAPS AND SCREWS. 13. GENERAL ITEM LOCATIONS ARE INDICATED ON THE DEVICE LOCATION DIAGRAM. ALL ITEM LOCATIONS MUST BE VERIFIED WITH OR CO—ORDINATED WITH THE ERECTOR TO AVOID MOUNTING CONFLICTS. 14. MAIN CONTROL PANEL LOCATION SHOULD BE VERIFIED ON THE JOB SITE THAT WILL BE EASY FOR SERVICE AND WILL NOT INTERFERE WITH EXISTING OR FUTURE OPERATIONS. 15. OPERATOR CONTROLS AND ADVISORY DEVICE LOCATIONS SHOULD BE VERIFIED WITH THE OWNER'S REPRESENTATIVE BEFORE FINAL MOUNTING. 16. STEEL COMPRESSION TYPE CONNECTORS AND COUPLINGS SHALL BE USED WITH "EMT' CONDUIT. 17. EMT CONDUIT MAY BE USED EXCEPT IN AREAS SUBJECT TO DAMAGE OR WHERE STATE, OR LOCAL CODE OR AIRPORT SPECIFICATIONS REQUIRES RIGID. 18. TO KEEP THE NUMBER OF SNAG POINTS TO A MINIMUM, NO SCREWS ARE TO BE PLACED THROUGH THE SIDEGUARD FOR MOUNTING CONTROL DEVICES. PHOTOEYES SHALL BE PHYSICALLY MOUNTED USING UNISTRUT WELDED TO THE SIDEGUARD. 19. ALL CONTROL DEVICES SHALL BE MOUNTED ON THE CATWALK SIDE OF THE CONVEYOR FOR ACCESSIBILITY WHEN CATWALKS ARE USED. FOR EXAMPLE, INSTALL PHOTOEYE ON CATWALK SIDE OF CONVEYOR AND THE REFLECTOR ON THE NON —CATWALK SIDE. CONTROL DEVICES SHOULD ALWAYS BE INSTALLED ON THE MOST ACCESSIBLE SIDE OF THE CONVEYOR. 20. RUN CONDUIT ON THE UPPER HALF OF CONVEYOR SIDEGUARD WHEREVER POSSIBLE. 21. LIQUID TIGHT CONDUIT SHALL NOT EXCEED THREE (3) FEET. 22. PHOTOEYES SHALL BE CONNECTED WITH LIQUID TIGHT CONDUIT OF ENOUGH LENGTH FOR 2 TO 4 INCHES OF ADJUSTMENT. 23. POWER FEEDER WILL RUN WITHIN 20 FEET OF MAIN CONTROL PANEL BY OTHERS. — CONTINUATION AND TERMINATION OF THIS POWER FEEDER SHALL BE REQUIRED. 24. HOLES IN THE SIDEGUARD FOR PHOTOEYES AND REFLECTORS SHALL BE MADE BY THE ELECTRICAL CONTRACTOR. THEY SHALL BE 1.25 INCHES IN DIAMETER. THESE HOLES SHALL BE 1.5 INCHES ABOVE THE BELT. LOCATION OF PHOTOEYE IS: 1PE — MOUNT 2 INCHES UPSTREAM OF SECURITY DOOR #1. 25. 1 LS AND 2LS LOCATIONS — MOUNT SO THAT LIMIT SWITCHES ARE ACTIVATED WHEN THE SECURITY DOORS ARE FULLY OPEN. 1PE— D( .. f : ._ , ,., .. . . CS1 START DOOR RESET EMERG. STOP ;TOP 455300 INBOUND BAGGAGE CLAIM DEVICE SANFORD, FL. DESCRIPTION OF CONTROLS AND OPERATION 1.4.0 SYSTEM OVERVIEW The inbound, passenger bag claim is a closed loop, flat plate, conveying device. It is designed to carry luggage from the bag -loading area at airside to airline customers in the bag claim lobby. Power for claim system motors is distributed from and controlled by the motor control panel (MCP). Operator controls are found at several control stations (CS) and on the MCP door. An electronic soft -start module is incorporated to control the acceleration and starting torque of the claim device motor. This feature assures shock -free starts. EMERGENCY STOP (E-STOP) push buttons are placed at strategic locations around the flat plate conveyor in the claim area and at the load point control station. Four pilot lights and two operator controlled push buttons are located on the MCP door. The flat plate claim enters and exits the claim lobby through two motor -driven security doors. Door opening and closing is controlled by the MCP. Each security door is equipped with a safety edge switch which raises the door to prevent bag or door damage in the event that a bag interrupts door closure. 1.4.1 OPERATOR CONTROLS The purpose and function of the control devices located in the various control stations are as follows: A. START Push Button - Located at control station CS1 in the flat plate load area. Momentary operation of this push button starts the claim device. B. DOOR OBSTRUCTION RESET Pushbutton - If an obstruction is encountered while the doors are closing, the door will reverse and travel back up to the upper limit. A door obstruction -light will be illuminated at the MCP, and the fault alarm will activate. Once the obstruction has been cleared, depressing this pushbutton will cause the door to close. A C. EMERGENCY STOP (E-STOP) Push Button This is a push-pull, mushroom -head button. E-STOPS are placed at strategic locations around the flat plate claim device. When an E-STOP button is pushed, the light in the button will illuminate. An additional E-STOP is located at the load station, CS1. D. ALARM SILENCE Push Button - Momentary operation of this button silences the Door Obstruction/Over- load/E-STOP alarm bell until the problem has been corrected or reset. This button is located on the door of the MCP. E. MOTOR OVERLOAD Light - When illuminated, this blue light indicates that a I motor has been overloaded causing its starter overload relay to trip. When the light is illuminated, the claim will not run. the light is located on the door of the MCP. F. SYSTEM RUNNING Light - When this green light is __..illuminated, the claim device motor is powered and the claim is running. The light is located on the MCP door. G. DOOR OBSTRUCTION Light - When this white light is illuminated, it indicates that a safety edge switch on the security door has encountered an object as the door closed thus causing the door to reverse direction and move to the fully raised (open) position. The light is located on the MCP door. H. CLAIM AREA E-STOP Light - Actuation of any claim area E-STOP push button will cause the light to illuminate. It is located on the MCP door. I. TEST Push Button — Located on the MCP door. When the test button is. pushed the following will occur. 1. The flashing beacon/horn in the claim area is powered. 2. The fault alarm bell rings. 3. All the pilot lights on the, MCP door are powered for bulb -check purposes. J. HOURMETER - Located on the MCP door. This meter indicates the amount of time the claim device has operated. 2 I i 1.4.2 ALARMS, SENSORS, AND DISCONNECTS A. Alarms 1. Start -Up Alarm - A horn sounds and flashing beacon light is illuminated in the passenger area to alert personnel that the claim device is about to start. 2. Fault Alarm Bell - A bell is energized to alert personnel that a lowering security door has encountered an obstruction, a motor has been overloaded tripping the starter overload relay or that an EMERGENCY STOP button has been depressed. B. Photoelectric (PE) Sensor Auto -Stop (1PE) - This sensor operates instantaneously on sensing passing bags. When no bags break the sensor beam within a preset time, the auto -stop timer will time out stopping the claim device. C. Limit Switch (LS) - 1LS and 2LS electrical contacts transfer to the closed position when security doors #1 and #2 reach the fully -raised (open) position. This enables the start control circuit, powering the claim device motor. D. Motor Control Panel (MCP) Disconnect Switch - The MCP has an external switch handle to disconnect motor and control power from panel components prior to opening the panel doors. WARNING WIRES CONNECTED TO THE INPUT OF THE DISCONNECT SWITCH REMAIN ELECTRICALLY ENERGIZED!! ONLY QUALIFIED ELECTRICIANS SHOULD OPEN PANEL DOORS!! The MCP disconnect switch handle can be locked in the OFF. position when maintenance/repair work is being performed on the claim device. E. Motor Safety Disconnect Switch (DISC) --A lockable DISC is provided for each drive motor. This localized power disconnect should be OFF when work is being done on equipment associated with the motor. Lock the switch OFF for added security. 3 I i a 2.2 DETAILED DESCRIPTION OF OPERATION FOR CLAIM DEVICE A. Pre -Start Conditions 1. The MCP Disconnect Switch must be ON. 2. All motor DISC switches must be ON. (near motors). 3. All E-STOP push-pull switches must be pulled out. (illuminated light off). 4. All motor overloads must be in the reset position. B. Start -Up 1. Depressing the push-start button on control station CS1 will activate start relay 1CR and energize start delay timer 1TD. 2. Start-up warning horn and flashing beacon located in the public area is energized. Motor starters for security door #1 and #2 actuate to power the security doors to the OPEN positions. Limit Switches 1LS and 2LS insure that doors are fully OPEN prior to claim device START. 3. Timer 1TD times out to silence the start-up warning alarm. 4. A normally. open 1TD delayed contact energizes 1M starter coil through the security door OPEN limit switches, starting the claim drive motor. An electronic soft start, 1SS, provides reduced motor torque on start followed by controlled acceleration to operating speed. This protects the drive mechanism and conveyor from unnecessary start-up shock. 2.3 CLAIM UNIT SHUTDOWN A. Automatic Claim Unit Shutdown (Auto -Stop) Auto -stop photoeye 1PE scans the claim unit and senses each bag as it passes. When the photoeye does not sense a bag for a pre-set (adjustable) period of time, the auto -stop timer times out to stop the claim unit and close the security doors. 4 I B. EMERGENCY STOP 1. Depressing an E-STOP push button will immediately stop the claim unit, as well as any motion of the security doors. The E-STOP light in the activated button will illuminate along with an E-STOP light on the MCP door. An alarm bell on the MCP will ring. The alarm bell can be turned Off by pressing the ALARM SILENCE button on the MCP door. 2. After an emergency is cleared,. the claim unit may be I restarted by resetting the EMERGENCY STOP push button and depressing the START button at the airside control station, CS1. C. Motor Overload Shutdown When the claim unit motor becomes overloaded, the associated motor overload relay trips, stopping the motor. A blue light on the MCP door illuminates and an alarm bell rings. The alarm bell can be turned OFF by pressing the ALARM_ SILENCE button on the MCP door. Reset the motor overload relay as follows: 1. Move the main disconnect handle on the MCP door to OFF. WARNING! VOLTAGE POTENTIALS IN THIS MOTOR CONTROL PANEL CAN CAUSE SERIOUS OR FATAL INJURY!! 2. Open the MCP door and identify the motor starter overload relay that has tripped. When tripped, an optical indicator becomes visible in a window on the overload relay. 3. Wait approximately two minutes (cooling time) before pressing the reset button on the overload relay. WARNING! THE CONDITION WHICH CAUSED THE MOTOR TO BE OVERLOADED MUST BE CORRECTED BEFORE RE -STARTING -THE MOTOR!! 5 t 4. Close the MCP door and move the main dis- connect handle to ON. Begin a normal system start by pressing the START button at control station CS1. 2.4 DOOR OBSTRUCTION CONTROL A. Security Door Obstructed by Baggage 1. The door will move down toward its CLOSED position until a safety edge switch, 'mounted on the bottom of the door, detects an obstruction. The door will immediately reverse and go to the raised (OPEN) position. 2. The DOOR OBSTRUCTION light on the MCP door will illuminate to announce the condition and an alarm bell on the MCP will ring. The alarm can be turned OFF by pressing the ALARM SILENCE button on the MCP door. 3. After removing the obstruction from the security door opening, the doors may be closed' by three means: 1. Push the Door Obstruction Reset Pushbutton at the airside control station, CS1. 2. Push the START button at CS1. The claim unit will start (after the normal start delay) and the DOOR OBSTRUCTION light will go out. The claim unit can be allowed to run until it times out (Auto -Stop) and the doors automatically close. 3. Push the START button at CS1. The claim unit will start (after the normal start delay) and the DOOR OBSTRUCTION light will go out. The E-STOP at CS1 can be depressed and immediately pulled out to its normal position. The claim unit will stop and the doors automatically close. 2 480V, 30, 60HZ 3.62 F'LA/l30 AMP SERVICE LI3 1 LI1t LIIZ b b 1 J MAIN DISCONNECT AT MCP MFU 6A 1 FU DISC 1 2 4A 1M 1MOL 1SS 1 ~� 1T1 SOFT IT2 El START 1MT 2 HP �13 4 3.1 AMPS W40 TO LINE 42 35 6 2FU DISC 2 1.5A I Ell 2T1 8 �11N ATDOOR #1 2T3 3FU DISC 3 10 1.5A 3T1 2 j�31"3 DOOR ONTRO AT DOOR 2 12 t 14 Ll L2 16 18 20 22 24 26 28 30 32 34 36 38 L1 L2 4FU 4FU 1/2 AHWH3H2 H42 A IT 5FU 250VA, PR1 480V 2 2A SEC 120V 1 2 1LS 29 2LS 30 1CR 3CR 31 DOOR CLOSE 40 � (70,78) 1TD 33 2CR 1M OL CLAIM DEVICE 42 e 34 MOTOR STARTER NOTC TO DISC. 1 I' 35 (22,30,32) 44 i 36 1CR 37 2CR 38 2TD DOOR OBSTRUCTION TIMER i (48,62) TART RELAY 40 1CR 4.6,40,44,46.68,76) 464�_j ;TART DELAY 6,42) 2TD 41 R DOOR OBSTRUCTION 48 LIGHT AT MCP n TC 43 TST START WARNING 1MOL 42 MOTOR OVERLOAD 3EACON/HORN 50 e LIGHT AT MCP TEST TST 43 \ AT MCP 4CR 52 �_� TST OVERLOAD RELAY (58) E-STOP RELAY I $ TO LINE 6 (2,18,42,44,60,74,82) 54 E-STOP LIGHT AT CS 1 56 E-STOP LIGHT AT CS2 4CR 44 5CR 45 58 ii E-STOP LIGHT 2CR 5CR 46 AT CS3 60 CLAIM AREA ALARM SILENCE E-STOP LIGHT 2TD n (AT MCP) 62 AT MCP NOTC 64 L1 L2 66 1PE 1CR 51 '@— 2 OPEN 68 3CR 52 70 3 CLOSE SECURITY DOOR CONTROL 53 AT DOOR #i 72 @4 CON. 2CR 54 74 1 STOP HOURMETER SYSTEM RUNNING 1CR 61 (AT MCP) 76 ii @ OPEN 3CR 62 78 3 CLOSE SECURITY AUTO 7O STOP TIMER DOOR CONTROL AT DOOR #2 � 63 80 4 CON. 2CR 64 82 @ STOP NOTE: BOTH DOORS - VERIFY WITH DOOR MANUFACTURER'S SCHEMATIC F- - - - - - - - - - - - - - - - - - - - - - - - - - - - I EXTERNAL INTERLOCKS ARE NOT REQUIRED, I JUMPER TERMINALS #9, AND #10. SAFETY EDGE SWITCH WILL CONNECT .� TO TERMINALS #5, AND #6. �-I --------------------------J 2WA OVERLOAD/E—STOP/DOOR OBSTRUCTION ALARM BELL 5CR ALARM SILENCE RELAY (58,60) LIGHT ENERGIZED I OPERATED INSTANTLY IS' START GRN DOOR 0BSIB000 Fm BLK EMERG. STOP RED 27 CS2 27 6�. 9 i/2 2FU z1.5 A 6 1/2 s iFU nic/^ MFU 1 I 8 3/4 1CR 2CR 3CR 4CR 5CR 1TD 2TD CS3 9 5/16 7 1/2 30 — 10 - SECURITY DOOR LIMIT SWITCH WIRE CONNECTIONS ROUTING WIRE WIRE NUMBER FROM MCP TO CONVEYOR SIZE N.O. I N.C. N.O. N.C. 1TB DOOR #1 #14 1,29 —- 1TB DOOR #2 #14 29.30 — 1.40 — SECURITY DOOR POWER WIRING (HIGH VOLTAGE) ROUTING WIRE SIZE WIRE NUMBER FROM MCP TO DOOR CONTROLLER W/DISC 2TB DOOR #1 #12 2T1,2T2,2T3 2TB DOOR #2 #12 3T1,3T2,3T3 SECURITY DOOR CONTROL WIRING ROUTING WIRE SIZE WIRE COLOR WIRE NUMBER FROM MCP TO DOOR CONTROLLER 1TB DOOR #1 #14 BROWN 51,52,53,54 iTB DOOR #2 #14 BROWN 61,62.63.64 MOTOR WIRING (HIGH VOLTAGE) ROUTING CONV HORSE POWER WIRE COLOR WIRE SIZE WIRE NUMBER FROM MCP TO MTR W/DISC 2TB 1MTR CLAIM 2 HP BLACK #12 1T1,1T2,1T3 ELECTRICAL INTERLOCK AT MOTOR DISCONNECT ROUTING CONV WIRE COLOR WIRE SIZE WIRE NUMBER FROM MCP TO MTR W/DISC CLAIM 1TB 1MTR RED #14 34.35 DEVICE PHOTOCELL WIRE CONNECTIONS ROUTING WIRE PE TERMINAL SETTINGS FROM MCP TO SIZE L1 FL27 C I NO I NC INST. LE DE FROM MCP LLPE #14 1 1 2 1 1 1 25 — X X — POWER SOURCE TO MCP 48OV, 30, 60Hz, 30A SERVICE CS1 CS2 C53 - - - - - - - - - - - F--------i r - - - - - - - - - WIRE WI RE START I I E-STOP FROM SOURCE n 1 3 I I I 1 10 1 1 1 I T I 1 1 1 �-f-� 12 I SIZE COLOR I I 1 14I 1 —� - 151 #10 BROWN PHASE A I I 12 \ # 10 ORANGE PHASE B I DOOR O8STRUCTwa RESET I 2---- R 1I R I I L---/ \ L---/ \ J #10 YELLOW PHASE C 1 52 — I — 53 1 --J - - #12 GREEN SAFETY GROUND j 62 --- 63 j START-UP I i HORN/BEACON I I r-------1 I E-STOP I 1 I NOTE 1 10 1 I 1WA I I 1 13 1 �— 1. THE CODE FOR FIELD POWER AND CONTROL 1 I g - 2 1 WIRING FROM THE LOAD SIDE OF THE FUSES 1 2 �R� I I 1 IN THE MOTOR CONTROL PANEL TO ALL OTHER I 1 DEVICES WILL BE AS FOLLOWS: L-------J ------------J POWER BLACK A.C. CONTROL RED D.C. CONTROL BLUE NEUTRAL WHITE MECH. GROUND GREEN DOOR CONTROL BROWN .i 09� CONVEYOR COA/PANY, AVC. ixn �us.oa �ousar we r�vwcz n am e w -7 11/2Vf5 CLAIM DEVICE #2 / SANFORD PARTS LISTD 455300 150253 a t a 5 PARTS FOR MOTOR CONTROL PANEL MCP DESIGNATION DESCRIPTION MFG MFG PART OTY MCP CABINET 30" X 30" X 8" HOFFMAN A-303008-LP 1 MCP BACK PANEL HOFFMAN A-30P30 1 DISC DISCONNECT SWITCH, 30A ALLEN-BRADLEY A-8 1494R-N30 1 1T CONTROL TRANSFORMER, 150VA ACME TA-2-81212 1 MFU,IFU FUSEHOLDER LITTLEFUSE 1R60030-3C 2 2FU,3FU FUSEHOLDER LITTLEFUSE L60030M -3C 2 4FU FUSEHOLDER LITTLEFUSE L60030M -2C 1 SFU FUSEHOLDER LITTLEFUSE L60030M -1C 2 1M MOTOR STARTER, SIZE 0 A-B 509-AOD 1 4,5CR CONTROL RELAY A-B 700-P200A1 2 3CR CONTROL RELAY A-8 700-P600A7 1 1,2CR CONTROL RELAY A-B 700-P800A1 2 1 T CONTROL RELAY W PNEUMATIC TIMER A- 7 -P TA1 tAT RESET TIMER EAGLE SIGNAL BR19A6 1 2Wq ALARM BELL, 120V AC EDWARDS 340-4N5 1 LEGEND PLATE, CLAIM E-STOP A-8 8OOT-X559 1 LEGEND PLATE, MOTOR OVERLOAD A-B 8OOT-X559 1 LEGEND PLATE, ALARM SILENCE A-B 80OT-X559 1 LEGEND PLATE, LAMP/ALARM TEST A-B 8OOT-X559 1 LEGEND PLATE, SYSTEM RUNNING A-B 80OT-X559 1 LEGEND PLATE, DOOR OBSTRUCTION A-B 800T-X559 1 ELECTRONIC SOFTSTART MOTORTRONICS HV1-43—P 1 AUXILIARY OVERLOAD CONTACT (1 N.O.) A-8 595-A02 1 PUSHBUTTON SWITCH, BLK, 1 N.O. CONTACT A-B 8OOT-A2D1 1 PUSHBUTTON SWITCH, BLK, 2 N.O. CONTACT 80OT-A2A2 CONTACT BLOCK FOR ABOVE 1N.0. A-B 8OOT-XD1 1 MFU FUSE 600V 6A LITTLEFUSE FLSR-6 3 1FU FUSE, 600V, 4A LITTLEFUSE FLSR-4 3 23FU FUSE 600V 1 1 2A LITTLEFUSE CCMR-1 1/2 4FU FUSE SOON 1 2A LITTLEFUSE fL0-1 2 2 FUSE, 250V, 2A FLM-2 i PILOT LIGHT, 120 AC, RED A-B 8OOT-PDT16R 1 PILOT LIGHT, 120 AC, BLUE A- 80OT-PDT16B 1 PILOT LIGHT, 120 AC, GREEN A- 8OOT-PDT16G 1 PILOT LIGHT, 120 AC, WHITE A-B 80OT-PDT16W i .HEATER ELEMENT A-B W40 3 TERMINAL BLOCK, 600V A-B 1492-CAI 12 END SECTION, 600V A-B 1492-N36 ENO ANCHOR q_g 1492-N23 4 TERMINAL BLOCK, 300V A_B 1492-F1 40 END SECTION, 300V q_g 1492-N18 1 TERMINAL MOUNTING CHANNEL q_ 1492-N22 1 RELAY MOUNTING CHANNEL q_ 700-MPS 1 PLUG-IN JUMPER A-B 1492-N13 4 1" WIREWAY PANDUIT E1x3 WH6 3 WIREWAY COVER PANDUIT Cl WH6 3 HOURMETER ENGLER 710-0001 1 PARTS LIST, REMOTE ITEMS DESIGNATION DESCRIPTION MFG MFG PART # OTY 1 PE PHOTOHEAD, REFLEX PHOTOSWITCH 42LRC-5000 1 1 PE POWER BASE, 120VAC PHOTOSWITCH 42LT8-5000 1 1 PE REFLECTOR, 3 INCH PHOTOSWITCH 92-39 1 1 PE UNIVERSAL MTG ASSY, 5000 PHOTOSWITCH 60-1785 2 2,3 DISC DISCONNECT SWITCH, 3 PHASE SQUARE D 2510-KG2 2 1WA FLASHING BEACON HORN, RED EDWARDS 51R-N5 1 1,2LS LIMIT SWITCH, 2 N.O. - 2 N.C. AILEN-BRADLEY 802T-ATP 2 1,2LS LIMIT SWITCH, ARM ALLEN-BRADLEY 802T-W3B 2 1 DISC DISCONNECT SWITCH, 3 PHASE SQUARE D HU361 1 ELECTRIC INTERLOCK (FOR DISCSQUARE D ONNECT) EK300-1 1 PARTS FOR CONTROL STATIONS DESIGNATION DESCRIPTION MFG MFG PART OTY CS1 PUSHBUTTON ENCLOSURE HOFFMAN E-D3P6 1 CS2.C53 COVER PLATE, PUSHBUTTON ENCLOSURE G T 130724 2 CS2,CS3 PUSHBUTTON ENCLOSURE G T 130725 2 CS1 PUSHBUTTON SWITCH, GREEN 1 N.O. A-B 8OOT-A1D1 1 CS1 PUSHBUTTON SWITCH, BLACK 2 N.O. A-B 8OOT-A2D2 1 CS1,2,3 SWITCH, 2 POS, ILLUMINATED RED A-B 8OOT-FXP16RA1 4 CS1,2,3 LEGEND PLATE, EMERG. STOP A-B 80OT-X621 4 CS1 LEGEND PLATE, START A-B 800T-X559 1 CS1 LEGEND PLATE, DOOR OBSTRUCTION RESET A-B 800T-X559 1 & & f�f i PARTS LIST, REMOTE ITEMS DESIGNATION DESCRIPTION MFG MFG PART # OTY 1 PE PHOTOHEAD, REFLEX PHOTOSWITCH 42LRC-5000 1 1 PE POWER BASE, 120VAC PHOTOSWITCH 42LT8-5000 1 1 PE REFLECTOR, 3 INCH PHOTOSWITCH 92-39 1 1 PE UNIVERSAL MTG ASSY, 5000 PHOTOSWITCH 60-1785 2 2,3 DISC DISCONNECT SWITCH, 3 PHASE SQUARE D 2510-KG2 2 1WA FLASHING BEACON HORN, RED EDWARDS 51R-N5 1 1,2LS LIMIT SWITCH, 2 N.O. - 2 N.C. AILEN-BRADLEY 802T-ATP 2 1,2LS LIMIT SWITCH, ARM ALLEN-BRADLEY 802T-W3B 2 1 DISC DISCONNECT SWITCH, 3 PHASE SQUARE D HU361 1 ELECTRIC INTERLOCK (FOR DISCSQUARE D ONNECT) EK300-1 1 PARTS FOR CONTROL STATIONS DESIGNATION DESCRIPTION MFG MFG PART OTY CS1 PUSHBUTTON ENCLOSURE HOFFMAN E-D3P6 1 CS2.C53 COVER PLATE, PUSHBUTTON ENCLOSURE G T 130724 2 CS2,CS3 PUSHBUTTON ENCLOSURE G T 130725 2 CS1 PUSHBUTTON SWITCH, GREEN 1 N.O. A-B 8OOT-A1D1 1 CS1 PUSHBUTTON SWITCH, BLACK 2 N.O. A-B 8OOT-A2D2 1 CS1,2,3 SWITCH, 2 POS, ILLUMINATED RED A-B 8OOT-FXP16RA1 4 CS1,2,3 LEGEND PLATE, EMERG. STOP A-B 80OT-X621 4 CS1 LEGEND PLATE, START A-B 800T-X559 1 CS1 LEGEND PLATE, DOOR OBSTRUCTION RESET A-B 800T-X559 1 & & f�f i PARTS FOR CONTROL STATIONS DESIGNATION DESCRIPTION MFG MFG PART OTY CS1 PUSHBUTTON ENCLOSURE HOFFMAN E-D3P6 1 CS2.C53 COVER PLATE, PUSHBUTTON ENCLOSURE G T 130724 2 CS2,CS3 PUSHBUTTON ENCLOSURE G T 130725 2 CS1 PUSHBUTTON SWITCH, GREEN 1 N.O. A-B 8OOT-A1D1 1 CS1 PUSHBUTTON SWITCH, BLACK 2 N.O. A-B 8OOT-A2D2 1 CS1,2,3 SWITCH, 2 POS, ILLUMINATED RED A-B 8OOT-FXP16RA1 4 CS1,2,3 LEGEND PLATE, EMERG. STOP A-B 80OT-X621 4 CS1 LEGEND PLATE, START A-B 800T-X559 1 CS1 LEGEND PLATE, DOOR OBSTRUCTION RESET A-B 800T-X559 1 & & f�f i f�f i .4- INSTALLATION NOTES. 1. THE ELECTRICAL INSTALLATION SHALL MEET ALL FEDERAL, STATE, AND LOCAL CODES, AIRPORT SPECIFICATIONS, AND THE 1993 EDITION OF THE NATIONAL ELECTRICAL CODE. 2. SYSTEM VOLTAGE IS 480V, 30, 60 Hz. CONTROL VOLTAGE IS 120V, 10. 60 Hz, AND IS GROUNDED. 3. MOTOR WIRES SHALL BE A MINIMUM SIZE OF #12 AWG AND CONTROL WIRES SHALL BE # 14 AWG MINIMUM. 4. USE "THHN" TYPE, 600 VOLT, STRANDED COPPER WIRE. 5. WIRE COLOR CODE SHALL BE AS FOLLOWS: INCOMING 480V SOURCE POWER: PHASE 'A' - BROWN PHASE 'B' - ORANGE PHASE 'C' - YELLOW MECHANICAL GROUND - GREEN POWER TO MOTORS - BLACK CONTROL WIRES: NEUTRAL - WHITE DC SUCH AS CLUTCH/BRAKE) - BLUE DOOR CONTROL - BROWN ALL OTHER - RED MOTOR POWER WIRING AND CONTROL WIRING MUST BE RUN IN SEPARATE CONDUITS. •. ALL CONDUIT TO BE MINIMUM 3/4" DIA. •• ALL SEALTIGHT TO BE MINIMUM 1/2" DIA. 6. ALL MOTOR WIRES SHALL BE LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THREE PHASE MOTOR WIRES CAN BE NUMBERED WITH THE MOTOR NUMBER WITHOUT REFERENCE TO PHASE. 7. ALL CONTROL WIRES ARE TO LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THE ONLY EXCEPTION IS THE NEUTRAL WIRE PROVIDED IT IS THE ONLY NEUTRAL WIRE IN THE SYSTEM. 8. MOTORS ARE THE ONLY. ELECTRICAL ITEM NOT MOUNTED BY THE ELECTRICAL CONTRACTOR. ALL OTHER ELECTRICAL ITEMS SHALL BE MOUNTED BY THE ELECTRICAL CONTRACTOR. THIS INCLUDES SUCH ITEMS AS: MAIN CONTROL PANEL, CONTROL STATIONS, PHOTOEYES, AND LIMIT SWITCHES. MOUNTING BRACKETS MAY BE REQUIRED AND MUST BE PROVIDED BY THE ELECTRICAL CONTRACTOR. 9. CONDUIT SHALL NOT INTERFERE WITH MAINTENANCE ACCESS TO CONVEYOR COMPONENTS SUCH AS: PULLEYS, BEARINGS, GEARBOXES, AND CHAIN GUARDS. 10. SEALTIGHT CONDUIT SHALL BE USED AT ALL TIMES THAT MAY REQUIRE PHYSICAL ADJUSTMENT OR ARE SUBJECT TO VIBRATION SUCH AS AT: LIMIT SWITCHES, PHOTOEYES, AND MOTORS. 11. MOTOR DISCONNECTS SHALL BE MOUNTED ADJACENT TO THE MOTOR AND NO MORE THAN 3 FEET FROM THE MOTOR. 12. NO SHARP EDGES SHALL BE EXPOSED TO OPERATING PERSONNEL OR BAGGAGE. WATCH OUT FOR CONDUIT STRAPS AND SCREWS. 13. GENERAL ITEM LOCATIONS ARE INDICATED ON THE DEVICE LOCATION DIAGRAM. ALL ITEM LOCATIONS MUST BE VERIFIED WITH OR CO-ORDINATED WITH THE ERECTOR TO AVOID MOUNTING CONFLICTS. 14. MAIN CONTROL PANEL LOCATION SHOULD BE VERIFIED ON THE JOB SITE THAT WILL BE EASY FOR SERVICE AND WILL NOT INTERFERE WITH EXISTING OR FUTURE OPERATIONS. 15. OPERATOR CONTROLS AND ADVISORY DEVICE LOCATIONS SHOULD BE VERIFIED WITH THE OWNER'S REPRESENTATIVE BEFORE FINAL MOUNTING. 16. STEEL COMPRESSION TYPE CONNECTORS AND COUPLINGS SHALL BE USED WITH 'EMT' CONDUIT. 17. EMT CONDUIT MAY BE USED EXCEPT IN AREAS SUBJECT TO DAMAGE OR WHERE STATE, OR LOCAL CODE OR AIRPORT SPECIFICATIONS REQUIRES RIGID. 18. TO KEEP THE NUMBER OF SNAG POINTS TO A MINIMUM, NO SCREWS ARE TO BE PLACED THROUGH THE SIDEGUARD FOR MOUNTING CONTROL DEVICES. PHOTOEYES SHALL BE PHYSICALLY MOUNTED USING UNISTRUT WELDED TO THE SIDEGUARD. 19. ALL CONTROL DEVICES SHALL BE MOUNTED ON THE CATWALK SIDE OF THE CONVEYOR FOR ACCESSIBILITY WHEN CATWALKS ARE USED. FOR EXAMPLE, INSTALL PHOTOEYE ON CATWALK SIDE OF CONVEYOR AND THE REFLECTOR ON THE NON -CATWALK SIDE. CONTROL DEVICES SHOULD ALWAYS BE INSTALLED ON THE MOST ACCESSIBLE SIDE OF THE CONVEYOR. 20. RUN CONDUIT ON THE UPPER HALF OF CONVEYOR SIDEGUARD WHEREVER POSSIBLE. 21. LIQUID TIGHT CONDUIT SHALL NOT EXCEED THREE (3) FEET. 22. PHOTOEYES SHALL BE CONNECTED WITH LIQUID TIGHT CONDUIT OF ENOUGH LENGTH FOR 2 TO 4 INCHES OF ADJUSTMENT. 23. POWER FEEDER WILL RUN WITHIN 20 FEET OF MAIN CONTROL PANEL BY OTHERS. - CONTINUATION AND TERMINATION OF THIS POWER FEEDER SHALL BE REQUIRED. 24. HOLES IN THE SIDEGUARD FOR PHOTOEYES AND REFLECTORS SHALL BE MADE BY THE ELECTRICAL CONTRACTOR. THEY SHALL BE 1.25 INCHES IN DIAMETER. THESE HOLES SHALL BE 1.5 INCHES ABOVE THE BELT. LOCATION OF PHOTOEYE IS: 1PE - MOUNT 2 INCHES UPSTREAM OF SECURITY DOOR #1. 25. 1 LS AND 2LS LOCATIONS - MOUNT SO THAT LIMIT SWITCHES ARE ACTIVATED WHEN THE SECURITY DOORS ARE FULLY OPEN. 1PE- D( C51 START DOOR RESET EMERG. STOP ;TOP L _ 1.4.0 1.4.1 "04I4-y-1� 455300 BAGGAGE CLAIM DEVICE SANFORD, FL. DESCRIPTION OF CONTROLS AND OPERATION SYSTEM OVERVIEW The inbound, passenger bag claim is a closed loop, flat plate, conveying device. It is designed to carry luggage from the bag -loading area at airside to airline customers in the bag claim lobby. Power for claim system motors is distributed from and controlled by the motor control panel (MCP). Operator controls are found at several control stations (CS) and on the MCP door. An electronic soft -start module is incorporated to control the acceleration and starting torque of the claim device motor. This feature assures shock -free starts. EMERGENCY STOP (E-STOP) push buttons are placed at strategic locations around the flat plate conveyor in the claim area and at the load point control station. Four pilot lights and two operator controlled push buttons are located on the MCP door. The flat plate claim enters and exits the claim lobby through two motor -driven security doors. Door opening and closing is controlled by the MCP. Each security door is equipped with a safety edge switch which raises the door to prevent bag or door damage in the event that a bag interrupts door closure. OPERATOR CONTROLS The purpose and function of the control devices located in the various control stations are as follows: A. START Push Button - Located at control station CS1 in the flat plate load area. Momentary operation of this push button starts the claim device. B. DOOR OBSTRUCTION RESET Pushbutton - If an obstruction is encountered while the doors are closing, the door will reverse and travel back up to the upper limit. A door obstruction light will be illuminated at the MCP, and the fault alarm will activate. Once the obstruction has been cleared, depressing this pushbutton will cause the door to close. 1 C. EMERGENCY STOP (E-STOP) Push Button - This is a push-pull, mushroom -head button. E-STOPs are placed at strategic locations around the flat plate claim device. When an E-STOP button is pushed, the light in the button will illuminate. An additional E-STOP is located at the load station, CS1. D. ALARM SILENCE Push Button - Momentary operation of this button silences the Door Obstruction/Over- load/E-STOP alarm bell until the problem has been corrected or reset. This button is located on the door of the MCP. E. MOTOR OVERLOAD Light - When illuminated, this blue light indicates that a motor has been overloaded causing its starter overload relay to trip. When the light is illuminated, the claim will not run. the light is located on the door of the MCP. F. SYSTEM RUNNING Light - When this green light is illuminated, the claim device motor is powered and the claim is running. The light is located on the MCP door. G. DOOR OBSTRUCTION Light - When this white light is illuminated, it indicates that a safety edge switch on the security door has encountered an object as the door closed thus causing the door to reverse direction and move to the fully raised (open) position. The light is located on the MCP door. H. EIF, J. CLAIM AREA E-STOP Light - Actuation of any claim area E-STOP push button will cause the light to illuminate. It is located on the MCP door. TEST Push Button Located on the MCP door. When the test button is pushed the following will occur. 1. The flashing beacon/horn in the claim area is powered. 2. The fault alarm bell rings. 3. All the pilot lights on the MCP door are powered for bulb -check purposes. HOURMETER - Located on the MCP door. This meter indicates the amount of time the claim device has operated. E 1.4.2 ALARMS, SENSORS, AND DISCONNECTS A. Alarms 1. Start -Up Alarm - A horn sounds and flashing beacon light is illuminated in the passenger area to alert personnel that the claim device is about to start. 2. Fault Alarm Bell - A bell is energized to alert personnel that a lowering security door has encountered an obstruction, a motor has been overloaded tripping the starter overload relay or that an EMERGENCY STOP button has been depressed. B. Photoelectric (PE) Sensor Auto -Stop (1PE) - This sensor operates instantaneously on sensing passing bags. When no bags break the sensor beam within a preset time, the auto -stop timer will time out stopping the claim device. C. Limit Switch (LS) - 1LS and 2LS electrical contacts transfer to the closed position when security doors #1 and #2 reach the fully -raised (open) position. This enables the start control circuit, powering the claim device motor. D. Motor Control Panel (MCP) Disconnect Switch - The MCP has an external switch handle to disconnect motor and control power from panel components prior to opening the panel doors. WARNING WIRES CONNECTED TO THE INPUT OF THE DISCONNECT SWITCH REMAIN ELECTRICALLY ENERGIZED!! ONLY QUALIFIED ELECTRICIANS SHOULD OPEN PANEL DOORS!! The MCP disconnect switch handle can be locked in the OFF position when maintenance/repair work is being performed on the claim device. E. Motor Safety Disconnect Switch (DISC) - A lockable DISC is provided for each drive motor. This localized power disconnect should be OFF when work is being done on equipment associated with the motor. Lock the switch OFF for added security. 3 4 2.2 2.3 DETAILED DESCRIPTION OF OPERATION FOR CLAIM DEVICE A. Pre -Start Conditions 1. The MCP Disconnect Switch must be ON. 2. All motor DISC switches must be ON. (near motors). 3. All E-STOP push-pull switches must be pulled out. (illuminated light off). 4. All motor overloads must be in the reset position. B. Start -Up 1. Depressing the push-start button on control station CS1 will activate start relay 1CR and energize start delay timer 1TD. 2. Start-up warning horn and flashing beacon located in the public area is energized. Motor starters for security door #1 and #2 actuate to power the security doors to the OPEN positions. Limit Switches 1LS and 2LS insure that doors are fully OPEN prior to claim device START. 3. Timer 1TD times out to silence the start-up warning alarm. 4. A normally open 1TD delayed contact energizes 1M starter coil through the security door OPEN limit switches, starting the claim drive motor. An electronic soft start, 1SS, provides reduced motor torque on start followed by controlled acceleration to operating speed. This protects the drive mechanism and conveyor from unnecessary start-up shock. CLAIM UNIT SHUTDOWN A. Automatic Claim Unit Shutdown (Auto -Stop) Auto -stop photoeye 1PE scans the claim unit and senses each bag as it passes. When the photoeye does not sense a bag for a pre-set (adjustable) period of time, the auto -stop timer times out to stop the claim unit and close the security doors. 4 B. EMERGENCY STOP 1. Depressing an E-STOP push button will immediately stop the claim unit, as well as any motion of the security doors. The E-STOP light in the activated button will illuminate along with an E-STOP light on the MCP door. An alarm bell on the MCP will ring. The alarm bell can be turned Off by pressing the ALARM SILENCE button on the MCP door. 2. After an emergency is cleared, the claim unit may be restarted by resetting the EMERGENCY STOP push button and depressing the START button at the airside control station, CS1. C. Motor Overload Shutdown When the claim unit motor becomes overloaded, the associated motor overload relay trips, stopping the motor. A blue light on the MCP door illuminates and an alarm bell rings. The alarm bell can be turned OFF by pressing the ALARM SILENCE button on the MCP door. Reset the motor overload relay as follows: 1. Move the main disconnect handle on the MCP door to OFF. WARNING! VOLTAGE POTENTIALS IN THIS MOTOR CONTROL PANEL CAN CAUSE SERIOUS OR FATAL INJURY!! 2. Open the MCP door and identify the motor starter overload relay that has tripped. When tripped, an optical indicator becomes visible in a window on the overload relay. 3. Wait approximately two minutes (cooling time) before pressing the reset button on the overload relay. WARNING! THE CONDITION WHICH CAUSED THE MOTOR TO BE OVERLOADED MUST BE CORRECTED_ BEFORE RE -STARTING THE MOTOR!! 5 2.4 4. Close the MCP door and move the main dis- connect handle to.ON. Begin a normal system start by pressing the START button at control station CS1. DOOR OBSTRUCTION CONTROL A. Security Door Obstructed by Baggage 1. The door will move down toward its CLOSED position until a safety edge switch, mounted on the bottom of the door, detects an obstruction. The door will immediately reverse and go to the raised (OPEN) position. 2. The DOOR OBSTRUCTION light on the MCP door will illuminate to announce the condition and an alarm bell on the MCP will ring. The alarm can be turned OFF by pressing the ALARM SILENCE button on the MCP door. 3. After removing the obstruction from the security door opening, the doors may be closed by three means: 1. Push the Door Obstruction Reset Pushbutton at the airside control station, CS1. 2. Push the START button -at CS1. The claim unit will start (after the normal start delay) and the DOOR OBSTRUCTION light will go out. The claim unit can be allowed to run until it times out (Auto -Stop) and the doors automatically close. 3. Push the START button at CS1. The claim unit will start (after the normal start delay) and the DOOR OBSTRUCTION light will go out. The E-STOP at CS1 can be depressed and immediately pulled out to its normal position. The claim unit will stop and the doors automatically close. L INSTALLATION NOTES. 1. THE ELECTRICAL INSTALLATION SHALL MEET ALL FEDERAL, STATE, AND LOCAL CODES, AIRPORT SPECIFICATIONS, AND THE 1993 EDITION OF THE NATIONAL ELECTRICAL CODE. 2. SYSTEM VOLTAGE IS 48OV, 30. 60 Hz. CONTROL VOLTAGE IS 120V, 10. 60 Hz, AND IS GROUNDED. 3. MOTOR WIRES SHALL BE A MINIMUM SIZE OF #12 AWG AND CONTROL WIRES SHALL BE #14 AWG MINIMUM. 4. USE 'THHN' TYPE, 600 VOLT, STRANDED COPPER WIRE. 5. WIRE COLOR CODE SHALL BE AS FOLLOWS: INCOMING 480V SOURCE POWER: PHASE 'A' - BROWN PHASE 'B' - ORANGE PHASE 'C' - YELLOW MECHANICAL GROUND - GREEN POWER TO MOTORS - BLACK CONTROL WIRES: NEUTRAL - WHITE DC SUCH AS CLUTCH/BRAKE) - BLUE DOOR CONTROL - BROWN ALL OTHER - RED MOTOR POWER WIRING AND CONTROL WIRING MUST BE RUN IN SEPARATE CONDUITS. •• ALL CONDUIT TO BE MINIMUM 3/4" DIA. •• ALL SEALTIGHT TO BE MINIMUM 1/2' DIA. 6. ALL MOTOR WIRES SHALL BE LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THREE PHASE MOTOR WIRES CAN BE NUMBERED WITH THE MOTOR NUMBER WITHOUT REFERENCE TO PHASE. 7. ALL CONTROL WIRES ARE TO LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THE ONLY EXCEPTION IS THE NEUTRAL WIRE PROVIDED 1T IS THE ONLY NEUTRAL WIRE IN THE SYSTEM. 8. MOTORS ARE THE ONLY ELECTRICAL REM NOT MOUNTED BY THE ELECTRICAL CONTRACTOR. ALL OTHER ELECTRICAL ITEMS SHALL BE MOUNTED BY THE ELECTRICAL CONTRACTOR. THIS INCLUDES SUCH ITEMS AS: MAIN CONTROL PANEL, CONTROL STATIONS, PHOTOEYES, AND LIMIT SWITCHES. MOUNTING BRACKETS MAY BE REQUIRED AND MUST BE PROVIDED BY THE ELECTRICAL CONTRACTOR. 9. CONDUIT SHALL NOT INTERFERE WITH MAINTENANCE ACCESS TO CONVEYOR COMPONENTS SUCH AS: PULLEYS, BEARINGS, GEARBOXES, AND CHAIN GUARDS. 10. SEALTIGHT CONDUIT SHALL BE USED AT ALL TIMES THAT MAY REQUIRE PHYSICAL ADJUSTMENT OR ARE SUBJECT TO VIBRATION SUCH AS AT: LIMIT SWITCHES, PHOTOEYES, AND MOTORS. 11. MOTOR DISCONNECTS SHALL BE MOUNTED ADJACENT TO THE MOTOR AND NO MORE THAN 3 FEET FROM THE MOTOR. 12. NO SHARP EDGES SHALL BE EXPOSED TO OPERATING PERSONNEL OR BAGGAGE. WATCH OUT FOR CONDUIT STRAPS AND SCREWS. 13. GENERAL ITEM LOCATIONS ARE INDICATED ON THE DEVICE LOCATION DIAGRAM. ALL ITEM LOCATIONS MUST BE VERIFIED WITH OR CO-ORDINATED WITH THE ERECTOR TO AVOID MOUNTING CONFLICTS. 14. MAIN CONTROL PANEL LOCATION SHOULD BE VERIFIED ON THE JOB SITE THAT WILL BE EASY FOR SERVICE AND WILL NOT INTERFERE WITH EXISTING OR FUTURE OPERATIONS. 15. OPERATOR CONTROLS AND ADVISORY DEVICE LOCATIONS SHOULD BE VERIFIED WITH THE OWNER'S REPRESENTATIVE BEFORE FINAL MOUNTING. 16. STEEL COMPRESSION TYPE CONNECTORS AND COUPLINGS SHALL BE USED WITH 'EMT" CONDUIT. 17. EMT CONDUIT MAY .BE USED EXCEPT IN AREAS SUBJECT TO DAMAGE OR WHERE STATE, OR LOCAL CODE OR AIRPORT SPECIFICATIONS REQUIRES RIGID. 18. TO KEEP THE NUMBER OF SNAG POINTS TO A MINIMUM, NO SCREWS ARE TO BE PLACED THROUGH THE SIDEGUARD FOR MOUNTING CONTROL DEVICES. PHOTOEYES SHALL BE PHYSICALLY MOUNTED USING UNISTRUT WELDED TO THE SIDEGUARD. 19. ALL CONTROL DEVICES SHALL BE MOUNTED ON THE CATWALK SIDE OF THE CONVEYOR FOR ACCESSIBILITY WHEN CATWALKS ARE USED. FOR EXAMPLE, INSTALL PHOTOEYE ON CATWALK SIDE OF CONVEYOR AND THE REFLECTOR ON THE NON -CATWALK SIDE. CONTROL DEVICES SHOULD ALWAYS BE INSTALLED ON THE MOST ACCESSIBLE SIDE OF THE CONVEYOR. 20. RUN CONDUIT ON THE UPPER HALF OF CONVEYOR SIDEGUARD WHEREVER POSSIBLE. 21. LIQUID TIGHT CONDUIT SHALL NOT EXCEED THREE (3) FEET 22. PHOTOEYES SHALL BE CONNECTED WITH LIQUID TIGHT CONDUIT OF ENOUGH LENGTH FOR 2 TO 4 INCHES OF ADJUSTMENT. 23. POWER FEEDER WILL RUN WITHIN 20 FEET OF MAIN CONTROL PANEL BY OTHERS. - CONTINUATION AND TERMINATION OF THIS POWER FEEDER SHALL BE REQUIRED. START DOOR RESET EMERG. STOP CS1 MCP (307H x 30'W x 10"D) 48OV, 30. 60HZ. 30 AMP SERVICE 1PE- AUTOSTOP DOOR #1 1LS - CS2 -J EMERG. STOP 1WA BEACON/HORN 'i, DOOR #2 -�- 2LS CD-3 24. HOLES IN THE SIDEGUARD FOR PHOTOEYES AND REFLECTORS SHALL BE MADE BY THE ELECTRICAL CONTRACTOR. THEY SHALL BE 1.25 INCHES IN DIAMETER. THESE HOLES SHALL BE 1.5 INCHES ABOVE THE BELT. LOCATION OF PHOTOEYE IS: 1PE - MOUNT 2 INCHES UPSTREAM OF SECURITY DOOR #1. 25. lLS AND 21-S LOCATIONS - MOUNT SO THAT LIMIT SWITCHES ARE ACTIVATED WHEN THE SECURITY DOORS ARE FULLY OPEN. Ems EMERG. STOP CS3 n ® CONVEYOR COMPANK /NC. inn aw.eeoa .ears�e.. a. urns n am e o n re n w CLAIM DEVICE 3 SANFORD FIELD WIRING i4n754 PARTS FOR MOTOR CONTROL PANEL MCP DESIGNATION DESCRIPTION MFG MFG PART # OTf MCP CABINET 30" X 30" X 8" HOFFMAN A-303008-LP I MCP BACK PANEL HOFFMAN A-30P30 I DISC DISCONNECT SWITCH 30A ALLEN-BRADLEY A-B 1494R-N30 1 1T CONTROL TRANSFORMER, 150VA ACME TA-2-81212 1 MFU.IFU FUSEHOLDER LITTLEFUSE LR60030-3C 2 2FU,3FU FUSEHOLDER LITTLEFUSE L60030M-3C 2 4FU FUSEHOLDER LITTLEFUSE L6003OM-2C 1 5FU FUSEHOLDER LITTLEFUSE L6003OM-1C 2 1M MOTOR STARTER. SIZE 0 A-B 509-AOD I 4.5CR CONTROL RELAY A-B 700-P200A1 2 3CR CONTROL RELAY A-8 700-P600A1 1 1,2CR CONTROL RELAY A-B 700-P800A1 2 CONTROL RELAY W PNEUMATIC TIMER A-B 7 A 1AT RESET TIMER EAGLE SIGNAL BR19A6 1 2WA ALARM BELL, 120V AC EDWARDS 340-4N5 1 LEGEND PLATE, CLAIM E-STOP A-B 80OT-X559 1 LEGEND PLATE, MOTOR OVERLOAD A-B 80OT-X559 I LEGEND PLATE, ALARM SILENCE A-B BOOT-X559 I LEGEND PLATE, LAMP/ALARM TEST A-B 80OT-X559 I LEGEND PLATE, SYSTEM RUNNING A-B BOOT-X559 1 LEGEND PLATE, DOOR OBSTRUCTION A-B 80OT-X559 1 Iss ELECTRONIC SOFTSTART MOTORTRONICS HV1-43-P 1 AUXILIARY OVERLOAD CONTACT (1 N.O.) A-B 595-AO2 1 PUSHBUTTON SWITCH, BLK, I N.O. CONTACT A-B SOOT-A2D1 1 PUSHBUTTON SWITCH, BLK, 2 N.O. CONTACT 80OT-A2A2 CONTACT BLOCK FOR ABOVE 1N.0. A-B 800T-XD1 1 MFU FUSE 600V 6A LITTLEFUSE FLSR-6 3 1FU FUSE, 60OV, 4A LITTLEFUSE FLSR-4 3 2 3FU FUSE 600V 1 1 2A LITTLEFUSE CCMR-1 1/2 4FU FUSE 500V 1 2A LITTLEFUSE FLO-1 2 2 FUSE. 250V, 2A I ITTI EFUSF FLM-2 1 PILOT LIGHT, 120 AC, RED A-B 80OT-PDT16R 1 PILOT LIGHT, 120 AC, BLUE A-B BOOT-PDT16B 1 PILOT LIGHT, 120 AC, GREEN A-8 BOOT-PDT16G I PILOT LIGHT, 120 AC, WHITE A-B 80OT-PDT16W 1 HEATER ELEMENT A-B W40 3 TERMINAL BLOCK, 600V A-B 1492-CAI 12 END SECTION, 600V A-B 1492-N36 END ANCHOR A-B 1492-N23 4 TERMINAL BLOCK, 300V A-B 1492-F1 40 END SECTION, 300V A-B 1492-NlB I TERMINAL MOUNTING CHANNEL 1492-N22 1 RELAY MOUNTING CHANNEL 700-MP8 1 PLUG-IN JUMPER A-B 1492-N13 4 1' WIREWAY PANDUIT E1x3 WH6 3 WIREWAY COVER PANDUIT Cl WH6 3 HOURMETER ENGLER 710-0001 1 nm PARTS LIST, REMOTE ITEMS DESIGNATION DESCRIPTION MFG MFG PART # OTY 1 PE PHOTOHEAD. REFLEX PHOTOSWITCH 42LRC-5000 1 1 PE POWER BASE, 120VAC PHOTOSWITCH 42LTB-5000 1 1 PE REFLECTOR, 3 INCH PHOTOSWITCH 92-39 1 1 PE UNIVERSAL MTG ASSY, 5000 PHOTOSWITCH 60-1785 2 2,3 DISC DISCONNECT SWITCH, 3 PHASE SQUARE D. 2510—KG2 2 1WA FLASHING BEACON HORN, RED EDWARDS 51R—N5 1 1,2LS LIMIT SWITCH 2 N.O. — 2 N.C. ALLEN—BRADLEY 802T—ATP 2 1,2LS LIMIT SWITCH, ARM ALLEN—BRADLEY 802T—W38 2 1 DISC DISCONNECT SWITCH, 3 PHASE SQUARED HU361 1 ELECTRIC INTERLOCK (FOR DISCONNECT) SQUARED EK300-1 1 PARTS FOR CONTROL STATIONS DESIGNATION DESCRIPTION MFG MFG PART # OTY CS1 PUSHBUTTON ENCLOSURE HOFFMAN E—D3PB 1 CS2,CS3 COVER PLATE, PUSHBUTTON ENCLOSURE G do T 130724 2 CS2.CS3 PUSHBUTTON ENCLOSURE G do T 130725 2 CS1 PUSHBUTTON SWITCH, GREEN 1 N.O. A—B 80OT—A1D1 1 CS1 PUSHBUTTON SWITCH, BLACK 2 N.O. A—B 800T—A2D2 CS1,23 SWITCH, 2 POS,' ILLUMINATED RED A—B 800T—FXP16RA1LEGEND PLATE, EMERG. STOP A—B 80OT—X621LEGEND III PLATE, START A—B 80OT—X559LEGEND PLATE, DOOR OBSTRUCTION RESET A—B 80OT—X559 ArCONYEYOR COMPANY, AM uen awnwoa rasew� a. uvun, n arn.. war CLAM PART SECURITY DOOR LIMIT SWITCH WIRE CONNECTIONS ROUTING WIRE SIZE WIRE NUMBER FROM MCP TO CONVEYOR N.O. N.C. N.O. N.C. iTB DOOR #1 #14 1.29 - 1,36 - iTB DOOR #2 #14 29.30 - 1.40 - SECURITY DOOR POWER WIRING (HIGH VOLTAGE) ROUTING WIRE SIZE WIRE NUMBER FROM MCP TO DOOR CONTROLLER W/DISC 2TB DOOR #1 i 12 2T1.2T2.2T3 2TB DOOR #2 #12 3T1,3T2,3T3 SECURITY DOOR CONTROL WIRING ROUTING WIRE SIZE WIRE COLOR WIRE NUMBER FROM MCP TO DOOR CONTROLLER 1TB DOOR #1 #14 BROWN 51,52,53,54 1TB DOOR #2 #14 BROWN 61,62,63,64 CS1 CS2 CS3 r-----------i I START I i E-STOP I I E-STOP 1 1 1 � 3 1 j10�111 111- 1_ I I I 14I R 1 1--0 15I 2 �xj DOOR OBSTRUCTION RESET I I 12 L---/ \ --j 1 1 L---/ \ --� 52 + 53 - j 62 63 j I I I I I E-STOP I I 1-10 I I 1 --0 13 I 1 2 R I L- - - - - - - - - - J MOTOR WIRING (HIGH VOL ROUTING CONV HORSE POWER FROM MCP TO MTR W/DISC 2TB I 1MTR CLAIM 1 2 HP ELECTRICAL INTERLOCK AT MOT ROUTING W CONY FROM MCP TO MTR W/DISC CC 1T6 1MTR CLAIM DEVICE F START-UP HORN/BEACON I I I IWWA 8 -� 2 I I GE) WIRE WIRE WIRE NUMBER i COLOR SIZE BLACK #12 1T1,1T2,1T3 DISCONNECT WIRE WIRE NUMBER )R SIZE ) 114 34.35 PHOTOCELL WIRE CONNECTIONS ROUTING WIRE SIZE PE TERMINAL SETTINGS FROM MCP TO L1 I L2 C NO NC INST. LE I DE FROM MCP 1PE #14 1 2 1 25 - X X - POWER SOURCE TO MCP 480V. 30, 60Hz, 30A SERVICE WIRE SIZE WIRE COLOR FROM SOURCE i10 BROWN PHASE A 010 ORANGE PHASE B 10 YELLOW PHASE C #12 GREEN SAFETY GROUND NOTE 1. THE CODE FOR FIELD POWER AND CONTROL WIRING FROM THE LOAD SIDE OF THE FUSES IN THE MOTOR CONTROL PANEL TO ALL OTHER DEVICES WILL BE AS FOLLOWS: POWER BLACK A.C. CONTROL RED D.C. CONTROL BLUE NEUTRAL WHITE MECH. GROUND GREEN DOOR CONTROL BROWN � � CONVEYOR COI/PANY, BNC. 11l1 mu�'ca �ais� at Ivrli n am 455300 1-1 150254 F l- 3 a 5 CS1 START GRN EMERG. STOP RED CS2 EMERG. STOP RED 27 6 � 9 1/2 2FU a 1.5 A 6 1/2 iFU MFU I 8 3/4 5 DISC 1 w 3FU 6 A m N F- I 4 A 1.5 A 1 WIREWAY 1M 1T 3 15S a Ly 3 a a W4D \ N 1 WIREWAY 1CR 2CR 3CR 4CR 5CR 1TD 2TD CS3 EMERG. STOP RED 1 ' WIREWAY 9 5/16 7 1/2 CWY ESTOP dt O.OLLdD RED BLU 30 — OW"CONVEYOR COMPANY, In" � �— w 1—m n um u.zvn CLAIM DEVICE MOTOR CONTROL 455300 171 1502 48OV, 30, 60HZ 3.62 FLA/130_ AMP SERVICE L I L2 L31 1 J MAIN DISCONNECT AT MCP MFU 6A L1 L2 4FU 4FU 1/2 ALH32 1/2 A HH4 1T 1 5FU 250VA, F 2A SE IA X1 X2 CS1 START 5RT 2CR 4 1AT 3 4AU iM 1MOL 1SS 1T1 DISC 1 2 (6) (7) ~� SOFT 1T2 1CR NCTO START I 1MT 2 HP 1T3 3.1 AMPS 4 W40 4-0 TO LINE 42 iCR 35 6 ' ° 2FU DISC 2 1.5A 2T1 i 8 2T2 DOOR AT DOOR N1 CS1 CS2 CS3 E-STOP E-STOP E-STOP 2T3 1 ONTRO 10 11 12 YU DISC 3 10 1 1.5A 311 I I I I I _� 13 1 FY3 DOOR ONTROL AT DOOR �2 12 I 1 El I I 14 I 14 1 L1 L2 t I 15 16 °-- 2CR 16 18 20 22 24 26 28 1M F 30 1PE 25 1M 26 32 F C NO 34 CS1 DOOR OBSTRUCTION RESET 52 53 36 �OO� 62 _1 63 *- ° 0 38 E 1 2 LLS 29 2LS 30 ICR 3CR 31 DOOR CLOSE 40 (70,78) 1TO 33 2CR 1M OL CLAIM DEVICE 90V 2 42 oII--- Q34PMOTOR STARTER )V I NOTC TO DISC. 1 2 35 (30,32) 44 ; 36 1CR 37 2CR 38 � DOOR OBSTRUCTION TIMER (48,62) 1CR START RELAY 40 1CR (4,6,40,44,46,68,76) 46 , T 1TD (8 SEC) START DELAY L,42) 48 2TD n NOC 8 1WA START WARNING BEACON/HORN 50 1 MOL TEST LINE 54 52 AT MCP _g_ 43 I ®� TST 2CR E—STOP RELAY (2,18,42,44.60,74,82) 54 — — I —I �� TO LINE 6 I E—STOP LIGHT AT CS1 56 I R R E—STOP LIGHT AT CS2 59 4CR 44 5CR \ io45 R E—STOP LIGHT AT CS3 60 2CR 5CR 46 i CLAIM AREA ALARM SILENCE E—STOP LIGHT 62 2T0 R 43 (AT MCP) AT MCP C 64 66 68 70 72 74 HOURMETER SYSTEM RUNNING (AT MCP) 76 4UTO STOP TIMER 78 �2) 80 82 L 2 41 DOOR OBSTRUCTION a LIGHT AT MCP TST 42 MOTOR OVERLOAD TST 43 � e� LIGHT AT MCP 4CR OVERLOAD RELAY (56) 2WA FAULT ALARM BELL AT MCP 5CR ALARM SILENCE RELAY (58.60) L1 L2 LIGHT ENERGIZED 1PE OPERATED INSTANTLY 1CR 51 F 2 OPEN 3CR 52 3 CLOSE SECURITY DOOR CONTROL 53 AT DOOR #1 4 COM. 2CR 54 1 STOP 1CR 61 ii 2 OPEN 3CR 62 3 CLOSE SECURITY DOOR CONTROL 63 AT DOOR #2 / 4 COM. 2CR 64 1 STOP / J NOTE: BOTH DOORS — VERIFY WITH DOOR MANUFACTURER'S SCHEMATIC r---------------------------1 ew rCONIKEWR CoMPANr, AVC. EXTERNAL INTERLOCKS ARE NOT REQUIRED, JUMPER TERMINALS #9, AND #10. I I SAFETY EDGE SWITCH WILL CONNECT t = - L r I TO TERMINALS N5, AND #6. I CLAIM DEVICE q3 / SANFDRD `� '� p ELECTRICAL SCHEMATIC I----------------------------t m. AZc�nn I n 1 -SnDce 1.4.0 1.4.1 6 � yy ` C, 455300 INBOUND BAGGAGE CLAIM DEVICE SANFORD, FL. DESCRIPTION OF CONTROLS AND OPERATION SYSTEM OVERVIEW The inbound, passenger bag claim is a closed loop, flat plate, conveying device. It is designed to carry luggage from the bag -loading area at airside to airline customers in the bag claim lobby. Power for claim system motors is distributed from and controlled by the motor control panel (MCP). Operator controls are found at several control stations (CS) and on the MCP door. An electronic soft -start module is incorporated to control the acceleration and starting torque of the claim device motor. This feature assures shock -free starts. EMERGENCY STOP (E-STOP) push buttons are placed at strategic locations around the flat plate conveyor in the claim area and at the load point control station. Four pilot lights and two operator controlled push buttons are located on the MCP door. The flat plate claim enters and exits the claim lobby through two motor -driven security doors. Door opening and closing is controlled by the MCP. Each security door is equipped with a safety edge switch which raises the door to prevent bag or door damage in the event that a bag interrupts door closure. OPERATOR CONTROLS The purpose and function of the control devices located in the various control stations are as follows: A. START Push Button - Located at control station CS1 in the flat plate load area. Momentary operation of this push button starts the claim device. B. DOOR OBSTRUCTION RESET Pushbutton - If an obstruction is encountered while the doors are closing, the door will reverse and travel back up to the upper limit. A door obstruction light will be illuminated at the MCP, and the fault alarm will activate. Once the obstruction has been cleared, depressing this pushbutton will cause the door to close. 1 C. EMERGENCY STOP (E-STOP) Push Button - This is a push-pull, mushroom -head button. E-STOPs are placed at strategic locations around the flat plate claim device. When an E-STOP button is pushed, the light in the button will illuminate. An additional E-STOP is located at the load station, CS1. D. ALARM SILENCE Push Button - Momentary operation of this button silences the Door Obstruction/Over- load/E-STOP alarm bell until the problem has been corrected or reset. This button is located on the door of the MCP. E. MOTOR OVERLOAD Light - When illuminated, this blue light indicates that a motor has been overloaded causing its starter overload relay to trip. When the light is illuminated, the claim will not run. the light is located on the door of the MCP. F. SYSTEM RUNNING Light - When this green light is illuminated, the claim device motor is powered and the claim is running. The light is located on the MCP door. G. DOOR OBSTRUCTION Light - When this white light is illuminated, it indicates that a safety edge switch on the security door has encountered an object as the door closed thus causing the door to reverse direction and move to the fully raised (open) position. The light is located on the MCP door. H. CLAIM AREA E-STOP Light - Actuation of any claim area E-STOP push button will cause the light to illuminate. It is located on the MCP door. - I. TEST Push Button Located on' the MCP door. When the test button is pushed the following will occur. 1. The flashing beacon/horn in the claim area is powered. 2. The fault alarm bell rings. 3. All the pilot lights on the MCP door are powered for bulb -check purposes. J. HOURMETER - Located on the MCP door. This meter indicates the amount of time the claim device has operated. E 1.4.2 ALARMS, SENSORS, AND DISCONNECTS A. Alarms 1. Start -Up Alarm - A horn sounds and flashing beacon light is illuminated in the passenger area to alert personnel that the claim device is about to start. 2. Fault Alarm Bell - A bell is energized to alert personnel that a lowering security door has encountered an obstruction, a motor has been overloaded tripping the starter overload relay or that an EMERGENCY STOP button has been depressed. B. Photoelectric (PE) Sensor Auto -Stop (1PE) - This sensor operates instantaneously on sensing passing bags. When no bags break the sensor beam within a preset time, the auto -stop timer will time out stopping the claim device. C. Limit Switch (LS) - 1LS and 2LS electrical contacts transfer to the closed position when security doors #1 and #2 reach the fully -raised (open) position. This enables the start control circuit, powering the claim device motor. D. Motor Control Panel (MCP) Disconnect Switch - The MCP has an external switch handle to disconnect motor and control power from panel components prior to opening the panel doors. i.rF, WIRES CONNECTED TO THE INPUT OF THE DISCONNECT SWITCH REMAIN ELECTRICALLY ENERGIZED!! ONLY QUALIFIED ELECTRICIANS SHOULD OPEN PANEL DOORS!! The MCP disconnect switch handle can be locked in the OFF position when maintenance/repair work is being performed on the claim device. E. Motor Safety Disconnect Switch (DISC) - A lockable DISC is provided for each drive motor. This localized power disconnect should be OFF when work is being done on equipment associated with the motor. Lock the switch OFF for added security. 3 2.2 2.3 DETAILED DESCRIPTION OF OPERATION FOR CLAIM DEVICE A. Pre -Start Conditions 1. The MCP Disconnect Switch must be ON. 2. All motor DISC switches must be ON. (near motors). 3. All E-STOP push-pull switches must be pulled out. (illuminated light off). 4. All motor overloads must be in the reset position. B. Start -Up 1. Depressing the push-start button on control station CS1 will activate start relay 1CR and energize start delay timer 1TD. 2. Start-up warning horn and flashing beacon located in the public area is energized. Motor starters for security door #1 and #2 actuate to power the security doors to the OPEN positions. Limit Switches 1LS and 2LS insure that doors are fully OPEN prior to claim device START. 3. Timer 1TD times out to silence the start-up warning alarm. 4. A normally open 1TD delayed contact energizes 1M starter coil through the security door OPEN limit switches, starting the claim drive motor. An electronic soft start, 1SS, provides reduced motor torque on start followed by controlled acceleration to operating speed. This protects the drive mechanism and conveyor from unnecessary start-up shock. CLAIM UNIT SHUTDOWN A. Automatic Claim Unit Shutdown (Auto -Stop) Auto -stop photoeye 1PE scans the claim unit and senses each bag as it passes. When the photoeye does not sense a bag for a pre-set (adjustable) period of time, the auto -stop timer times out to stop the claim unit and close the security doors. 4 B. EMERGENCY STOP 1. Depressing an E-STOP push button will immediately stop the claim unit, as well as any motion of the security doors. The E-STOP light in the activated button will illuminate along with an E-STOP light on the MCP door. An alarm bell on the MCP will ring. The alarm bell can be turned Off by pressing the ALARM SILENCE button on the MCP door. 2. After an emergency is cleared, the claim unit may be restarted by resetting the EMERGENCY STOP push button and depressing the START button at the airside control station, CS1. C. Motor Overload Shutdown When the claim unit motor becomes overloaded, the associated motor overload relay trips, stopping the motor. A blue light on the MCP door illuminates and an alarm bell rings. The, alarm bell can be turned OFF by pressing the ALARM SILENCE button on the MCP door. Reset the motor overload relay as follows: 1. Move the main -disconnect handle on the MCP door to OFF. WARNING! VOLTAGE POTENTIALS IN THIS MOTOR CONTROL PANEL CAN CAUSE SERIOUS OR FATAL INJURY!! 2. Open the MCP door and identify the motor starter overload relay that has tripped. When tripped, an optical indicator becomes visible in a window on the overload relay. 3. Wait approximately two minutes (cooling time) before pressing the reset button on the overload relay. i.n_ THE CONDITION WHICH CAUSED THE MOTOR TO BE OVERLOADED MUST BE CORRECTED BEFORE RE -STARTING THE MOTOR!! 5 i 4. Close the MCP door and move the main dis- connect handle to ON. Begin a normal system start by pressing the START button at control station CS1. 2.4 DOOR OBSTRUCTION CONTROL A. Security Door Obstructed by Baggage 1. The door will move down toward its CLOSED position until a safety edge switch, mounted on the bottom of the door, detects an obstruction. The door will immediately reverse and go to the raised (OPEN) position. 2. The DOOR OBSTRUCTION light on the MCP door will illuminate to announce the condition and an alarm bell on the MCP will ring. The alarm can be turned OFF by pressing the ALARM SILENCE button on the MCP door. 3. After removing the obstruction from the security door opening, the doors may be closed by three means: 1. Push the Door Obstruction Reset Pushbutton at the airside control station, CS1. 2. Push the START button -at CS1. The claim unit will start (after the normal start delay) and the DOOR OBSTRUCTION light will go out. The claim unit can be allowed to run until it times out (Auto -Stop) and the doors automatically close. 3. Push the START button at CS1. The claim unit will start (after the normal. start delay) and the DOOR OBSTRUCTION light will go out. The E-STOP at CS1 can be depressed and immediately pulled out to its normal position. The claim unit will stop and the doors automatically close. . 0 _. . J 1 2 U L2 1LS 29 2L5 30 1CR 31 3CR 4FU 4FU � 40 '—"�`�a� (70,78) DOOR 8) LOSE 450V, 30, 60HZ 1/2 A 1/2 A 3.62 FLA/30 AMP SERVICE H3 H2 L1 1 H1 H4 1T 1TD 2CR 1M OL CLAIM DEVICE 5FU 250VA, PR1 480V 2 42 0 33 34 MOTOR STARTER 2A SEC 120V ; (30.32) 1LI I J MAIN DISCONNECT AT MCP to X1 X2 _ NOTC TO DISC. 1 35 44 36 1CR -7 2CR 38 2TD DOOR OBSTRUCTION MFU CS1 TIMER START (48,62) 6A n 3 2CR 4 1AT 1CR START RELAY 40 1CR iFU DISC 1 2 5 1 I 4A 1 M 1 MOL 1 SS Ej��lT2 i (6) (7) (4,6,40,44,46,68,76) 46 (: --- NCTO II I 1 MT 2 HP 4 1 CR 1 TD (8 SEC) START DELAY 2TD 41 DOOR OBSTRUCTION 34 3.1 AMPS L6'42) 48 q433 LIGHT AT MCP W40 (-°��I TO LINE 42 1CR 7 1TD� 1WA ^ ^ NO C ��35 �� 8 6 START WARNING 1MOL 4MOTOR OVERLOAD BEACON/HORN 50 LIGHT AT MCP 2FU DISC 2 NCTO TEST 1.5A 0 LINE 54 AT MCP 4CR 2T1 8 ya 52 �DOOR CS1 CS2 CS30 43 \ T OVERLOAD RELAY 2T2 ONTRO AT DOOR �1 E STOP E-STOP E-STOP i �� ST (58) 2T3 1 10 11 12 ;r 2CR E-STOP RELAY —L_ 8 3FU DISC 3 10 1 I p (2,18,42,44,60,74,82) 54 I o 7 TO LINE 6 1.5A 3T 1 I O 3T3 o I ONTROL AT DOOR #2 12 AT CS 13 I 1 \ R / E-STOP LIGHT —L } i 56 I I 14 2WA I E-STOP LIGHT 14 R AT CS2 4CR 44 5CR 45 FAULT ALARM BELL L1 L2 i "(" 58 AT MCP 1 15 ` i E-STOP LIGHT SCR 16 - a, R AT CS3 60 2CR 5CR 46 A(R SILENCE RELAY 2CR 16 CLAIM AREA 2TD ALARM 18 ' 43 R E-S O PLIGHT 62 �SILENCE - NOTC AT MCP 20 64 L1 L2 LIGHT ENERGIZED 22 66 1PE OPERATED INSTANTLY 1CR 51 68 2 OPEN 24 3CR 52 70 3 CLOSE SECURITY DOOR CONTROL 26 53 AT DOOR /j 1 72 4 COM. 2CR 54 28 74 1 STOP 1M HOURMETER 2Y i SYSTEM RUNNING 1CR 61 ' c (AT MCP) 76 2 OPEN 30 43 i 1PE iM IAT 3CR 82 25 26 % (0-3 MIN.) 78 3 CLOSE SECURITY 1 AUTO STOP TIMER DOOR CONTROL 32 C NO (1) (2) (2) AT DOOR #2 63 80 4 COM. 34 CS1 2CR 64 DOOR OBSTRUCTION RESET � 82 1 STOP 52 53 36 I NOTE: BOTH DOORS - 2 1 63 VERIFY WITH DOOR MANUFACTURER'S SCHEMATIC ---------------------------- 4rcoNVEron COMPANr BBC. 38 EXTERNAL INTERLOCKS ARE NOT REQUIRED, _ 1 AND 10. i'n aww.ma .ousnw ai. u.iaci n am I JUMPER TERMINALS }�9, /% I SAFETY EDGE SWITCH WILL CONNECT I o �m e — CLAM DEVICE N3 / SANFORD I TO TERMINALS #5, AND #6. 1 ELECTRICAL SCHEMATIC 1 2 1---------------------------J _ _ 455300 D 150254 1 05 a;, 27 6 � 9 1/2 — -T7 2FU w z 1.5 A 6 1/2 m 1 FU DISC MFU 8 3/4 6 A � 4 A 3FU N 1.5 A m 1 WIREWAY N i` I f 1r 27 3 1SS 9 5/16 l w Lr a a J 3 W40 \ N Z 1 WIREWAY w 0 7 1/2 m 1CR 2CR 3CR 4CR 5CR 1TD 2TD [1 AT] #i 1 WIREWAY i 7 r CS1 START GRN DOOR ZRUCIpR RM BLK EMERG. STOP RED 30 i v CS1 CS2 CS3 r--- START --- i E—STOP E—STOP I I 1 � 3 I 110�111 1 1 12: 111� 1 I 11� 141 I I \/ I 1 —� 151 \/ I I DOOR OBSTRUCTION RESET I 12 --� I I I 1 2 R j L---� \ --J L---� \ --J 52 — I ° 53 j 62 63 j START-UP I I HORN/BEACON I 1 I E—STOP I �-------� 1 I NOTE I I 1 iWq I I 1 1 10 I 1 I I I 1 WIRING CODEFORCONTROL THEE OADOSIDE OFDTHEE FUSES i —� 13 I I I g —o— 2 I \ / / \ IN THE MOTOR CONTROL PANEL TO ALL OTHER 2 R DEVICES WILL BE AS FOLLOWS: /_\---_� L-------J -- — —— POWER BLACK A.C. CONTROL RED D.C. CONTROL BLUE NEUTRAL WHITE MECH. GROUND GREEN DOOR CONTROL BROWN' � reoNVE-YOR COMPANY, MC. ven aar.woa wuswx a'. uvvin n srn CLAIM EVICE 13 ` SANFORD WIRE 'S & T RM ATIONS " " � ` 455300 150254 3 0 5 SECURITY DOOR LIMIT SWITCH WIRE CONNECTIONS ROUTING WIRE WIRE NUMBER FROM MCP TO CONVEYOR SIZE N.O. N.C. N.O. N.C. 1T6 DOOR �!t #14 1,29 — 1,36 — 1T6 DOOR (j2 #14 29,30 — 1,40 — SECURITY DOOR POWER WIRING (HIGH VOLTAGE) ROUTING WIRE SIZE WIRE NUMBER FROM MCP TO DOOR CONTROLLER W/DISC 276 DOOR ri 1 # 12 [2T1,2T2.2T32T6 DOOR #2 //12 T1,3T2,3T3 SECURITY DOOR CONTROL WIRING ROUTING WIRE SIZE WIRE COLOR WIRE NUMBER FROM MCP TO DOOR CONTROLLER 1T6 DOOR iJt //14 BROWN 51,52,53,54 1T8 DOOR f�2 �14 BROWN 61,62,63,64 MOTOR WIRING (HIGH VOLTAGE) ROUTING CONY HORSE POWER WIRE COLOR WIRE SIZE WIRE NUMBER FROM MCP TO MTR W/DISC 2T6 iMTR CLAIM 2 HP BLACK ii12 1T1,1T2,1T3 ELECTRICAL INTERLOCK AT MOTOR DISCONNECT ROUTING CONY WIRE COLOR WIRE SIZE WIRE NUMBER FROM MCP TO MTR W/DISC 1 TB 1 MTR CLAIM RED � 14 34,35 DEVICE PHOTOCELL WIRE CONNECTIONS ROUTING WIRE SIZE PE TERMINAL SETTINGS FROM MCP TO L1 L2 C NO NC INST. LE DE FROM MCP 1PE �f14 1 2 1 25 POWER SOURCE TO MCP 480V, 30, 60Hz, 30A SERVICE WIRE SIZE WIRE COLOR FROM SOURCE j10 BROWN PHASE A B10 ORANGE PHASE B $10 YELLOW PHASE C #12 GREEN SAFETY GROUND PARTS FOR MOTOR CONTROL PANEL MCP DESIGNATION DESCRIPTION MFG MFG PART # OTY MCP CABINET 30" X 30" X 8" HOFFMAN A-303008—LP 1 MCP BACK PANEL HOFFMAN A-30P30 1 DISC DISCONNECT SWITCH, 30A ALLEN—BRADLEY A—B 1494R—N30 1 1T CONTROL TRANSFORMER, 150VA ACME TA-2-81212 1 MFU,IFU FUSEHOLDER LITTLEFUSE LR60030-3C 2 2FU,3FU FUSEHOLDER LITTLEFUSE L60030M-3C 2 4FU FUSEHOLDER LITTLEFUSE L6003OM-2C 1 5FU FUSEHOLDER LITTLEFUSE L6003OM-1C 2 1 M MOTOR STARTER, SIZE 0 A—B 509—AOD 1 4,5CR CONTROL RELAY A-B 700—P200A1 -2 3CR CONTROL RELAY A-B 700—P60OA1 1 1,2CR CONTROL RELAY A—B 700—P800A1 2 l.2TQ CONTROL RELAY W PNEUMATIC TIMER A—B 7 —PPTA1 1AT RESET TIMER EAGLE SIGNAL BR19A6• 1 2WA ALARM BELL, 120V AC EDWARDS 340-4N5 1 LEGEND PLATE, CLAIM E—STOP A—B 80OT—X559 1 LEGEND PLATE, MOTOR OVERLOAD A— B 80OT—X559 1 LEGEND PLATE, ALARM SILENCE A—B 800T—X559 1 LEGEND PLATE, LAMP/ALARM TEST A—B 80OT—X559 i LEGEND PLATE, SYSTEM RUNNING A—B 800T—X559 1 LEGEND PLATE, DOOR OBSTRUCTION A—B BOOT—X559 1 iss ELECTRONIC SOFTSTART MOTORTRONICS HV1-43-P i AUXILIARY OVERLOAD CONTACT (1 N.O.) A—B 595—AO2 1 PUSHBUTTON SWITCH, BLK, 1 N.C. CONTACT A—B 80OT—A2D1 1 PUSHBUTTON SWITCH, BLK, 2 N.O. CONTACT 80OT—A2A2 CONTACT BLOCK FOR ABOVE 1N.0. A—B BOOT—XD1 1 MFU FUSE 600V 6A LITTLEFUSE FLSR-6 3 1 FU FUSE, 600V, 4A LITTLEFUSE FLSR-4 3 2 3FU FUSE 600V 1 1 2A LITTLEFUSE CCMR-1 1/2 4FU FUSE 500V 1 2A LITTLEFUSE FLO-1 2 2 FUSE, 250V. 2A t ITTI FFUSF FLM-2 i PILOT LIGHT, 120 AC, RED 'A—B 80OT—PDT16R 1 PILOT LIGHT, 120 AC, BLUE A—B 8DOT—PDT16B 1 PILOT 'LIGHT, 120 AC, GREEN A—B 80OT— PDT 16G 1 PILOT LIGHT, 120 AC, WHITE A—B 80OT—PDT16W 1 HEATER ELEMENT A—B W40 3 TERMINAL BLOCK, 600V A—B 1492—CAI 12 END SECTION, 600V A—B 1492—N36 END ANCHOR A_B 1492—N23 4 TERMINAL BLOCK, 300V A_B 1492—F1 40 END SECTION, 300V . A_B 1492—N18 1 TERMINAL MOUNTING CHANNEL A—B 1492—N22 i RELAY MOUNTING CHANNEL A—B 700—MP8 1 PLUG—IN JUMPER A—B 1492—N13 4 1" WIREWAY PANDUIT Etx3 WH6 3 WIREWAY COVER PANDUIT Cl WH6 3 HOURMETER ENGLER 710-0001 1 PARTS LIST, REMOTE ITEMS DESIGNATION DESCRIPTION MFG MFG PART # OTY 1 PE PHOTOHEAD, REFLEX PHOTOSWITCH 42LRC-5000 1 1 PE POWER BASE, 120VAC PHOTOSWITCH 42LTB-5D00 1 1 PE REFLECTOR, 3 INCH PHOTOSWITCH 92-39 1 1 PE UNIVERSAL MTG ASSY, 5000 PHOTOSWITCH 60-1785 2 2.3 DISC DISCONNECT SWITCH, 3 PHASE SQUARE D 2510—KG2 2 1WA FLASHING BEACON HORN, RED EDWARDS 51R—N5 1 1,2LS LIMIT SWITCH, 2 N.O. — 2 N.C. ALLEN—BRADLEY 802T—ATP 2 1,2LS LIMIT SWITCH, ARM ALLEN—BRADLEY 802T—W3B 2 1 DISC DISCONNECT SWITCH, 3 PHASE SQUARE D HU361 1 ELECTRIC INTERLOCK (FOR DISCONNECT) SQUARE D EK300-1 1 PARTS FOR CONTROL STATIONS DESIGNATION DESCRIPTION I MFG MFG PART # OTY CS1 PUSHBUTTON ENCLOSURE HOFFMAN E—D3PB 1 CS2,CS3 COVER PLATE, PUSHBUTTON ENCLOSURE G do T 130724 2 CS2,CS3 PUSHBUTTON ENCLOSURE G do T 130725 2 CS1 PUSHBUTTON SWITCH, GREEN 1 N.D. A—B 80OT—AlD1 1 CS1 PUSHBUTTON SWITCH, BLACK 2 N.O. A—B 800T—A2D2 1 CS1,2.3 SWITCH, 2 POS, ILLUMINATED RED A—B 80OT—FXP16RA1 4 CS1.2,3 LEGEND PLATE, EMERG: STOP A—B 800T—X621 4 CS1 LEGEND PLATE, START A—B 80OT—X559 1 CS1 LEGEND PLATE, DOOR OBSTRUCTION RESET A—B 80OT—X559 1 7 INSTALLATION NOTES. 1. THE ELECTRICAL INSTALLATION SHALL MEET ALL FEDERAL, STATE, AND LOCAL CODES, AIRPORT SPECIFICATIONS, AND THE 1993 EDITION OF THE NATIONAL ELECTRICAL CODE. 2. SYSTEM VOLTAGE IS 480V, 30. 60 Hz. CONTROL VOLTAGE IS 120V, 10, 60 Hz, AND IS GROUNDED. 3. MOTOR WIRES SHALL BE A MINIMUM SIZE OF #12 AWG AND CONTROL WIRES SHALL BE #14 AWG MINIMUM. 4. USE "THHN" TYPE, 600 VOLT, STRANDED COPPER WIRE. 5. WIRE COLOR CODE SHALL BE AS FOLLOWS: INCOMING 480V SOURCE POWER: PHASE 'A' - BROWN PHASE 'B' - ORANGE PHASE 'C' - YELLOW MECHANICAL GROUND - GREEN POWER TO MOTORS - BLACK CONTROL WIRES: NEUTRAL - WHITE DC (SUCH AS (CLUTCH/BRAKE) - BLUE DOOR CONTROL - BROWN ALL OTHER - RED MOTOR POWER WIRING AND CONTROL WIRING MUST BE RUN IN SEPARATE CONDUITS. - ALL CONDUIT TO BE MINIMUM 3/4" DIA. •• ALL SEALTIGHT TO BE MINIMUM 1/2" DIA. 6. ALL MOTOR WIRES SHALL BE LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THREE PHASE MOTOR WIRES CAN BE NUMBERED WITH THE MOTOR NUMBER WITHOUT REFERENCE TO PHASE. 7. ALL CONTROL WIRES ARE TO LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THE ONLY EXCEPTION IS THE NEUTRAL WIRE PROVIDED IT IS THE ONLY NEUTRAL WIRE IN THE SYSTEM. 8. MOTORS ARE THE ONLY ELECTRICAL ITEM NOT MOUNTED BY THE ELECTRICAL CONTRACTOR. ALL OTHER ELECTRICAL ITEMS SHALL BE MOUNTED BY THE ELECTRICAL CONTRACTOR. THIS INCLUDES SUCH ITEMS AS: MAIN CONTROL PANEL, CONTROL STATIONS, PHOTOEYES, AND LIMIT SWITCHES. MOUNTING BRACKETS MAY BE REQUIRED AND MUST BE PROVIDED BY THE ELECTRICAL CONTRACTOR. 9. CONDUIT SHALL NOT INTERFERE WITH MAINTENANCE ACCESS TO CONVEYOR COMPONENTS SUCH AS: PULLEYS, BEARINGS, GEARBOXES, AND CHAIN GUARDS. 10. SEALTIGHT CONDUIT SHALL BE USED AT ALL TIMES THAT MAY REQUIRE PHYSICAL ADJUSTMENT OR ARE SUBJECT TO VIBRATION SUCH AS AT: LIMIT SWITCHES, PHOTOEYES, AND MOTORS. 11. MOTOR DISCONNECTS SHALL BE MOUNTED ADJACENT TO THE MOTOR AND NO MORE THAN 3 FEET FROM THE MOTOR. 12. NO SHARP EDGES SHALL BE EXPOSED TO OPERATING PERSONNEL OR BAGGAGE. WATCH OUT FOR CONDUIT STRAPS AND SCREWS. 13. GENERAL ITEM LOCATIONS ARE INDICATED ON THE DEVICE LOCATION DIAGRAM. ALL ITEM LOCATIONS MUST BE VERIFIED WITH OR CO-ORDINATED WITH THE ERECTOR TO AVOID. MOUNTING CONFLICTS. 14. MAIN CONTROL PANEL LOCATION SHOULD BE VERIFIED ON THE JOB SITE THAT WILL BE EASY FOR SERVICE AND WILL NOT INTERFERE WITH EXISTING OR FUTURE OPERATIONS. 15. OPERATOR CONTROLS AND ADVISORY DEVICE LOCATIONS SHOULD BE VERIFIED WITH THE OWNER'S REPRESENTATIVE BEFORE FINAL MOUNTING. 16. STEEL COMPRESSION TYPE CONNECTORS AND COUPLINGS SHALL BE USED WITH 'EMT" CONDUIT. 17. EMT CONDUIT MAY .BE USED EXCEPT IN AREAS SUBJECT TO DAMAGE OR WHERE STATE, OR LOCAL CODE OR AIRPORT SPECIFICATIONS REQUIRES RIGID. 18. TO KEEP THE NUMBER OF SNAG POINTS TO A MINIMUM, NO SCREWS ARE TO BE PLACED THROUGH THE SIDEGUARD FOR MOUNTING CONTROL DEVICES. PHOTOEYES SHALL BE PHYSICALLY MOUNTED USING UNISTRUT WELDED TO THE SIDEGUARD. 19. ALL CONTROL DEVICES SHALL BE MOUNTED ON THE CATWALK SIDE OF THE CONVEYOR FOR ACCESSIBILITY WHEN CATWALKS ARE USED. FOR EXAMPLE, INSTALL PHOTOEYE ON CATWALK SIDE OF CONVEYOR AND THE REFLECTOR ON THE NON -CATWALK SIDE. CONTROL DEVICES SHOULD ALWAYS BE INSTALLED ON THE MOST ACCESSIBLE SIDE OF THE CONVEYOR. 20. RUN CONDUIT ON THE UPPER HALF OF CONVEYOR SIDEGUARD WHEREVER POSSIBLE. 21. LIQUID TIGHT CONDUIT SHALL NOT EXCEED THREE (3) FEET. 22. PHOTOEYES SHALL BE CONNECTED WITH LIQUID TIGHT CONDUIT OF ENOUGH LENGTH FOR 2 TO 4 INCHES OF ADJUSTMENT. 23. POWER FEEDER WILL RUN WITHIN 20 FEET OF MAIN CONTROL PANEL BY OTHERS. - CONTINUATION AND TERMINATION OF THIS POWER FEEDER SHALL BE REQUIRED. St D( Ek MCP (30"H x 30'W x 480V, 30. 60HZ. 30 AMP SERVICE 1PE- D( BEACON/I EMERG. STOP CS3 n SIDEGUARD FOR PHOTOEYES AND REFLECTORS SHALL BE MADE BY THE ONTRACTOR. THEY SHALL BE 1.25 INCHES IN DIAMETER. SHALL BE 1.5 INCHES ABOVE THE BELT. F PHOTOEYE IS: MOUNT 2 INCHES UPSTREAM OF SECURITY DOOR #1. LOCATIONS - MOUNT SO THAT LIMIT SWITCHES ARE ACTIVATED WHEN THE DRS ARE FULLY OPEN. 455300 INBOUND BAGGAGE CLAIM DEVICE SANFORD, FL. DESCRIPTION OF CONTROLS AND OPERATION 1.4.0 SYSTEM OVERVIEW The inbound, passenger bag claim is a closed loop, flat plate, conveying device. It is designed to carry luggage from the bag -loading area at airside to airline customers in the bag claim lobby. Power for claim system motors is distributed from and controlled by the motor control panel (MCP). Operator controls are found at several control stations (CS) and on the MCP door. An electronic soft -start module is incorporated to control the acceleration and starting torque of the claim device motor. This feature assures shock -free starts. EMERGENCY STOP (E-STOP) push buttons are placed at strategic locations around the flat plate conveyor in the claim area and at the load point control station. Four pilot lights and two operator controlled push buttons are located on the MCP door. The flat plate claim enters and exits the claim lobby through two motor -driven security doors. Door opening and closing is controlled by the MCP. Each security door is equipped with a safety edge switch which raises the door to prevent bag or door damage in the event that a bag interrupts door closure. 1.4.1 OPERATOR CONTROLS The purpose and function of the control devices located in the various control stations are as follows: A. START Push Button - Located at control station CS1 in the flat plate load area. Momentary operation of this push button starts the claim device. B. DOOR OBSTRUCTION RESET Pushbutton - If an obstruction is encountered while the doors are closing, the door will reverse and travel back up to the upper limit. A door obstruction light will be illuminated at the MCP, and the fault alarm will activate. Once the obstruction has been cleared, depressing this pushbutton will cause the door to close. 1 C. EMERGENCY STOP (E-STOP) Push Button - This is a push-pull, mushroom -head button. E-STOPs are placed at strategic locations around the flat plate claim device. When an E-STOP button is pushed, .the light in the button will illuminate. An additional E-STOP is located at the load station, CS1. D. ALARM SILENCE Push Button - Momentary operation of this button silences the Door Obstruction/Over- load/E-STOP alarm bell until the problem has been corrected or reset. This button is located on the door of the MCP. E. MOTOR OVERLOAD Light - When illuminated, this blue light indicates that a motor has been overloaded causing its starter overload relay to trip. When the light is illuminated, the claim will not run. the light is located on the door of the MCP. F. SYSTEM RUNNING Light - When this green light is illuminated, the claim device motor is powered and the claim is running. The light is located on the MCP door. G. DOOR OBSTRUCTION Light - When this white light is illuminated, it indicates that a safety edge switch on the security door has encountered an object as the door closed thus causing the door to reverse direction and move to the fully raised (open) position. The light is located on the MCP door. 3. CLAIM AREA E-STOP Light - Actuation of any claim area E-STOP push button will cause the light to illuminate. It is located on the MCP door. I. TEST Push Button - Located on the MCP door. When the test button is pushed the following will occur. 1. The flashing beacon/horn in the claim area is powered. 2. The,fault alarm bell rings. 3. All the pilot lights on the MCP door are powered for bulb -check purposes. J. HOURMETER - Located on the MCP door. This meter indicates the amount of time the claim device has operated. 2 1.4.2 - ALARMS, SENSORS, AND DISCONNECTS A. Alarms 1. Start -Up Alarm - A horn sounds and flashing beacon light is illuminated in the passenger area to alert personnel that the claim device is about to start. 2. Fault Alarm Bell - A bell is energized to alert personnel that a lowering security door has encountered an obstruction, a motor has been overloaded tripping.the starter overload relay or that an EMERGENCY STOP button has been depressed. B. Photoelectric (PE) Sensor Auto -Stop (1PE) - I This sensor operates instantaneously on sensing passing bags. When no bags break the sensor beam within a preset time, the auto -stop timer will time out stopping the claim device. C. Limit Switch (LS) - US and 2LS electrical contacts transfer to the closed position when security doors #1 and #2 reach the fully -raised (open) position. This enables the start control circuit, powering the claim device motor. D. Motor Control Panel (MCP) Disconnect Switch - The MCP has an external switch handle to disconnect motor and control power from panel components prior to opening the panel doors. WARNING WIRES CONNECTED TO THE INPUT OF THE DISCONNECT SWITCH REMAIN ELECTRICALLY ENERGIZED!! ONLY QUALIFIED ELECTRICIANS SHOULD OPEN PANEL DOORS!! The MCP disconnect switch handle can be locked in the OFF position when maintenance/repair work is being performed on the claim device. E. Motor Safety Disconnect Switch (DISC) - A lockable DISC is provided for each drive motor. This localized power disconnect should be OFF when work is being done on equipment associated with the motor. Lock the switch OFF for added security. 3 2.2 2.3 DETAILED DESCRIPTION OF OPERATION FOR CLAIM DEVICE A. Pre -Start Conditions 1. The MCP Disconnect Switch must be ON. 2. All motor DISC switches must be ON. (near motors). 3. All E-STOP push-pull switches must be pulled out. (illuminated light off). 4. All motor overloads must be in the reset position. B. Start -Up 1. Depressing the push-start button on control station CS1 will activate start relay 1CR and energize start delay timer 1TD. 2. Start-up warning horn and flashing beacon located in the public area is energized. Motor starters for security door 7#1 and 7`2 actuate to power the security doors to the OPEN positions. Limit Switches 1LS and 2LS insure that doors are fully OPEN prior to claim device START. 3. Timer 1TD times out to silence the start-uo warning alarm. 4. A normally open 1TD delayed contact energizes 1M starter coil through the security door OPEN limit switches, starting the claim drive motor. An electronic soft start, 1SS, provides reduced motor torque on start followed by controlled acceleration to operating speed. This protects the drive mechanism and conveyor from unnecessary start-up shock. CLAIM UNIT SHUTDOWN A. Automatic Claim Unit Shutdown (Auto -Stop) Auto -stop photoeye 1PE scans the claim unit and senses each bag as it passes. When the photoeye does not sense a bag for a pre-set (adjustable) period of time, the auto -stop timer times out to stop the claim unit and close the security doors. 4 B. EMERGENCY STOP 1. Depressing an E-STOP push button will immediately stop the claim unit, as well as any motion of the security doors. The E-STOP light in the activated button will illuminate along with an E-STOP light on the MCP door. An alarm bell on the MCP will ring. The alarm bell can be turned Off by pressing the ALARM SILENCE button on the MCP door. 2. After an emergency is cleared, the claim unit may be restarted by resetting the EMERGENCY STOP push button and depressing the START button at the airside control station, CS1. C. Motor Overload Shutdown When the claim unit motor becomes overloaded, the associated motor overload relay trips, stopping the motor. A blue light on the MCP door illuminates and an alarm bell rings. The alarm bell can be turned OFF by pressing the ALARM SILENCE button on the MCP door. Reset the motor overload relay as follows: 1. Move the main disconnect handle on the MCP door to OFF. WARNING! VOLTAGE POTENTIALS IN THIS MOTOR CONTROL PANEL CAN CAUSE SERIOUS OR FATAL INJURY!! 2. Open the MCP door and identify the motor starter overload relay that has tripped. When tripped, an optical indicator becomes visible in a window on the overload relay. 3. Wait approximately before pressing overload relay. two minutes (cooling time) the reset button on the WARNING! THE CONDITION WHICH CAUSED THE MOTOR TO BE OVERLOADED MUST BE CORRECTED BEFORE RE -STARTING THE MOTOR!! 5 4. Close the MCP door connect handle to ON. start by pressing the station CS1. 2.4 DOOR OBSTRUCTION CONTROL and move the main dis- Begin a normal system START button at control A. Security Door Obstructed by Baggage 1. The door will move down toward its CLOSED position until a safety edge switch, mounted on the bottom of the door, detects an obstruction. The door will immediately reverse and go to the raised (OPEN) position. 2. The DOOR OBSTRUCTION light on the MCP door will illuminate to announce the condition and an alarm bell on the MCP will ring. The alarm can be turned OFF by pressing the ALARM SILENCE button on the MCP door. 3. After removing the obstruction from the security door opening, the doors may be closed by three means: 1. Push the Door Obstruction Reset Pushbutton at the airside control station, CS1. 2. Push the START button at CS1. The claim unit will start (after the normal start delay) and the DOOR OBSTRUCTION light will go out. The claim unit can be allowed to run until it times out (Auto -Stop) and the doors automatically close. . 3. Push -the START button at CST. The claim unit will start (after the normal start delay) and the DOOR OBSTRUCTION light will go out. The E-STOP at CS1 can be depressed and immediately pulled out to its normal position. The claim unit will stop and the doors automatically close. r L SECURITY DOOR LIMIT SWITCH WIRE CONNECTIONS ROUTING WIRE WIRE NUMBER FROM MCP TO CONVEYOR SIZE N.O. N.C. N.O. N.C. 1TB DOOR #1 #14 1,29 - 1.36 - 1TB DOOR #2 #14 29,30 1 1.40 - SECURITY DOOR POWER WIRING (HIGH VOLTAGE) ROUTING WIRE SIZE WIRE NUMBER FROM MCP TO DOOR CONTROLLER W/DISC 2TB DOOR #1 #12 2T1,2T2,2T3 2TB DOOR #2 #12 3T1,3T2,3T3 SECURITY DOOR CONTROL WIRING ROUTING WIRE SIZE WIRE COLOR WIRE NUMBER FROM MCP TO DOOR CONTROLLER 1TB DOOR N1 114 BROWN 51,52,53.54 1TB DOOR #2 #14 BROWN 61,62.63.64 CS1 CS2 CS3 r---------- ('--------1 �- - - - - - - - 1 1 I START E-STOP I I E-STOP 1 I n I �3 I. j10i1� �11_�12 I i IDOOR OBSTRUCTION RESET I 1 1 —O 141 11 2 R I 1 1 --1 151 1 2I 1 52 — 1 — 53 1 L---/ j 62 — 63 j I I I E-STOP j 10 j I 1 13 j I 2 R \i I L- - - - - - - - - - J i MOTOR WIRING (HIGH V ROUTING FROM MCP TO MTR W/DISC CONV HORSE POW 2TB 1 MTR CLAIM 2 HP ELECTRICAL INTERLOCK AT M! ROUTING CONY FROM MCP TO MTR W/DISC 1TB 1MTR CLAIM DEVICE START-UP HORN/BEACON F------- I I IWWA I 2 F 1 AGE) WIRE WIRE WIRE NUMBER COLOR SIZE BLACK #12 1T1,1T2,1T3 iR DISCONNECT i RE WIRE WIRE NUMBER .OR SIZE :D J 14 34.35 PHOTOCELL WIRE CONNECTIONS ROUTING WIRE PE TERMINAL SETTINGS FROM MCP TO SIZE L1 L2 C NO NC INST. LE DE FROM MCP 1PE #14 1 1 2 1 25 - X I X I - POWER SOURCE TO MCP 48OV, 30, 60Hz, 30A SERVICE WIRE SIZE WIRE COLOR FROM SOURCE 110 BROWN PHASE A f10 ORANGE PHASE B 10 YELLOW PHASE C �12 GREEN SAFETY GROUND NOTE 1. THE CODE FOR FIELD POWER AND CONTROL WIRING FROM THE LOAD SIDE OF THE FUSES IN THE MOTOR CONTROL PANEL TO ALL OTHER DEVICES WILL BE AS FOLLOWS: POWER BLACK A.C. CONTROL RED D.C. CONTROL BLUE NEUTRAL WHITE MECH. GROUND GREEN DOOR CONTROL BROWN rp� CONVEYOR COMPANY 6YC. 1]111 ]Rf1NlOa �mft W IAVAWL R um w 3 O 5 PARTS FOR MOTOR CONTROL PANEL MCP DESIGNATION DESCRIPTION MFG MFG PART Al CITY MCP CABINET 30" X 30' X 8' HOFFMAN A-303008-LP 1 MCP BACK PANEL HOFFMAN A-30P30 1 DISC DISCONNECT SWITCH, 30A ALLEN-BRADLEY A-B 1494R-N30 1 1T CONTROL TRANSFORMER, 150VA ACME TA-2-81212 1 MFU 1FU 2FU,3FU FUSEHOLDER FUSEHOLDER LITTLEFUSE LITTLEFUSE LR60030-3C L60030M-3C 2 2 4FU 5FU FUSEHOLDER FUSEHOLDER LITTLEFUSE LITTLEFUSE L6003OM-2C L60030M-1C 1 2 1M MOTOR STARTER, SIZE 0 A-8 509-AOD 1 4.5CR CONTROL RELAY A-B 700-P200A1 2 3CR 1,2CR CONTROL RELAY CONTROL RELAY A-B A-B 700-P600A1 700-P800A1 1 2 I CONTROL RELAY W PNEUMATIC TIMER - - 1AT 2WA RESET TIMER ALARM BELL, 120V AC EAGLE SIGNAL EDWARDS BR19A6 540-4N5 1 1 LEGEND PLATE, CLAIM E-STOP A-B BOOT-X559 1 LEGEND PLATE, MOTOR OVERLOAD A-B 80OT-X559 1 LEGEND PLATE, ALARM SILENCE A-B - 80OT-X559 I LEGEND PLATE, LAMP/ALARM TEST A-B 800T-X559 1 LEGEND PLATE, SYSTEM RUNNING A-B 80OT-X559 1 LEGEND PLATE, DOOR OBSTRUCTION A-B 80OT-X559 1 ELECTRONIC SOFTSTART MOTORTRONICS HV1-43-P 1 AUXILIARY OVERLOAD CONTACT (1 N.O.) A-B 595-AO2 1 PUSHBUTTON SWITCH, BLK, 1 N.O. CONTACT A-B 80OT-A2D1 1 PUSHBUTTON SWITCH, BLK, 2 N.O. CONTACT 80OT-A2A2 CONTACT BLOCK FOR ABOVE 1N.0. A-B BOOT-XD1 i MFU FUSE 600V 6A LITTLEFUSE FLSR-6 3 1 FU FUSE, 60OV, 4A LITTLEFUSE FLSR-4 3 2 3FU FUSE, 600V 1 1 2A I ITT[ FFUSF CCMR-1 1 2 4FU FUSE 500V 1 2A LITTLEFUSE FLO-1 2 2 FUSE, 25OV, 2A I ITTI FFUSF FLM-2 1 PILOT LIGHT, 120 AC, RED A-B 80OT-PDT16R I PILOT LIGHT, 120 AC, BLUE A-tj B 1 PILOT LIGHT, 120 AC, GREEN A-B 80OT-PDT16G 1 PILOT LIGHT, 120 AC, WHITE A-B BOOT-PDT16W 1 HEATER ELEMENT A-B W40 3 TERMINAL BLOCK, 600V A-B 1492-CAI 12 END SECTION, 600V A-B 1492-N36 END ANCHOR A-B 1492-N23 4 TERMINAL BLOCK, 300V A-B 1492-F1 40 END SECTION, 300V A-B 1492-N18 I TERMINAL MOUNTING CHANNEL A-8 1492-N22 1 RELAY MOUNTING CHANNEL A-8 700-MP8 I PLUG-IN JUMPER A-B 1492-N13 4 1' WIREWAY PANDUIT E1x3 WH6 3 WIREWAY COVER PANDUIT Cl WH6 3 HOURMETER ENGLER 710-0001 1 PARTS LIST, REMOTE ITEMS DESIGNATION DESCRIPTION MFG MFG PART OTY 1 PE PHOTOHEAD, REFLEX PHOTOSWITCH 42LRC-5000 1 1 PE POWER BASE, 120VAC PHOTOSWITCH 42LTB-5000 1 1 PE REFLECTOR, 3 INCH PHOTOSWITCH 92-39 1 1 PE UNIVERSAL MTG ASSY, 5000 PHOTOSWITCH 60-1785 2 2,3 DISC DISCONNECT SWITCH, 3 PHASE SQUARE D 2510-KG2 2 1WA FLASHING BEACON HORN, RED EDWARDS 51R-N5 1 1,2LS LIMIT SWITCH, 2 N.O. - 2 N.C. ALLEN-BRADLEY 802T-ATP 2 1 2LS LIMIT SWITCH, ARM ALLEN-BRADLEY 802T-W3B 2 1 DISC DISCONNECT SWITCH, 3 PHASE SQUARE D HU361 1 ELECTRIC INTERLOCK FOR DISCONNECT) SQUARE D EK300-1 1 PARTS FOR CONTROL STATIONS DESIGNATION DESCRIPTION MFG MFG PART OTY CS1 PUSHBUTTON ENCLOSURE HOFFMAN E-D3PB 1 CS2,CS3 COVER PLATE, PUSHBUTTON ENCLOSURE G & T 130724 2 CS2,CS3 PUSHBUTTON ENCLOSURE G & T 130725 2 CS1 PUSHBUTTON SWITCH. GREEN 1 N.O. A-B 800T-AlD1 i CS1 PUSHBUTTON SWITCH, BLACK 2 N.O. A-B 800T-A2D2 1 CS1,2.3 SWITCH, 2 POS, ILLUMINATED RED A-B 800T-FXP16RAl 4 CS1.2,3 ILEGEND PLATE, EMERG. STOP A-B 800T-X621 4 CS1 LEGEND PLATE, START A-B 80OT-X559 1 CS1 ILEGEND PLATE, DOOR OBSTRUCTION RESET A-B 800T-X559 1 C!! A rCONYErOH COMPANY, WC. r,a�n muk.Aa konwr ac urwcs n am _ 1•t.. _ w R k ru �• a� �Z CS1 START GRN w EUD po BLK EMERG. STOP RED 27 CS2 EMERG. STOP RED 27 9 1/2 1CR 2CR 3CR 4CR 5CR 1TD 2TD CS3 EMERG. STOP RED 6 1/2 8 3/4 9 5/16 7 1/2 30 0 i aaiao aa�a l 50.FMCE YEL HOURMETER m q�Ou► im, 4 rCONVEYOR COR/PANY, NC. usn aar..oa wtswr at nvio, n a�n n,zvn CLAIM DEVICE #I, SANFORD MOTOR CONTROL PANEL I-_ 480V, 30, 60HZ 3.62 FLAB/30�AMP SERVICE L ITL2 L 1 J MAIN DISCONNECT AT MCP MFU 6A 1FU L1 L2 L1 L2 4FU 4FU 1/2 A LH3JH21/2 A H4 1T 1 5FU 250VA. 1 2A SE 1A X1 X2 c CS1 ; START n 3 2CR 4 1 AT 5 DISC 1 2 4A 1M 1MOL 15S 1T1 (6) (7) SOFT lITT M 1CR NCTO ~� START 1T3 I 1MT 2 HP 4 3.1 AMPS W4034 0 5 TO LINE 42 1 CR 35 I 7 6 2FU DISC 2 I 1.5A 2T1 8 DOOR CS1 C52 C53 j�M CONTROL AT DOOR #1 E-STOP E-STOP E-STOP 1 10 11 12 3FU DISC 3 10 I I 1.5A I I I 3T1 I I ! 13 1 3T2 DOOR OROL AT DOOR #2 12 1 I I 3T3 1 I I 14 1 I 14 I 1 15 16 2CR 16 18 20 22 24 26 28 1M 30 1PE 25 1M 26 32 C NO 34 CS1 DOOR OBSTRUCTION RESET 52 53 36 �OO� I 62 1 63 38 1 2 ILS 29 21-S 30 1CR 3CR 31 DOOR CLOSE 40 �°�- (70,78 iTD 33 2CR iM OL CLAIM DEVICE )V 2 42 ��---- 134 MOTOR STARTER J (30,32) NOTC a TO DISC. 1 € 35 36 1CR 37 2CR 38 2TD DOOR OBSTRUCTION 44 TIMER (48,62) 1CR START RELAY 40 1CR (4,6,40,44,46,68,76) 46 o g y 1TD (8 SEC) START DELAY (6,42) 48 2TD n NOC g 1WA START WARNING BEACON/HORN 50 1 MOL TEST 'NE 54 52 AT MCP -{L 43 ®� TST 2CR E-STOP RELAY (2,18,42.44,60,74,82) 54 1 _L 8 I - > TO LINE 6 ` E-STOP LIGHT AT CSI 56 1 I a ` a E-STOP LIGHT AT CS2 4CR 44 SCR 45 Ilk \ 58 0 ` E-STOP LIGHT AT CS3 60 2CR SCR 46 R i CLAIM AREA E-STOP LIGHT 62 2TD ALARM SILENCE n R Al / \ (AT MCP) F 43 IAT (0-3Q MIN.) (1) (2) 2 64 66 68 70 72 74 HOURMETER SYSTEM RUNNING (AT MCP) 76 AUTO STOP TIMER 78 i2) n 80 82 _ AT MCP 41 ` DOOR OBSTRUCTION a LIGHT AT MCP TST 42 ` MOTOR OVERLOAD 9 LIGHT AT MCP TST 43 4CR OVERLOAD RELAY (58) 2WA FAULT ALARM BELL AT MCP 5CR ALARM SILENCE RELAY (58,60) L1 L2 LIGHT ENERGIZED 1PE OPERATED INSTANTLY 1CR 51 -21 OPEN 3CR 52 3 CLOSE SECURITY DOOR CONTROL 53 AT DOOR #i 4 COM. 2CR 54 1 STOP 1CR 61 2 OPEN 3CR 62 3 CLOSE SECURITY DOOR CONTROL. 63 AT DOOR #2 4 COM. 2CR 64 1 STOP NOTE: BOTH DOORS - VERIFY WITH DOOR MANUFACTURER'S SCHEMATIC r--------------------------, �OrCONVEYOR COMPANY, AM EXTERNAL INTERLOCKS ARE NOT REQUIRED, I ► u.n aanwea ,arswra a urwa n am JUMPER TERMINALS #9, AND #10. I SAFETY EDGE SWITCH WILL CONNECT I e I TO TERMINALS 5, AND 6. I "° CLAIM DEVICE ql, SANFDRD # # �� ELECTRICAL SCHEMATIC L----------------------------1 s:., -- s..� 455300 ll 150252 + 1 a 5 INSTALLATION NOTES. 1. THE ELECTRICAL INSTALLATION SHALL MEET ALL FEDERAL, STATE, AND LOCAL CODES, AND THE 1993 EDITION OF THE NATIONAL ELECTRICAL CODE. 2. SYSTEM VOLTAGE IS 48OV,60 Hz, 3 PHASE. CONTROL VOLTAGE IS 120V, 60 Hz, . 1 PHASE, AND IS GROUNDED. 3. MOTOR WIRES SHALL BE A MINIMUM SIZE OF #12 AWG AND CONTROL WIRES SHALL BE #14 AWG MINIMUM. 4. USE "THHN" TYPE, 600 VOLT, STRANDED COPPER WIRE. 5. WIRE COLOR CODE SHALL BE AS FOLLOWS: INCOMING 480V SOURCE POWER: PHASE 'A' - BROWN PHASE 'B' - ORANGE PHASE 'C' - YELLOW MECHANICAL GROUND - GREEN POWER TO MOTORS - BLACK CONTROL WIRES: NEUTRAL - WHITE DC. SUCH AS CLUTCH/BRAKE) - BLUE DOOR CONTROL - BROWN ALL OTHER - RED MOTOR POWER WIRING AND CONTROL WIRING MUST BE RUN IN SEPARATE CONDUITS. 24. HOLES IN THE SIDEGUARD.. FOR PHOTO ELECTRICAL CONTRACTOR. THEY SHALL BE CENTERED 1.5 INCHES ABOVE THE I 1 PE - MOUNT 4 INCHES UPSTREAM! 2 PE - MOUNT 4 INCHES UPSTREAM I 3 PE - MOUNT 4 INCHES UPSTREAM° 4 PE - MOUNT 4 INCHES UPSTREAM` 25. LIMIT SWITCH 1 LS LOCATION - MOUN1 DOOR IS FULLY OPEN. 26. 1 COS LOCATION - MOUNT CORD OR NEAR THE BOTTOM OF THE CONVEYOF 6. ALL MOTOR WIRES SHALL BE LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THREE PHASE MOTOR WIRES CAN BE NUMBERED WITH THE MOTOR NUMBER WITHOUT REFERENCE TO PHASE. 7. ALL CONTROL WIRES ARE TO LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THE ONLY EXCEPTION IS THE NEUTRAL WIRE PROVIDED IT IS THE ONLY NEUTRAL WIRE IN THE SYSTEM. 8. MOTORS ARE THE ONLY ELECTRICAL ITEM NOT MOUNTED BY THE ELECTRICAL CONTRACTOR. ALL OTHER ELECTRICAL ITEMS SHALL BE MOUNTED BY THE ELECTRICAL CONTRACTOR. THIS INCLUDES SUCH ITEMS AS: MAIN CONTROL PANEL, CONTROL STATIONS, PHOTOEYES, AND LIMIT SWITCHES. MOUNTING BRACKETS MAY BE REQUIRED AND MUST BE PROVIDED BY THE ELECTRICAL CONTRACTOR. 9. CONDUIT SHALL NOT INTERFERE WITH MAINTENANCE ACCESS TO CONVEYOR COMPONENTS SUCH AS: PULLEYS, BEARINGS, GEARBOXES, AND CHAIN GUARDS. 10. SEALTIGHT CONDUIT SHALL BE USED AT ALL TIMES THAT MAY REQUIRE PHYSICAL ADJUSTMENT OR ARE SUBJECT TO VIBRATION SUCH AS AT: LIMIT SWITCHES, PHOTOEYES, AND MOTORS. 11. MOTOR DISCONNECTS SHALL BE MOUNTED ADJACENT TO THE MOTOR AND NO MORE THAN 3 FEET FROM THE MOTOR. 12. NO SHARP EDGES SHALL BE EXPOSED TO OPERATING PERSONNEL OR BAGGAGE. WATCH OUT FOR CONDUIT STRAPS AND SCREWS. 13. GENERAL ITEM LOCATIONS ARE INDICATED ON THE DEVICE LOCATION DIAGRAM. ALL ITEM LOCATIONS MUST BE VERIFIED WITH OR CO-ORDINATED WITH THE ERECTOR TO AVOID MOUNTING CONFLICTS. 14. MAIN CONTROL PANEL LOCATION SHOULD BE VERIFIED ON THE JOB SITE THAT WILL BE EASY FOR SERVICE AND WILL NOT INTERFERE WITH EXISTING OR FUTURE OPERATIONS. 15. OPERATOR CONTROLS AND ADVISORY DEVICE LOCATIONS SHOULD BE VERIFIED WITH THE OWNER'S REPRESENTATIVE BEFORE FINAL MOUNTING. 16. COMPRESSION TYPE CONNECTORS AND COUPLINGS SHALL BE USED WITH "EMT" CONDUIT. 17. EMT CONDUIT MAY BE USED EXCEPT IN AREAS SUBJECT TO DAMAGE OR WHERE LOCAL CODE OR AIRPORT SPECIFICATIONS REQUIRES RIGID CONDUIT. 18. TO KEEP THE NUMBER OF SNAG POINTS TO A MINIMUM, NO SCREWS ARE TO BE PLACED THROUGH THE SIDEGUARD FOR MOUNTING CONTROL DEVICES. PHOTOEYES SHALL BE PHYSICALLY MOUNTED USING UNISTRUT WELDED TO THE SIDEGUARD. 19. ALL CONTROL DEVICES SHALL BE MOUNTED ON THE CATWALK SIDE OF THE CONVEYOR FOR ACCESSIBILITY WHEN CATWALKS ARE USED. FOR EXAMPLE, INSTALL PHOTOEYE ON CATWALK SIDE OF CONVEYOR AND THE REFLECTOR ON THE NON -CATWALK SIDE. CONTROL DEVICES SHOULD ALWAYS BE INSTALLED ON THE MOST ACCESSIBLE SIDE OF THE CONVEYOR. 20. RUN CONDUIT ON THE UPPER HALF OF CONVEYOR SIDEGUARD WHEREVER POSSIBLE. 21. LIQUID TIGHT CONDUIT SHALL NOT EXCEED THREE (3) FEET. 22. PHOTOEYES SHALL BE CONNECTED WITH LIQUID TIGHT CONDUIT OF ENOUGH LENGTH FOR 2 TO 4 INCHES OF ADJUSTMENT. ;d 'I 23. POWER FEEDER WILL RUN WITHIN 20 FEET OF MAIN CONTROL PANEL BY OTHERS. (/ - CONTINUATION AND TERMINATION OF THIS POWER FEEDER SHALL BE REQUIRED. / (2PE):DOOR I-) JAM RESET)- DOOR RESET E-STOP MOTOR12E SECURITY TI- TI-4 I ,I I 'i AND REFLECTORS SHALL BE MADE BY THE j 1.25 INCHES IN DIAMETER. THESE HOLES SHALL J. HOLES SHALL BE 1.25 TO 1.50 INCHES ABOVE THE BELT. I i SECURITY DOOR ON CONVEYOR T1-5. , DISCHARGE END OF CONVEYOR T-5. DDISCHARGE END OF CONVEYOR T1-8. -DISCHARGE END OF CONVEYOR T1-10. I I I I THAT THE LIMIT SWITCH IS OPERATED WHEN THE SECURITY ED SWITCHES ALONG SIDE OF CONVEYOR T1-11, BOTH SIDES. (CS7) E-STOP I I CABLE OPERATED SWITCH (COS) 1 I (INDEX OVERRIDE) i I I Tt-11 I I 1 I i (CS6) I _ j E-STOP MCP (61r t 61r ■ 10') . 480V, 30. 6014Z. . (AIPE) INDEX 60 AMP SERVICE T1-10 ( 0 0 I I Foz 00 2V ( I - - 11-7 - - - I(IPE) AUTOSTOP !(ILS) LIMIT SWITCH (CS3) [-START -JAM LIGHARNING -DOOR OBSTRUCTION LIGHT -EMERGENCY STOP Ti-3 (m) JAM RESET E-STOP T1-9 (3PE) JAM (CS2) -START -START WARNING -EMERGENCY STOP - TI-2 TI-1 (CSI) -KEYSWBCH -START -START WARNING -EMERGENCY STOP A rCONVEWAT COMPANY, ANC. ian w.woa wusnu� oti �.ruas n a>n OUTBOUND SANF.ORD FIELD WIRING 300 1 D 150255 T w 7 a 8 INSTALLATION NOTES. ' 1. THE ELECTRICAL INSTALLATION SHALL MEET ALL FEDERAL, STATE, AND LOCAL CODES, 24. HOLES IN THE SIDEGUARD FQI AIRPORT SPECIFICATIONS, AND THE 1993 EDITION OF THE NATIONAL ELECTRICAL CODE. ELECTRICAL CONTRACTOR. THE THESE HOLES SHALL BE 1 ! 2. SYSTEM VOLTAGE IS 48OV, 30, 60 Hz. CONTROL VOLTAGE IS 120V, 10, 60 Hz, IS: LOCATION OF S AND IS GROUNDED. 1 PE - MOUUNTNT 2 2 IN CHE 3. MOTOR WIRES SHALL BE A MINIMUM SIZE OF #12 AWG AND CONTROL WIRES SHALL BE #14 AWG MINIMUM. 25. 1LS AND 2LS LOCATIONS - I SECURITY DOORS ARE FULLY 4. USE "THHN" TYPE, 600 VOLT, STRANDED COPPER WIRE. 5. WIRE COLOR CODE SHALL ,BE AS FOLLOWS: INCOMING 480V SOURCE POWER: PHASE 'A' - BROWN PHASE 'B' - ORANGE PHASE 'C' - YELLOW MECHANICAL GROUND - GREEN POWER TO MOTORS - BLACK CONTROL WIRES: NEUTRAL - WHITE DC (SUCH AS (CLUTCH/BRAKE) - BLUE DOOR CONTROL - BROWN ALL OTHER - RED MOTOR POWER WIRING AND CONTROL WIRING MUST BE RUN IN SEPARATE CONDUITS. 1PE- AUTOSTOP .• ALL CONDUIT TO BE MINIMUM 3/4" DIA. DOOR �1 •• ALL SEALTIGHT TO BE MINIMUM 1/2" DIA. 6. ALL MOTOR WIRES SHALL BE LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THREE PHASE MOTOR WIRES CAN BE NUMBERED CS1 1LS START WITH THE MOTOR NUMBER WITHOUT REFERENCE TO PHASE. DOOR RESET EMERG. STOP 7. ALL CONTROL WIRES ARE TO LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THE ONLY EXCEPTION IS THE NEUTRAL WIRE PROVIDED IT IS THE ONLY NEUTRAL WIRE IN THE SYSTEM. 8. MOTORS ARE THE ONLY ELECTRICAL ITEM NOT MOUNTED BY THE ELECTRICAL CONTRACTOR. ALL OTHER ELECTRICAL ITEMS SHALL BE MOUNTED BY THE ELECTRICAL CONTRACTOR. THIS INCLUDES SUCH ITEMS AS: MAIN CONTROL PANEL, CONTROL STATIONS, PHOTOEYES. AND LIMIT SWITCHES. MOUNTING BRACKETS MAY BE REQUIRED AND MUST BE PROVIDED BY THE ELECTRICAL CONTRACTOR. 9. CONDUIT SHALL NOT INTERFERE WITH MAINTENANCE ACCESS TO CONVEYOR COMPONENTS SUCH AS: PULLEYS. BEARINGS, GEARBOXES, AND CHAIN GUARDS. 10. SEALTIGHT CONDUIT SHALL BE USED AT ALL TIMES THAT MAY REQUIRE PHYSICAL ADJUSTMENT OR ARE SUBJECT TO VIBRATION SUCH AS AT: LIMIT SWITCHES, PHOTOEYES, AND MOTORS. 11. MOTOR DISCONNECTS SHALL BE MOUNTED ADJACENT TO THE MOTOR AND NO MORE THAN 3 FEET FROM THE MOTOR. 12. NO SHARP EDGES SHALL BE EXPOSED TO OPERATING PERSONNEL OR BAGGAGE. WATCH OUT FOR CONDUIT STRAPS AND SCREWS. 13. GENERAL ITEM LOCATIONS ARE INDICATED ON THE DEVICE LOCATION DIAGRAM. ALL ITEM LOCATIONS MUST BE VERIFIED WITH OR CO-ORDINATED WITH THE ERECTOR TO AVOID MOUNTING CONFLICTS. 14. MAIN CONTROL PANEL LOCATION SHOULD BE VERIFIED ON THE JOB SITE THAT WILL BE EASY FOR SERVICE AND WILL NOT INTERFERE WITH EXISTING OR FUTURE OPERATIONS. 15. OPERATOR CONTROLS AND ADVISORY DEVICE LOCATIONS SHOULD BE VERIFIED WITH THE OWNER'S REPRESENTATIVE BEFORE FINAL MOUNTING. 16. STEEL COMPRESSION TYPE CONNECTORS AND COUPLINGS SHALL BE USED WITH "EMT" CONDUIT. 17. EMT CONDUIT MAY BE USED EXCEPT IN AREAS SUBJECT TO DAMAGE OR WHERE STATE, OR LOCAL CODE OR AIRPORT SPECIFICATIONS REQUIRES RIGID. 18. TO KEEP THE NUMBER OF SNAG POINTS TO A MINIMUM, NO SCREWS ARE TO BE PLACED THROUGH THE SIDEGUARD FOR MOUNTING CONTROL DEVICES. PHOTOEYES SHALL BE PHYSICALLY MOUNTED USING UNISTRUT WELDED TO THE SIDEGUARD. 19.' ALL CONTROL DEVICES SHALL BE MOUNTED ON THE CATWALK SIDE OF THE CONVEYOR FOR ACCESSIBILITY WHEN CATWALKS ARE USED. FOR EXAMPLE. INSTALL PHOTOEYE ON CATWALK SIDE OF CONVEYOR AND THE REFLECTOR ON THE NON -CATWALK SIDE. CONTROL DEVICES SHOULD ALWAYS BE INSTALLED ON THE MOST ACCESSIBLE SIDE OF THE CONVEYOR. 20. RUN CONDUIT ON THE UPPER HALF OF CONVEYOR SIDEGUARD WHEREVER POSSIBLE. 21. LIQUID TIGHT CONDUIT SHALL NOT EXCEED THREE (3) FEET 22. PHOTOEYES SHALL BE CONNECTED WITH LIQUID TIGHT CONDUIT OF ENOUGH LENGTH FOR 2 TO 4 INCHES OF ADJUSTMENT. 23. POWER FEEDER WILL RUN WITHIN 20 FEET OF MAIN CONTROL PANEL BY OTHERS. - CONTINUATION AND TERMINATION OF THIS POWER FEEDER SHALL BE REQUIRED. )TOEYES AND REFLECTORS SHALL BE MADE BY THE ALL BE 1.25 INCHES IN DIAMETER. S ABOVE THE BELT. [TREAM OF SECURITY DOOR #1. SO THAT LIMIT SWITCHES ARE ACTIVATED WHEN THE 111. f—I.. .. in"W .. ,n•nN 3 . STOP CS2 m EMERG. STOP 46 47 leg - ® CONVEYOR COMPANY, INC. �aii soun.ma wusnw a uvucs, n am w ..a 1.4.0 1.4.1 N +f 455300 INBOUND BAGGAGE CLAIM DEVICE SANFORD, FL. DESCRIPTION OF CONTROLS AND OPERATION SYSTEM OVERVIEW The inbound, passenger bag claim is a closed loop, flat plate, conveying device. It is designed to carry luggage from the bag -loading area at airside to airline customers in the bag claim lobby. Power for claim system motors is distributed from and controlled by the motor control panel (MCP). Operator controls are found at several control stations (CS) and on the MCP door. An electronic soft -start module is incorporated to control the acceleration and starting torque of the claim device motor. This feature assures shock -free starts. EMERGENCY STOP (E-STOP) push buttons are placed at strategic locations around the flat plate conveyor in the claim area and at the load point control station. Four pilot lights and two operator controlled push buttons are located on the MCP door. The flat plate- claim enters and exits the claim lobby through two motor -driven security doors. Door opening and closing is controlled by the MCP. Each security door is equipped with a safety edge switch which raises the door to prevent bag or door damage in the event that a bag interrupts door closure. OPERATOR CONTROLS The purpose and function of the control devices located in the various control stations are as follows: A. START Push Button - Located at control station CS1 in the flat plate load area. Momentary operation of this push button starts the claim device. B. DOOR OBSTRUCTION RESET Pushbutton - If an obstruction is encountered while the doors are closing, the door will reverse and travel back up to the upper limit. A door obstruction light will be illuminated at the MCP, and the fault alarm will activate. Once the obstruction has been cleared, depressing this pushbutton will cause the door to close. 1 C. EMERGENCY STOP (E-STOP) Push Button - This is a push-pull, mushroom -head button. E-STOPs are placed at strategic locations around the flat plate claim device. When an E-STOP button is pushed, the light in the button will illuminate. An additional E-STOP is located at the load station, CS1. D. ALARM SILENCE Push Button - Momentary operation of this button silences the Door Obstruction/Over- load/E-STOP alarm bell until the problem has been corrected or reset. This button is located on the door of the MCP. E. MOTOR OVERLOAD Light - When illuminated, this blue light indicates that a motor has been overloaded causing its starter overload relay to trip. When the light is illuminated, the claim will not run. the light is located on the door of the MCP. F. SYSTEM RUNNING Light - When this green light is illuminated, the claim device motor is powered and the claim is running. The light is located on the MCP door. G. DOOR OBSTRUCTION Light - When this white light is illuminated, it indicates that a safety edge switch on the security door has encountered an object as the door closed thus causing the door to reverse direction and. move to the fully raised (open) position. The light is located on the MCP door. H. I. MW CLAIM AREA E-STOP Light - Actuation of any claim area E-STOP push button will cause the light to illuminate. It is located on the MCP door. TEST Push Button - Located on the MCP door. When the test button is pushed the following will occur. 1. The flashing beacon/horn in the claim area is powered. 2. The fault alarm bell rings. 3. All the pilot lights on the MCP door are powered for bulb -check purposes. HOURMETER - Located on the MCP door. This meter indicates the amount of time the claim device has operated. 2 1.4.2 ALARMS, SENSORS, AND DISCONNECTS A. Alarms 1. Start -Up Alarm- A horn sounds and flashing beacon light is illuminated in the passenger area to alert personnel that the claim device is about to start. 2. Fault Alarm Bell - A bell is energized to alert personnel that a lowering security door has encountered an obstruction, a motor has been overloaded tripping the starter overload relay or that an EMERGENCY STOP button has been depressed. B. Photoelectric (PE) Sensor Auto -Stop (1PE) - This sensor operates instantaneously on sensing passing bags. When no bags break the sensor beam within a preset time, the auto -stop timer will time out stopping the claim device. C. Limit Switch (LS) - US and 2LS electrical contacts transfer to the closed position when security doors #1 and #2 reach the fully -raised (open) position. This enables the start control circuit, powering the claim device motor. D. Motor Control Panel (MCP) Disconnect Switch - The MCP has an external switch handle to disconnect motor and control power from panel components prior to opening the panel doors. l.1 WIRES CONNECTED TO THE INPUT OF THE DISCONNECT SWITCH REMAIN ELECTRICALLY ENERGIZED!! ONLY QUALIFIED ELECTRICIANS SHOULD OPEN PANEL DOORS!! The MCP disconnect switch handle can be locked in the OFF position when maintenance/repair work is being performed on the claim device. E. Motor Safety Disconnect Switch (DISC) - A lockable DISC is provided for each drive motor. This localized power disconnect should be OFF when work is being done on equipment associated with the motor. Lock the switch OFF for added security. 3 2.2 2.3 DETAILED DESCRIPTION OF OPERATION FOR CLAIM DEVICE A. Pre -Start Conditions 1. The MCP Disconnect Switch must be ON. 2. All motor DISC switches must be ON. (near motors). 3. All E-STOP push-pull switches must be pulled out. (illuminated light off). 4. All motor overloads must be in the reset position. B. Start -Up 1. Depressing the push-start button on control station CS1 will activate start relay 1CR and energize start delay timer 1TD. 2. Start-up warning horn and flashing beacon located in the public area is energized. Motor starters for security door '1 and #2 actuate to power the security doors to the OPEN positions. Limit Switches 1LS and 2LS insure -that doors are fully OPEN prior to claim device START. 3. Timer 1TD times out to silence the start-uo warning alarm. 4. A normally open 1TD delayed contact energizes 1M starter coil through the security door OPEN limit switches, starting the claim drive motor. An electronic soft start, 1SS, provides reduced motor torque on start followed by controlled acceleration to operating speed. This protects the drive mechanism and conveyor from unnecessary start-up shock. CLAIM UNIT SHUTDOWN A. Automatic Claim Unit Shutdown (Auto -Stop) Auto -stop photoeye 1PE scans the claim unit and senses each bag as it passes. When the photoeye does not sense a bag for a pre-set (adjustable) period of time, the auto -stop timer times out to stop the claim unit and close the security doors. 4 B. EMERGENCY STOP 1. Depressing an E-STOP push button will immediately stop the claim unit, as well as any motion of the security doors. The E-STOP light in the activated button will illuminate along with an E-STOP light on the MCP door. An alarm bell on the MCP will ring. The alarm bell can be turned Off by pressing the ALARM SILENCE button on the MCP door. 2. After an emergency is cleared, the claim unit may be restarted by resetting the EMERGENCY STOP push button and depressing the START button at the airside control station, CS1. C. Motor Overload Shutdown When the claim unit motor becomes overloaded, the associated motor overload relay trips, stopping the motor. A blue light on the MCP door illuminates and an alarm bell rings. The alarm bell can be turned OFF by pressing the ALARM SILENCE button on the MCP door. Reset the motor overload relay as follows: 1. Move the main disconnect handle on the MCP door to OFF. WARNING! VOLTAGE POTENTIALS IN THIS MOTOR CONTROL PANEL CAN CAUSE SERIOUS OR FATAL INJURY!! 2. Open the MCP door and identify the motor starter overload relay that has tripped. When tripped, an optical indicator becomes visible in a window on the overload relay. 3. Wait approximately two minutes (cooling time) before pressing the reset button on the overload relay. WARNING! THE CONDITION WHICH CAUSED THE MOTOR TO BE OVERLOADED MUST BE CORRECTED BEFORE RE -STARTING THE MOTOR!! 5 4. Close the MCP door connect handle to ON. start by pressing the station CS1. 2.4 DOOR OBSTRUCTION CONTROL and move the main dis- Begin a normal system START button at control A. Security Door Obstructed by Baggage 1. The door will move down toward its CLOSED position until a safety edge switch, mounted on the bottom of the door, detects an obstruction. The door will immediately reverse and go to the raised (OPEN) position. 2. The DOOR OBSTRUCTION light on the MCP door will illuminate to announce the condition and an alarm bell on the MCP will ring. The alarm can be turned OFF by pressing the ALARM SILENCE button on the MCP door. 3. After removing the obstruction from the security door opening, the doors may be closed by three means: 1. Push the Door Obstruction Reset Pushbutton at the airside control station, CS1. 2. Push the START button at CS1. The claim unit will start (after the normal start delay) and the DOOR OBSTRUCTION light will go out. The claim unit can be allowed to run until it times out (Auto -Stop) and the doors automatically close. 3. Push the START button at CS1. The claim unit will start (after the normal start delay) and the DOOR OBSTRUCTION light will go out. The E-STOP at CS1 can be depressed and immediately pulled out to its normal position. The claim.unit will stop and the doors automatically close. i i I i f F_ r �� ® CONVEYOR comp r, lNfw ran ioua.koa wusnua a. uvwci n sxrn Z e �.ke w k0. CLAIM DEVICE #1, SANFURD PARTS LIST " ^ 455300 D 150252 a s PARTS FOR MOTOR CONTROL PANEL MCP PARTS LIST, REMOTE ITEMS DESIGNATION DESCRIPTION MFG MFG PART OTY DESIGNATION DESCRIPTION MFG MFG PART OTY MCP CABINET 30" X 30" X 8" HOFFMAN A-303008-LP 1 MCP BACK PANEL HOFFMAN A-30P30 t DISC DISCONNECT SWITCH, 30A ALLEN-BRADLEY A-B 1494R-N30 t PE REFLECTOR, 3 INCH PHOTOSWITCH 92-39 1 1 1T CONTROL TRANSFORMER, 150VA ACME TA-2-81212 1 1 PE UNIVERSAiss LITTLFFUSF L MTG ASSY, 5000 PHOTOSWITCH 60-1785 2 MFU 1FU FUSEHOLDER LITTLEFUSE LR60030-3C 2 2FU,3FU FUSEHOLDER LITTLEFUSE L60030M-3C 2 4FU FUSEHOLDER LITTLEFUSE L60030M-2C 1 SFU FUSEHOLDER LITTLEFUSE L60030M-1C 2 1,2LS LIMIT SWITCH, ARM ALLEN-BRADLEY 802T-W36 2 1M MOTOR STARTER, SIZE 0 A-B 509-ADD 1 1 DISC DISCONNECT SWITCH, 3 PHASE SQUARED HU361 1 4,5CR CONTROL RELAY A-B 700-P200A1 2 3CR CONTROL RELAY A-B 700-P600A1 1 1,2CR CONTROL RELAY A-B 700-P800A1 2 1 T CONTROL RELAY W PNEUMATIC TIMER A- 7 -PPTA1 1AT RESET TIMER EAGLE SIGNAL BR19A6 1 2WA ALARM BELL, 120V AC EDWARDS 340-4N5 1 LEGEND PLATE, CLAIM E-STOP A-B 80OT-X559 t LEGEND PLATE, MOTOR OVERLOAD A-B 80OT-X559 i LEGEND PLATE, ALARM SILENCE A-B 80OT-X559 1 LEGEND PLATE, LAMP/ALARM TEST q-g 80OT-X559 1 LEGEND PLATE, SYSTEM RUNNING A-B 80OT-X559 1 LEGEND PLATE, DOOR OBSTRUCTION A-B 80OT-X559 1 ELECTRONIC SOFTSTART MOTORTRONICS HV1-43-P 1 AUXILIARY OVERLOAD CONTACT (i N.O.) q-g 595-A02 1 PUSHBUTTON SWITCH, BLK, 1 N.O. CONTACT A-B 80OT-A2D1 1 PUSHBUTTON SWITCH,. BLK, 2 N.O. CONTACT 80OT-A2A2 CONTACT BLOCK FOR ABOVE 1N.0. A-B 80OT-XD1 1 MFU FUSE 600V 6A LITTLEFUSE FLSR-6 3 iFU FUSE, 600V, 4A LITTLEFUSE FLSR-4 3 2 3FU FUSE 600V i t 2A LITTLEFUSIT CCMR-1 1 2 4fU FUSE SOOV 1 2A LITTLEFUSE FLO-i 2 2 FUSE, 250V, 2A FLM-2 1 PILOT LIGHT, 120 AC, RED A-B 80OT-PDT16R 1 PILOT LIGHT, 120 AC, BLUE - 80OT-PDT16B i PILOT LIGHT, 120 AC, GREEN A- 80OT-PDT16G 1 PARTS LIST, REMOTE ITEMS DESIGNATION DESCRIPTION MFG MFG PART OTY DESIGNATION DESCRIPTION MFG MFG PART OTY MCP CABINET 30" X 30" X 8" HOFFMAN A-303008-LP 1 MCP BACK PANEL HOFFMAN A-30P30 t DISC DISCONNECT SWITCH, 30A ALLEN-BRADLEY A-B 1494R-N30 t PE REFLECTOR, 3 INCH PHOTOSWITCH 92-39 1 1 1T CONTROL TRANSFORMER, 150VA ACME TA-2-81212 1 1 PE UNIVERSAiss LITTLFFUSF L MTG ASSY, 5000 PHOTOSWITCH 60-1785 2 MFU 1FU FUSEHOLDER LITTLEFUSE LR60030-3C 2 2FU,3FU FUSEHOLDER LITTLEFUSE L60030M-3C 2 4FU FUSEHOLDER LITTLEFUSE L60030M-2C 1 SFU FUSEHOLDER LITTLEFUSE L60030M-1C 2 1,2LS LIMIT SWITCH, ARM ALLEN-BRADLEY 802T-W36 2 1M MOTOR STARTER, SIZE 0 A-B 509-ADD 1 1 DISC DISCONNECT SWITCH, 3 PHASE SQUARED HU361 1 4,5CR CONTROL RELAY A-B 700-P200A1 2 3CR CONTROL RELAY A-B 700-P600A1 1 1,2CR CONTROL RELAY A-B 700-P800A1 2 1 T CONTROL RELAY W PNEUMATIC TIMER A- 7 -PPTA1 1AT RESET TIMER EAGLE SIGNAL BR19A6 1 2WA ALARM BELL, 120V AC EDWARDS 340-4N5 1 LEGEND PLATE, CLAIM E-STOP A-B 80OT-X559 t LEGEND PLATE, MOTOR OVERLOAD A-B 80OT-X559 i LEGEND PLATE, ALARM SILENCE A-B 80OT-X559 1 LEGEND PLATE, LAMP/ALARM TEST q-g 80OT-X559 1 LEGEND PLATE, SYSTEM RUNNING A-B 80OT-X559 1 LEGEND PLATE, DOOR OBSTRUCTION A-B 80OT-X559 1 ELECTRONIC SOFTSTART MOTORTRONICS HV1-43-P 1 AUXILIARY OVERLOAD CONTACT (i N.O.) q-g 595-A02 1 PUSHBUTTON SWITCH, BLK, 1 N.O. CONTACT A-B 80OT-A2D1 1 PUSHBUTTON SWITCH,. BLK, 2 N.O. CONTACT 80OT-A2A2 CONTACT BLOCK FOR ABOVE 1N.0. A-B 80OT-XD1 1 MFU FUSE 600V 6A LITTLEFUSE FLSR-6 3 iFU FUSE, 600V, 4A LITTLEFUSE FLSR-4 3 2 3FU FUSE 600V i t 2A LITTLEFUSIT CCMR-1 1 2 4fU FUSE SOOV 1 2A LITTLEFUSE FLO-i 2 2 FUSE, 250V, 2A FLM-2 1 PILOT LIGHT, 120 AC, RED A-B 80OT-PDT16R 1 PILOT LIGHT, 120 AC, BLUE - 80OT-PDT16B i PILOT LIGHT, 120 AC, GREEN A- 80OT-PDT16G 1 CS1 PUSHBUTTON SWITCH, BLACK 2 N.O. A-B 800T-A2D2 t :S' START 80GRN BLK EMERG. STOP RED V) a z 2 m rw- N m t- N 27 3 3 J Q Z d' F m 27 �— 9 1/2 1CR 2CR 3CR 4CR 5CR 1TD 2TD CS2 CS3 EMERG. STOP EMERG. STOP La ORED i 6 1/2 8 3/4 r 9 5/16 7 1/2 30 L ea3l�a0 calla / Ii U u 10 I- 480V, 30, 60HZ 3.62 F�LA/30 AMP SERVICE LI1 L20 1 b b 1 J MAIN DISCONNECT AT MCP MFU 6A 1FU DISC 1 2 4A 1M 1MOL 1SS Ei��. Ej�3BPS 4 1H W40 E TO LINE 42 35 6 2FU DISC 2 1.5A 2T1 g 12�TT2 DOORAT CONTROL DOOR 1 I 3FU , DISC 3 10 1.5A 1 �3T1 _ 3T2 DOOR ONTROL AT DOOR #2 72 3T3 I 14 L1 L2 16 18 20 22 24 26 28 30 32 34 36 38 1 1' L7 L2 4FU 4FU 1/2 A H3 H2 1/2 A H1 H4 1T 5FU 250VA, PR1 480V 2A =:SEC 120V 2 2 1 2 1LS 29 21-S 30 1CR 31 3CR DOOR CLOSE 40 7771TD (70,78) 32CR 1M OL CLAIM DEVICE 42 I �----Q34 MOTOR STARTER NOTC TO DISC. 1 2 35 (30,32) 44 36 1CR 37 2CR 38 2TD DOOR OBSTRUCTION ZJ— TIMER (48,62) START RELAY 40 1CR ;4,6,40,44,46,68,76) 46 START DELAY 2TD 41 / DOOR OBSTRUCTION L,42) 48 a LIGHT AT MCP n A NOTC TIT 43 / START WARNING 1MOL 42 / MOTOR OVERLOAD BEACON/HORN 50 s LIGHT AT MCP TEST TST 43 / \ AT MCP 4CR 52 3 TST OVERLOAD RELAY I (58) E—STOP RELAY 1 i 8 o— > TO LINE 6 (2,18,42,44,60.74,82) 54 I 1 E—STOP LIGHT 1 AT CS1 56 E—STOP LIGHT 4CR 44 SCR AT CS2 58 E—STOP LIGHT 2CR 5CR 4 AT CS3 60 CLAIM AREA ALARM SILENCE E—STOP LIGHT 2TD n (AT MCP) 62 AT MCP NOTC 64 2WA FAULT ALARM BELL AT MCP 5CR ALARM SILENCE RELAY (58,60) L1 L2 LIGHT ENERGIZED 66 1PE OPERATED INSTANTLY 1CR 51 68 ! @ 2 OPEN 3CR 52 70 3 CLOSE SECURITY DOOR CONTROL 53 AT DOOR #1 72 @ 4 COM. 74 2CR 54 HOURMETER 1 STOP SYSTEM RUNNING 1CR 61 (AT MCP) 76 ii @ 2 OPEN 3CR 62 TO STOP TIMER 78 3 CLOSE SECURITY AUTO DOOR CONTROL AT DOOR #2 A 63 80 4 COM. 2CR 64 82 1 STOP NOTE: BOTH DOORS — VERIFY WITH DOOR MANUFACTURER'S SCHEMATIC EXTERNAL INTERLOCKS ARE NOT REQUIRED, , ��CONVEYDR COMPANY, /IVC. I I inn mnwoa �ouswa ac nrwa n sin I JUMPER TERMINALS #9, AND #10. I I 1im I SAFETY EDGE SWITCH WILL CONNECT I ., e CLAIM DEVICE H1, SANFORD TO TERMINALS #5, AND #6. 1 ELECTRICAL SCHEMATIC 1---------------------------J vroo .. _ '- .= '- 455300 D 150252 I a 5 INSTALLATION NOTES. 1. THE ELECTRICAL INSTALLATION SHALL MEET ALL FEDERAL, STATE, AND LOCAL CODES, 24. HOLES IN THE SIDEGUARDJOR PHOTOEYES AND REFLECTORS SHALL BE MADE BY THE AND THE 1993 EDITION OF THE NATIONAL ELECTRICAL CODE. ELECTRICAL CONTRACTOR. THEY SHALL BE 1.25 INCHES IN DIAMETER. THESE HOLES SHALL BE CENTERED 1.5 INCHES ABOVE THE BELT. HOLES SHALL BE 1.25 TO 1.50 INCHES ABOVE THE BELT. 2. SYSTEM VOLTAGE IS 480V,60 Hz, 3 PHASE. CONTROL VOLTAGE IS 120V, 60 Hz, . . 1 PHASE, AND IS GROUNDED. 1 PE SECURITY 3. MOTOR WIRES SHALL BE A MINIMUM SIZE OF j/12 AWG AND CONTROL WIRES SHALL BE 14 AWG MINIMUM. - MOUNT 4 INCHES UPSTREAM OF DOOR ON CONVEYOR T1-5.2-PE - MOUNT 4 INCHES UPSTREAM OF DISCHARGE END OF CONVEYOR T-5. 3 PE - MOUNT 4 INCHES UPSTREAM OFbISCHARGE END OF CONVEYOR T1-8. 4. USE "THHN" TYPE, 600 VOLT, STRANDED COPPER WIRE. 4 PE - MOUNT 4 INCHES UPSTREAM OF. DISCHARGE END OF CONVEYOR T1-10. 5. WIRE COLOR CODE SHALL BE AS FOLLOWS: INCOMING 480V SOURCE POWER: 25. LIMIT SWITCH 1 LS LOCATION -- MOUNT SCj THAT THE LIMIT SWITCH IS OPERATED WHEN THE SECURITY PHASE 'A' - BROWN DOOR IS FULLY OPEN. - PHASE 'B' - ORANGE }' PHASE 'C' - YELLOW MECHANICAL GROUND - GREEN 26. 1 COS LOCATION - MOUNT CORD OPERATED SWITCHES ALONG SIDE OF CONVEYOR T1-11, POWER TO MOTORS - BLACK NEAR THE BOTTOM OF THE CONVEYOeNON; BOTH SIDES. CONTROL WIRES: NEUTRAL - WHITE t. DC SUCH AS CLUTCH/BRAKE) - BLUE DOOR CONTROL - BROWN ALL OTHER - RED -- MOTOR POWER WIRING AND CONTROL WIRING MUST BE RUN IN SEPARATE CONDUITS., E-STOP 6. ALL MOTOR WIRES SHALL BE LABELED AT EACH END AND AT ALL SPLICES WITH THE> NUMBER AS ASSIGNED ON THE SCHEMATIC. THREE PHASE MOTOR WIRES CAN BE NUMBERED y` WITH THE MOTOR NUMBER ,WITHOUT REFERENCE TO PHASE. F ii CABLE OPERATED SWITCH (COS) I I 7. ALL CONTROL WIRES ARE TO LABELED AT EACH END'' AND AT ALL SPLICES WITH THE (INDEX OVERRIDE) NUMBER AS ASSIGNED ON THE SCHEMATIC. THE ONLY EXCEPTION IS THE NEUTRAL WIRE PROVIDED IT IS THE ONLY NEUTRAL WIRE IN THE SYSTEM. 8. MOTORS ARE THE ONLY ELECTRICAL ITEM NOT MOUNTED BY THE ELECTRICAL CONTRACTOR. i I Tt-It ALL OTHER ELECTRICAL ITEMS SHALL BE MOUNTED BY THE ELECTRICAL CONTRACTOR. THIS INCLUDES SUCH ITEMS AS: MAIN CONTROL PANEL, CONTROL STATIONS, PHOTOEYES, AND LIMIT SWITCHES. MOUNTING BRACKETS MAY BE REQUIRED AND MUST BE PROVIDED BY THE ELECTRICAL CONTRACTOR. Y 9. CONDUIT SHALL NOT INTERFERE WITH MAINTENANCE ACCESS TO CONVEYOR COMPONENTS (CS6) I SUCH AS: PULLEYS, BEARINGS, GEARBOXES, AND CHAIN GUARDS. E-STOP MCP (60 x 6cr : I( ) I 48OV 3060HZ 10. SEALTIGHT CONDUIT- SHALL BE USED AT ALL TIMES THAT MAY REQUIRE PHYSICAL ADJUSTMENT - - - - (IPE) INDEX .� 60 AMP SERVICE - OR ARE SUBJECT TO VIBRATION SUCH AS AT: LIMIT SWITCHES, PHOTOEYES, AND MOTORS. Si 11. MOTOR DISCONNECTS SHALL BE MOUNTED ADJACENT TO THE MOTOR AND NO MORE THAN 9 I 3 FEET FROM THE MOTOR. W 12. NO SHARP EDGES SHALL BE EXPOSED TO OPERATING PERSONNEL OR BAGGAGE. 0 oZ WATCH OUT FOR CONDUIT STRAPS AND SCREWS. I 0o 13. GENERAL ITEM LOCATIONS ARE INDICATED ON THE DEVICE LOCATION DIAGRAM. ALL ITEM - LOCATIONS MUST BE VERIFIED WITH OR CO-ORDINATED WITH THE ERECTOR TO AVOID MOUNTING CONFLICTS. O (2PE) JAM - JAM RESET 14. MAIN CONTROL PANEL LOCATION SHOULD BE VERIFIED ON THE "JOB SITETHATWILL - E-STop BE EASY FOR SERVICE AND WILL NOT INTERFERE WITH EXISTING OR FUTURE OPERATIONS. (cS4) 15. - - _ - OPERATOR CONTROLS AND ADVISORY DEVICE LOCATIONS SHOULD BE. VERIFIED WITH THE JAM RESET ,T1-6 { DOOR RESET _ q - - Tt-7 - - - - - - TI-8 - E-STOP t_y - OWNER'S REPRESENTATIVE BEFORE FINAL MOUNTING. 16. COMPRESSION TYPE CONNECTORS AND COUPLINGS SHALL BE USED WITH "EMT' CONDUIT. .. MOTORIZED (I PE) AUTOSTOP - (3PE) JAM 17. EMT CONDUIT MAY BE USED EXCEPT IN AREAS SUBJECT TO DAMAGE OR WHERE LOCAL SECURITY DOOR -(1 LS) LIMIT SWITCH - CODE OR AIRPORT SPECIFICATIONS REQUIRES RIGID CONDUIT. 18. TO KEEP THE NUMBER OF SNAG POINTS TO A MINIMUM, NO SCREWS ARE TO BE PLACED' THROUGH THE SIDEGUARD FOR MOUNTING CONTROL DEVICES. PHOTOEYES SHALL BE PHYSICALLY MOUNTED USING UNISTRUT WELDED TO THE SIDEGUARD. T1-s - - Ij CS3) (CS2) (CSI). 19. ALL CONTROL DEVICES SHALL BE MOUNTED ON THE CATWALK SIDE OF THE CONVEYOR FOR I - -START START -KEYSWITCH ACCESSIBILITY WHEN CATWALKS ARE USED. FOR EXAMPLE, INSTALL PHOTOEYE ON CATWALK -START WARNING -START WARNING + -JAM uGHr -EMERGENCY STOP -START WARNING -START wARr+wc SIDE OF CONVEYOR AND THE REFLECTOR ON THE NON -CATWALK SIDE. CONTROL DEVICES -JAM OBSTRUCTION LIGHT EMERGENCY STOP SHOULD ALWAYS BE INSTALLED ON THE MOST ACCESSIBLE SIDE OF THE CONVEYOR. -EMERGENCY STOP 20. RUN CONDUIT ON THE UPPER HALF OF CONVEYOR SIDEGUARD WHEREVER POSSIBLE. TI-4� 21. LIQUID TIGHT CONDUIT SHALL' NOT EXCEED THREE (3) FEET: ' n-3 n-z n-I 22. PHOTOEYES SHALL BE CONNECTED WITH LIQUID TIGHT CONDUIT OF ENOUGH LENGTH FOR 2 TO. 4 INCHES OF ADJUSTMENT. Cffany 23. POWER FEEDER WILL RUN WITHIN 20 FEET OF MAIN CONTROL PANEL BY OTHERS. t [ - CONTINUATION AND TERMINATION OF THIS POWER FEEDER SHALL BE REQUIRED. // f.9-9"49 coMVErOR COMPAar, AM G- ej ` uan awn.ma .�„x.. ox. uv.az n mn e OUTBOUND SANFORD - - - - . - FIELD WIRING " " 455300 D 150255 7 a 8 1. 2. 3. 4. 5. 6. 7. 8. 9. 10 11 INSTALLATION NOTES. THE ELECTRICAL INSTALLATION SHALL MEET ALL FEDERAL, STATE, AND LOCAL CODES, AIRPORT SPECIFICATIONS, AND THE 1993 EDITION OF THE NATIONAL ELECTRICAL CODE. SYSTEM VOLTAGE IS 48OV, 30. 60 Hz. CONTROL VOLTAGE IS 120V, 10, 60 Hz, AND IS GROUNDED. MOTOR WIRES SHALL BE A MINIMUM SIZE OF #12 AWG AND CONTROL WIRES SHALL BE #14 AWG MINIMUM. USE "THHN" TYPE, 600 VOLT, STRANDED COPPER WIRE. WIRE COLOR CODE SHALL BE AS FOLLOWS: INCOMING 480V SOURCE POWER: PHASE 'A' - BROWN PHASE 'B' - ORANGE PHASE 'C' - YELLOW MECHANICAL GROUND - GREEN POWER TO MOTORS - BLACK CONTROL WIRES: NEUTRAL - WHITE DC SUCH AS CLUTCH/BRAKE) - BLUE DOOR CONTROL - BROWN ALL OTHER - RED MOTOR POWER WIRING AND CONTROL WIRING MUST BE RUN IN SEPARATE CONDUITS. - ALL CONDUIT TO BE MINIMUM 3/4" DIA. - ALL SEALTIGHT TO BE MINIMUM 1/2" DIA. ALL MOTOR WIRES SHALL BE LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THREE PHASE MOTOR WIRES CAN BE NUMBERED WITH THE MOTOR NUMBER WITHOUT REFERENCE TO PHASE. ALL CONTROL WIRES ARE TO LABELED AT EACH END AND AT ALL SPLICES WITH THE NUMBER AS ASSIGNED ON THE SCHEMATIC. THE ONLY EXCEPTION IS THE NEUTRAL WIRE PROVIDED IT IS THE ONLY NEUTRAL WIRE IN THE SYSTEM. MOTORS ARE THE ONLY ELECTRICAL ITEM NOT MOUNTED BY THE ELECTRICAL CONTRACTOR. ALL OTHER ELECTRICAL ITEMS SHALL BE MOUNTED BY THE ELECTRICAL CONTRACTOR. THIS INCLUDES SUCH ITEMS AS: MAIN CONTROL PANEL, CONTROL STATIONS, PHOTOEYES. AND LIMIT SWITCHES. MOUNTING BRACKETS MAY BE REQUIRED AND MUST BE PROVIDED BY THE ELECTRICAL CONTRACTOR. CONDUIT SHALL NOT INTERFERE WITH MAINTENANCE ACCESS TO CONVEYOR COMPONENTS SUCH AS: PULLEYS, BEARINGS, GEARBOXES. AND CHAIN GUARDS. . SEALTIGHT CONDUIT SHALL BE USED AT ALL TIMES THAT MAY REQUIRE PHYSICAL ADJUSTMENT OR ARE SUBJECT TO VIBRATION SUCH AS AT: LIMIT SWITCHES, PHOTOEYES, AND MOTORS. MOTOR DISCONNECTS SHALL BE MOUNTED ADJACENT TO THE MOTOR AND NO MORE THAN 3 FEET FROM THE MOTOR. 12. NO SHARP EDGES SHALL BE EXPOSED TO OPERATING PERSONNEL OR BAGGAGE. WATCH OUT FOR CONDUIT STRAPS AND SCREWS. 13. GENERAL ITEM LOCATIONS ARE INDICATED ON THE DEVICE LOCATION DIAGRAM. ALL ITEM LOCATIONS MUST BE VERIFIED WITH' OR CO-ORDINATED WITH THE ERECTOR TO AVOID MOUNTING CONFLICTS. 14. MAIN CONTROL PANEL LOCATION SHOULD BE VERIFIED ON THE JOB SITE THAT WILL BE EASY FOR SERVICE AND WILL NOT INTERFERE WITH EXISTING OR FUTURE OPERATIONS. 15. OPERATOR CONTROLS AND ADVISORY DEVICE LOCATIONS SHOULD BE VERIFIED WITH THE OWNER'S REPRESENTATIVE BEFORE FINAL MOUNTING. 16. STEEL COMPRESSION TYPE CONNECTORS AND COUPLINGS SHALL BE USED WITH "EMT" CONDUIT. 17. EMT CONDUIT MAY BE USED EXCEPT IN AREAS SUBJECT TO DAMAGE OR WHERE STATE, OR LOCAL CODE OR AIRPORT SPECIFICATIONS REQUIRES RIGID. 18. TO KEEP THE NUMBER OF SNAG POINTS TO A MINIMUM, NO SCREWS ARE TO BE PLACED THROUGH THE SIDEGUARD FOR MOUNTING CONTROL DEVICES. PHOTOEYES SHALL BE PHYSICALLY MOUNTED USING UNISTRUT WELDED TO THE SIDEGUARD. 19. ALL CONTROL DEVICES SHALL BE MOUNTED ON THE CATWALK SIDE OF THE CONVEYOR FOR ACCESSIBILITY WHEN CATWALKS ARE USED. FOR EXAMPLE, INSTALL PHOTOEYE ON CATWALK SIDE OF CONVEYOR AND THE REFLECTOR ON THE NON -CATWALK SIDE. CONTROL DEVICES SHOULD ALWAYS BE INSTALLED ON THE MOST ACCESSIBLE SIDE OF THE CONVEYOR. 20. RUN CONDUIT ON THE UPPER HALF OF CONVEYOR SIDEGUARD WHEREVER POSSIBLE. 21. LIQUID TIGHT CONDUIT SHALL NOT EXCEED THREE (3) FEET. 22. PHOTOEYES SHALL BE CONNECTED WITH LIQUID TIGHT CONDUIT OF ENOUGH LENGTH FOR 2 TO 4 INCHES OF ADJUSTMENT. 23. POWER FEEDER WILL RUN WITHIN 20 FEET OF MAIN CONTROL PANEL BY OTHERS. - CONTINUATION AND TERMINATION OF THIS POWER FEEDER SHALL BE REQUIRED. i( 24. HOLES IN THE SIDEGUARD FOR 'HOTOEYES AND REFLECTORS SHALL BE MADE BY THE ELECTRICAL CONTRACTOR. THEY SHALL BE 1.25 INCHES IN DIAMETER. THESE HOLES SHALL BE 1.5 INCHES ABOVE THE BELT. LOCATION OF PHOTOEYE IS: 1PE - MOUNT 2 INCHES UPSTREAM OF SECURITY- DOOR #1. I 25. 1 LS AND 2LS LOCATIONS - MOUNT SO THAT LIMIT SWITCHES ARE ACTIVATED WHEN THE SECURITY DOORS ARE FULLY OP,'_N. 1 PE- CS1 START DOOR RESET EMERG. STOP I 3 STOP ui LLui z d z Z 0 LLI m -j W 9 0 p 0 < D a 0 0 -1 w a 0 0 -i m w w 2 0 ft Cc ui CL Q ("N ' Ki F- 0 0 '�I (.) z w W W cc z 0 0 w 2 w w W w ui LU LL U- U. EL Q O < w LL — ,37�0—c -CI w -J 5 ' LLI CQ U) w 94 a: cr > JIj cr F- cr Z Z < Z W w Nr cc z UJ UJ CL F- 0 CL cc z cc, CC F- < CC z 0 5 cc D J. - 0 (L .I S Lu C3 F 0 cy z cr 0 w. Y cc w 0 (wr 'W' -j Bl 0 F- z z LL z IZ," F- 0 WOO, C) U) 9 z w WJ 7 0 U) fr w < w L M w W P: w w m w w w w w 0 . X— w F- a: cc z a: z F- Cc z :E cc z W CC F- 0 (-) Q� (L > Z 0 0 S 0 w 0 0 U) z 0 o Lij w 0 K-W Q- Z < 2 0 0 0 a 3: CL U) U. W (L 0. a. —4 < a. CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS QA)&- R C& u Q`,9N 0 a PERMIT NUMBER q5- I `53 J Total Contract Price of J Describe Work n&, AAR*'c Type of Construction �,V- Number of Stories 2L Occupancy: Residential Number of Dwellings % Commercial e/ _ Zoning Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I. D. NUMBER AJ14 X14- OWNER C&NJJF,#L L, "ILQM1&19ZA & Sanford Airport PHONE NUMBER 407/324-9681 ADDRESS One Red Cleveland Blvd. Authority CITY Sanford STATE Fla. ZIP 32771 TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS / n CITY STATE ZIP BONDING COMPANY Guignard Co. ADDRESS P. 0. Box 180817 CITY Casselberry STATE Fla. ZIP 32718-0817 ARCHITECT BRPH Architects -Engineers ADDRESS 3275 Suntree Blvd. CITY Melbourne STATE Fla. ZIP 32940 MORTGAGE LENDER ADDRESS CITY STATE ZIP CONTRACTOR Mark Construction Co. PHONE NUMBER 407/831-6275 ADDRESS 1969 Corporate Square Dr. ST. LICENSE NUMBER CG C001227 CITY Longwood STATE Fla. ZIP 32750 **************************************************************************************** Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating Construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. H 1< �+ `^ m ''d N (i Z O rt a Signa re of Owner/ nt & ate atur f r o.r & Date o w J RCS o Type or Prin}4 w/jP1er/Ag � s`A Type or Print Contractor's Name x 1< m a Signature of Notary & Date (Official Seal) Signature of Notary & Date (Official Seal) I •r• e PtIgiffeitlGlra ay.E o�1alL-Titlhe #U,129363 Priscilla T. Valentile itCC129363 My Commission Expires July 26, 1995 Notary i'uol 5ta:u or Horlua at _:rge O C Bonded Thru Brown & Brown, Inc. My Commission Expires Jury 26, 1995 0 •� Bonded Thru Brown & Brown, Inc. ro 1,4 a G 3 W r- c Application Ap roved BY: FEES: Buildin ?(� V,35' Ra � s Date: �,5% ' Police ire -� Open Space �� Road Impact a�_ 06) Application ` T� m - 0 ro 4-4c o `O '�� — DATE B �4 o PERMIT VALIDATION: CHECK CASH ro rn a) ai 0, ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOT ADMIN) o ZaE• **** THIS APPLICATION USED FOR WORK VALUED. $2500.00 OR MORE 1d I I , STRUCTURAL STEEL CERTIFICATION AFFIDAVIT STATE OF FLORIDA COUNTY OF ORANGE REFERENCE ADDRESS: International Departures Building, Central Florida Regional Airport, One Red Cleveland Boulevard, Sanford, Florida 32772 I, FRED J. SCHMALZER, P.E., DO SOLEMNLY SWEAR THAT I AM A STATE OF FLORIDA REGISTERED ARCHITECT OR ENGINEER. I HEREBY CERTIFY THAT THE STRUCTURAL STEEL ERECTED IS IN CONFORMITY WITH THE APPROVED PLANS AND WITH THE STRUCTURAL PROVISIONS OF THE TECHNICAL (Affix Seal Here) SIGNATU Uri C114U11VCCI-S Fred_.1SchmabPr, P 1A _ Name of Architect/Engineer Printed Personally;ap'peared before me, the undersigned authority, Fred J. Schmalzer, P.E., who, after being duly sworn by me say on oath that they have read the foregoing, and that the matters and things contained herein are true and correct. Subscribed and sworn to (or affirmed) before me this 6th day of February , 1996 , who is personally known to me. Signature of Notary Public State of Florida Sharnn .: .�2E,ynnlri:�. =— Name Cf Rota,y Tyr2d, Printed or Stalnpe-d - _ n • �p :. CC 215675 ••• ?: ARK c®® C 0 N S T R U C T 1 O N PHONE (407) 831-6275 FAX (407) 332-5311 Mailing Address Location P.O. Box 521728 1969 Corporate Square Dr. Longwood, Florida 32752-1728 Longwood, Florida 32750 #CG C001227 #CG CO25899 %%�� . lam- N M L3 u l� t 0 t`6(A� t " d r lk 0j P-C/ i GENTLEMEN: WE ARE SENDING YOU Attached ❑ Shop drawings ❑ Submittals ❑ Copy of letter ❑ Change order LE 7EO OF 7 RANOM I1 AI DATE JOB NO. ATTENTION RE ❑ Under separate cover via ❑ Plans ❑ Samples the following items: ❑ Specifications COPIES DATE NO. DESCRIPTION s -Ld�J Ts -zA o t P-c- L coo - THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted JFor your use ❑ Approved as noted Lg As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ FORBIDS DUE 19 REMARKS ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints ❑ PRINTS RETURNED AFTER LOAN TO US COPY TO S NED: IF ENCLOSURES ARE NOT AS NOTED, KINDLY US AT ONCE J 02/26/96 11:35 STATION (123)456-7890 P. 002 ARCHI rl E 8 A S February 16, 19 Nelson Blankenship Central Florida erminals One Red Clevel `nd Boulevard' Sanford, FL 32773 Reference: Or ando-Sanford International Departures Building Th eshold'Inspection BF PH No. 3652.01, (6.3) Dear Nelson: During the cou a of construction of the Departures Building, I, Andrew H. Miller, P.E., of BRPH erformed the functions of special: inspector per Florida Statute 553.79. 1 or y authorized representative was present at the site at the appropriate tim to inspect the structural components. To the best of y knowledge and belief, the construction of all: structural load bearing compo tents complies with the requirements of the official Contract E Documents. Please forward this letter to the local building department. F Please contact is office if we can be of further assistance. , Sincerely, X SRPH ARCHIT CTS ® ENGINEERSO INC. f Andrew H. Mille, P.E. . Lead Structural ngineering Florida Registra rion No. 38161 Special Inspectc r No. 0812 AHM/ksl 3 365201 L14.doc 3275 Sunl BRPH ARCHITECTS • ENGINEERS a Qpulevard:Melbourne. Floiida 32940 -7599.4071254.7666 FAX 4071259-4703 cc._ ucsncs no.an C000i•6 r�. ._ __ ._,.__ _ ,_. v .. _._ Orlando Sanford Airport One Red Cleveland Blvd. Suite 201 Sanford, FL 32772-0818 Fax: 407-323-9794 407-324-9681 January 16, 1996 Mr. Gary Winn Building Official City of Sanford Post Office Box 1788 Sanford, Florida 32772 Dear Mr. Winn: 7? E ;` -# l —(�e cat_ C (.e.0 l G.n a (31 Central Florida Terminals, Inc. will not occupy the Terminal Addition or the Welcome Center until we obtain a Certificate of Occupancy. Sincerely, /;�Neflsonankenship, Jr. General Manager UNOVERSAL ENGINEERING SCIENCES Project No. 15347-009-01 Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing Report No. 59854 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 FAX (407) 423-3106Date: January 11, 1996 REPORT ON SITE INSPECTION �J— Client: Mark Construction Company a P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Scope of Field Work: Weld Inspection, Metal Roof Deck, East Walkway Canopy Date Inspected: January 8, 1996 Inspected By: Ken Carlton Travel Time: N/S Total Time on Project: 1 Hour Inspecting: N/S Testing: N/S OBSERVATIONS: On January 8, 1996, a representative of Universal Engineering Sciences (UES) was present at the above project site as requested to perform the referenced work. A visual weld inspection was conducted on the metal roof deck on the east canopy walkway. The welds inspected were found to be in accordance with SDI and contract drawings and specifications. cc: Client (2) B.R.P.H. Architects mlr City of Sanford Sc I P.E. tin Department Manager Univer al Engin .ng Sciences, Inc. UNIVERSAL ENGINEERING SCIENCES Project No. Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing Report No, 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106Date: REPORT ON SITE INSPECTION Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 59889 January 12, 1996 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Scope of Field Work: Tension Testing for A325 3/4 Inch Diameter Bolted Connections, West Walkway Canopy Date Inspected: January 10, 1996 Inspected By: Ken Carlton Travel Time: N/S Total Time on Project: 1 Hour Inspecting: N/S Testing: N/S OBSERVATIONS: On January 10, 1996, a representative of Universal Engineering Sciences (LIES) was present at the above project site as requested to perform the referenced work. The A325 high strength bolted connections were tested for the required tension using the calibrated wrench method. The bolts tested were found to meet or exceed the minimum requirements of AISC Table 4 (28 Kips). cc: Client (2) B.R.P.H. Architects mlr City of Sanford Fre cNmalzeN P.E. Material Testing -flDepartment Manager Universal Engineering Sciences, Inc. UNIVERSAL 2 3 ENGINEERING SCIENCES 3532 Maggie Blvd. Orlando, FL 32811 City of Sanford Building Department Attn: Mr. Gary Winn P.O. Box 1788 Sanford, Forida 32772-1788 -��� ��`�: !sf°.s`. Itl�ltl3.141�1}tll/ti�tf1414-t1;'tiit'.�,11.ltt�f Y/t�t.Yt1113"tYlf'i'!t# Project No.: UNIVERSAL Report No.: j Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E458 December 6, 1995 December 20, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 11-15-95 Time Sampled: 1:15 P.M. Sampled By: Contractor Slump: 5 in. Truck No.: 843 Air Content (by volume): N/S Ticket No.: 2806473 Concrete Temperature: 69 OF Time Batched: 12:51 p.m. No. of Cylinders Cast: 4 Quantity of Load: "0 cu.yds. Ambient Temperature: 60 OF Water Added At Site: 0 gals. Weather Condition: N/S Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Column pads departures T.1-7 to T.1-2 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-22-95 7 3 28.08 75,000 2,670 12-13-95 28 3 28.01 105,500 3,770 12-13-95 28 3 28.01 101,000 3,610 3,690 H REMARKS This Form Conforms With ASTM C-39 - 120 cubic yards of 30 cubic yards V'Ni M V H E 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar Technician: cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) mlr artment Manager Sciences, Inc. i e ' UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Project No.: 15347-009-01 Report No.: 58920 Date: December 20, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 3 Area Tested: North Side of Terminal - Fill Reference Datum: 0 = Top of Fill i Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: December 14, 1995 i Laboratory: AASHTO T180 Modified Proctor ' Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. j Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. 25 Feet Northeast of Column 15-N, 0-1 Foot 108.0 10.2 108.3 6.1 100.3 2. 25 Feet Northeast of Column 10-M, 0-1 Foot 108.0 10.2 108.8 6.4 100.7 Technician:V.L. cc: Client (2) mlr P.E. Department Manager ring Sciences, Inc. I UNIVERSAL ,x } ENGINEERING SCIENCES Project No. 15347-009-01 Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing Report No. 59370 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106Date: December 29, 1995 REPORT ON SITE INSPECTION Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: _ International Departures Building, Central Florida Regional Airport, Sanford, Florida Scope of Field Work: Bolt Torque Inspection Date Inspected: December 20, 1995 Inspected By: Steve K. Travel Time: 1 hour Total Time on Project: 4 hours Inspecting: N/S Testing: N/S OBSERVATIONS: On December 20, 1995, a representative of Universal Engineering Sciences (UES) was present at the above project site as requested to perform the referenced work. 1. East Side Storage Area, Line 16 columns to beams connections N, N.5, P, P.5 Q, Q.5 3/4 bolts, all in place and conform to plans and specifications as required by AISC. 2. South Entrance Canopy Section T - Line 8-14 columns to beams 3/4 bolts as per plans and specifications as required by AISC - (A480). Bolt tensions meet Table 4 (28 kips) as required. cc: Client (2) B. R. P. H. Architects mlr City of Sanford Fred Sc m r, Materia i -ja�ent Manager Universal E gineeces, Inc. Project No.: UNIV=MOAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: I Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E599 December 6, 1995 December 29, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V a FIELD Date Sampled: 11-22-95 Time Sampled: 6:31 a.m. Sampled By: V. Lane Slump: 3'/2 in. Truck No.: 593 Air Content (by volume): N/S & LAB DATA Ticket No.: 2806737 Concrete Temperature: 62 OF Time Batched: 6:15 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 46 OF .Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Welcome Center, slab/column line 1.1-C to F-19, Seminole County RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) _ Test Compressive Strength (psi) Average (psi) 11-30-95 7 3 28.14 77,500 2,750 12-20-95 28 3 27.93 109,000 3,900 12-20-95 28 3 27.93 110,000 3,940 3,920 H REMARKS This Form Conforms With ASTM C-39 100 cubic yards of 200 cubic yards VIN 1 Cone, 2 = Cone & Split, 3 = Cone &Shear, 4 = Shear, 5 Columnar . Technician:V. Lane cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) mlr artment Manager Sciences, Inc. Project No.: mul R N Vvff E NFIZOA 3 'An L Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 e COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E601 December 6, 1995 December 29, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 11-22-95 Time Sampled: 9:22 p.m. Sampled By: Art R. Slump: 5 in. Truck No.: 663 Air Content (by volume): N/S Ticket No.: 62-2806754 Concrete Temperature: 60 OF Time Batched: 8:56 p.m. No. of Cylinders Cast: 4 quantity of Load: '10 cu.yds. Ambient Temperature: N/S °F Water Added At Site: 0 gals. Weather Condition: Sunny Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Welcome Center, slab on ground between column lines C-D and 12-13 (sample from 3 feet north of column line C, 3 feet west of column line 13) RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-30-95 7 3 28.14 74,000 2,630 12-20-95 28 3 27.93 102,000 3,650 12-20-95 28 3 27.93 102,500 3,670 3,660 H REMARKS This Form Conforms With ASTM C-39 1190 cubic yards of 200 cubic yards 1 17\�' M, 0 VINI Technician:A.R. cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) mlr . artment Manager Sciences, Inc. i Project No.: 15347-009-01 UNIVERSALReport No.: E600 Date 1st Issue: December 6, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: December 29, 1995 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V a FIELD & LAB DATA Date Sampled: 11-22-95 Time Sampled: N/S Sampled By: V. Lane Slump: 6'/2 in. Truck No.: 593 Air Content (by volume): N/S Ticket No.: 2806744 Concrete Temperature: 68 OF Time Batched: 7:20 No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 50 OF Water Added At Site: 15 gals. Weather Condition: Sunny Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Welcome Center, slab/column line 11-C to F-19 (sample at E-14 to F-15) RESULTS Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-30-95 7 3 28.14 74,000 2,630 12-20-95 28 3 27.93 96,000 3,440 of TESTING 12-20-95 28 3 27.93 102,500 3,670 3,560 H REMARKS This Form Conforms With ASTM C-39 1140 cubic yards of 200 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar Technician:V. Lane cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) mir partment Manager g Sciences, Inc. L.. - I UNIVERSALReport Project No.: No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E908 December 29, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R40652 FIELD & LAB DATA Date Sampled: 12-21-95 Time Sampled: 8:11 a.m. Sampled By: V. Lane Slump: 6 in. Truck No.: 847 Air Content (by volume): N/S Ticket No.: 2807534 Concrete Temperature: 67 OF Time Batched: 7:50 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 44 OF Water Added At Site: 5.0 gals. Weather Condition: Partly Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd Floor Welcome Center, Column Line 11-C to 19-F, Sample at 12-C to 13-D, Seminole County RESULTS Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 12-28-95 7 3 27.93 78,500 2,810 01-18-96 28 of TESTING 01-18-96 28 H REMARKS This Form Conforms With ASTM C-39 '70 cubic yards of 100 cubic yards n M V F M 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar Technician:V.L. cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) mlr P.E. Department Manager ring Sciences, Inc. U N I V E R A L Offices In Orlando • Gainesville ENGINEERING SCIENCES ED Merrnisland Consultants In: Geotechnical Engineering g g ' St. Augustine •Daytona Beach Environmental Sciences • Construction Materials Testing West Palm Beach January 10, 1996 Mr. Larry Flynn Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Reference: International Departures Building Central Florida Regional Airport, Sanford, Florida Project No.: 15347-009-01 Report No.: 59776 Subject: Bolt Torque Inspection Dear Mr. Flynn: Universal Engineering Sciences performed testing on the A-325 high strength 1'/4 inch, 1 inch and 3/4 inch diameter bolted connections at the referenced project. The bolted connections were tested in accordance with AISC Table 4 requirements using the calibrated wrench method. All connections tested were found to meet or exceed the minimum requirements and were constructed in accordance with contract drawings, specifications and AISC requirements. We have enjoyed working with you on this project and look forward to working with you again. Should you have any questions, please call me. KC-FJS/mlr cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) ly submitted, Supervisor r, P. E. Department Manager 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 I Project No.: 15347-009-01 UIN"OVERSAL Report No.: E385 Date 1st Issue: November 27, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: December 15, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 A, COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/11/95 Time Sampled: 8:55 A.M. Sampled By: RH Slump: 5 in. Truck No.: 143 Air Content (by volume): N/S % Ticket No.: 2806373 Concrete Temperature: 78 OF Time Batched: 8:25 A.M. No, of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 73 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column line L-12 through S-16, north, 2nd floor RESULTS of TESTING Date Tested Age Days Type of Fracture - Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/18/95 7 3 28.10 100,000 3,560 12/09/95 28 3 28.01 125,000 4,460 12/09/95 28 3 28.01 127,500 4,550 4,500 H REMARKS This Form Conforms With ASTM C-39 1160 cubic yards of 180 cubic yards V Ni 9 5 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:RH cc: Client (2) B R P H Architects (1) City of Sanford (1) Is/mlr artment Manager Sciences, Inc. _J Project No.: 15347-009-01 UNIVERSALReport No.: E386 Date 1st Issue: November 27, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: December 15, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/10/95 Time Sampled: 5:00 A.M. Sampled By: VL Slump: 4'/2 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2806299 Concrete Temperature: 72 OF Time Batched: 4:29 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 57 OF Water Added At Site: 10 gals. Weather Condition: Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd level Column Line L-6 to S-9, sample at L-6, Seminole County RESULTS of TESTING Date Tested Age Days Type of Fracture _ Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/17/95 7 3 28.10 97,500 3,470 12/08/95 28 3 28.19 133,000 4,720 12/08/95 28 3 28.19 130,000 4,610 4,670 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 180 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break ii Technician:VL I I cc: Client (2) B R P H Architects (1) City of Sanford (1) Is/mlr ent Manager ences, Inc. Project No.: 15347-009-01 UNIVERSAL Report No.: E387 Date 1st Issue: November 27, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: December 15, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/10/95 Time Sampled: 6:06 A.M. Sampled By: VL Slump: 5 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2806305 Concrete Temperature: 72 OF Time Batched: 5:44 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 57 OF Water Added At Site: 30 gals. Weather. Condition: Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd level, Column Line L-6 to S-9, sample at M/N-7/8, Seminole County RESULTS of Date Tested Age Days Type of Fracture _ Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11 /17/95 7 3 28.10 88,000 3,130 12/08/95 28 3 28.19 120,000 4,260 12/08/95 28 3 28.19 134,000 4,750 4,510 H REMARKS This Form Conforms With ASTM C-39 160 cubic yards of 180 cubic yards Ivi V, \I V F 1 = Cone, 2 = Cone & Split, 3 Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2) B R P H Architects (1) City of Sanford (1) Is/mlr JFd .J ScTimalzl� P,E.e I I`� Testing - epartment Manager ers`a,J Engin er g-Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date end Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E388 November 27, 1995 December 15, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/10/95 Time Sampled: 7:37 A.M. Sampled By: VL Slump: 5 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2806312 Concrete Temperature: 74 OF Time Batched: 7:16 A.M. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 60 OF Water Added At Site: 20 gals. Weather Condition: Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd level, Column Line L-6 to S-9, sample P-Q/6-7, Seminole County RESULTS of TESTING Date Tested Age Days Type of Fracture _ Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11 /17/95 7 3 28.10 89,000 3,170 12/08/95 28 3 28.19 130,500 4,630 12/08/95 28 3 28.19 124,500 4,420 4,530 H REMARKS This Form Conforms With ASTM C-39 '110 cubic yards of 180 cubic yards Ivi VIN '7_7 M 0 H, E 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2) B R P H Architects (1) City of Sanford (1) Is/mlr J "ma' lal Testin Department Manager 3rsa Engiri eriitg-Sciences, Inc. UNIVERSAL Project No.: Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences •Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 p 0 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E389 November 27, 1995 December 15, 1995 , Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International. Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/13/95 Time Sampled: 8:43 A.M. Sampled By: VL Slump: 5'/2 in. Truck No.: 399 Air Content (by volume): N/S % Ticket No.: 2806319 Concrete Temperature: 78 OF Time Batched: 8:17 A.M. No. of Cylinders Cast: 4 quantity of Load: '10 cu.yds. Ambient Temperature: 72 OF Water Added At Site: 10 gals. Weather Condition: Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd level column line L-6 to S-12, sample at Q-R/8-10, Seminole County RESULTS of TESTING Date Tested Age Days Type of Fracture - Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/17/95 7 3 28.10 112,500 4,000 12/08/95 28 3 28.19 154,000 5,460 12/08/95 28 3 28.19 147,500 5,230 5,350 H REMARKS This Form Conforms With ASTM C-39 1160 cubic yards of 180 cubic yards 114 M, 0 H, 0 l 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar 6 H = Hold, CB = Corner Break Technician:VL %` F d e E. cc: Client (2) M terl tTestin , epartment Manager B R P H Architects (1) Un r aCEngin e i g Sciences, Inc. s City of Sanford (1) E Is/mlr Project No.: UIN41VERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E456 November 27, 1995 December 15, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065 FIELD Date Sampled: 11/13/95 Time Sampled: 8:21 A.M. Sampled By: VL Slump: 6 in. Truck No.: 691 Air Content (by volume): N/S % & LAB DATA Ticket No.: 2806381 Concrete Temperature: 68 OF Time Batched: 7:55 A.M. No, of Cylinders Cast: 4 quantity of Load: '10 cu.yds. Ambient Temperature: 58 OF Water Added At Site: 10 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Outside slab from Structure 9-E to north side of Customs area, sample at 30 feet east/Stair 9-E, Seminole County RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/20/95 7 3 27.86 66,000 2,370 12/11/95 28 3 28.20 100,000 3,560 12/11/95 28 3 28.20 100,000 3,550 3,560 H REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 30 cubic yards i ILJ ® HI IU 1 = Cone, 2 = Cone $ Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar I H = Hold, CB = Corner Break Technician:VL cc: Client (2) B R P H Architects (1) City of Sanford (1) Is/mlr aMN'i'g'_S-Wences, partment Manager Inc. Project No.: UNIVERSALReport No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E457 November 27, 1995 December 15, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065 FIELD & LAB DATA Date Sampled: 11/13/95 Time Sampled: 11:01 A.M. Sampled By: VL Slump: 6'/2 in. Truck No.: 87 Air Content (by volume): N/S % Ticket No.: 2806393 Concrete Temperature: 75 OF Time Batched: 10:34 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 70 OF Water Added At Site: 10 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Outside slab from Structure 9-E to north side of Custom's area RESULTS of TESTING Date Tested Age Days Type of Fracture - Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/20/95 7 3 27.86 67,500 2,420 12/11/95 28 3 28.20 102,000 3,620 12/11 /95 28 3 28.20 1 97,000 3,440 3,530 H REMARKS This Form Conforms With ASTM C-39 '70 cubic yards of 80 cubic yards � ME HE 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2) B R P H Architects (1) City of Sanford (1) Is/mlr Fr Schm r, P.E. Ma I� Testi%g Department Manager I ersol Engi ,e ring Sciences, Inc. Project No.: 15347-009-01 ' I s' UNNVR7.N5AL Report No.: E382 Date 1st Issue: November 27, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants in: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: December 15, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/11/95 Time Sampled: 5:45 A.M. Sampled By: RH Slump: 5Y2 in. Truck No.: 143 Air Content (by volume): N/S Ticket No.: 2806361 Concrete Temperature: 78 OF Time Batched: 5:16 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 65 OF Water Added At Site: 10 gals. Weather Condition: Dark Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column line L-12 through S-16, Center, 2nd Floor RESULTS of TESTING Date Tested Age Days Type of Fracture - Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/18/95 7 3 28.10 102,500 3,650 12/09/95 28 3 28.01 145,000 5,180 12/09/95 28 3 28.01 142,500 5,090 5,140 H REMARKS This Form Conforms With ASTM C-39 40 cubic yards of 180 cubic yards VIN 1 = Cone, 2 = Cone & Split, 3 = Cone 8 Shear, 4 = Shear,,5 = Columnar H = Hold, CB = Corner Break Technician: RH cc: Client (2) B R P H Architects (1) City of Sanford (1) Is/mlr artment Manager Sciences, Inc. Project No.: UNIVER."S")" A L Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences •Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E383 November 27, 1995 December 15, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida-P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/11/95 Time Sampled: 6:40 A.M. Sampled By: RH Slump: 6 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2806364 Concrete Temperature: 79 OF Time Batched: 5:47 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 65 OF Water Added At Site: 10 gals. Weather Condition: Dark Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column line L-12 through S-16, East side, 2nd floor Date Tested Age Days Type of Fracture - Test Specimen X-Sect. Area (in.) Max. Compressive Load (ibs.) Test Compressive Strength (psi) Average (psi) 11 /18/95 7 3 28.10 95,000 3,400 RESULTS of TESTING 12/09/95 28 3 28.01 140,000 5,000 12/09/95 28 3 28.01 140,000 5,000 5,000 H REMARKS This Form Conforms With ASTM C-39 '80 cubic yards of 180 cubic yards IV7�1\_111M®0E 1 = Cone, 2 = Cone i£ Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:RH cc: Client (2) B R P H Architects (1) City of Sanford (1) Is/mlr IChma r P.E. Testini - epartment Manager rsal Engierer Sciences, Inc.' -.-_ _ ._.- _j Q�� p erm-rr I CITY OF SANFORD. FLORIDA PERMIT NO- C� '= J DATE THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOL- LOWING PLUMBING WORK: OWNER'S NAME •1 Red GI cue 11 u ADDRESS OF JOB -- u nil AL l">'(— PLUMBING CONTR. c 5 hG Me- F{'es. _ Comm. _ SIlk;Ar+ +n ndne And ronulAfinnt ni SAninrel n1um6ina code. Residential: I Number Alteration, Addition, Repair I I Amount i New Residential: One Water Closet ► i Additional Water Closet I I _ Commercial: I Fixtures. Floor Drain, Trap / do Sewerr I Water Piping Gas Piping Factory -built housing Mobile Home I I Application Fee Minimum Commercial Permit: $25. oo Total 5 Sh�rdor- Matfor Plu or .stAlr_Cer-hPeV Cgc 0 3 d a 7 CITY OF SANFORD, FLORIDA is )9S3 PERMIT NO. 5 a� c� 4 DATE � -If ``S THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOLLOWING H.A.R.V. MECHANICAL EQUIPMENT: OWNER'S NAME / Red G/ eve 2liv ADDRESS OF JOB Sgn-f . r- MECHANICAL CONTR. keV,Shoe, MedyA"�� a),) c--;,. RESIDENTIAL COMMERCIAL V Subject to rules and regulations of Sanford mechanical code. NATURE OF WORK ,2 7 Fay s , MOTOR H.P.B.T.U. INPUT -OUTPUT APPLICATION FEE lam/1a►-k-5 J�1�tSTa Master Mechanical et)MPET ENCT CAH t° 6uhher/ 1' CITY OF SANFORD, FLORIDA PERMIT NO. ( � `�' DATE THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOL- LOWING ELECTRICAL WORK - OWNER'S NAME 51AN FO ILV" j fZ 1 IA u lb ( G(! tTy ADDRESS OF JOB I ILL=D C 1 C U LA 1y u Q �-�' ► 1 ELEC. CONTR.L=ImLeTVtK, ScErL tCs '-Tv�Residential Non-residentialr Subject to rules and regulations of the city and national electric codes. Number AMOUNT t Alteration Addition Repair Chanize of Service Residential Commercial Mobile Home Factory Built Housing New Residential 0-100 Amp Service 101-200 Am Service 201 Amp And above New Commercial tZCc0 Amp Service Application.Fee 00, i TOTAL By g this application I am stating I will be in com fiance with the NEC including Article 110. Section 110 9 and 110 10. � aN� , �ie..rr�n..—►� ding Official / h J Metter Ele rician STATE COMPETENCY NO. 0 Electric Services,lnc. INDUSTRIAL & COMMERCIAL ELECTRICAL CONTRACTORS EC#0001415 306 S. Sixth Street, Leesburg, FL 34748 TELEPHONE (904) 787-1322 / FAX (904) 787-7871 POWER OF ATTORNEY I hereby name and appoint James L. Thompson of Electric Services. I to be my lawful attorney in fact to act for me and apply to the City of Sanford Building Department for a Electrical permit for work to be performed at a location described as: 1 Red Cleveland Blvd. (address of job) Sanford Airport Authority, P.O. Box 818, Sanford FL 32772 (owner of property and address) and to sign my name and do all things necessary to this appointment. Steven W. Strong Certified Contractor L Signature 306 S. 6th St., Leesburg FL 34748 Address Acknowledge: Sworn and subscribed before me this 26th day of June irj 19 95 by Steven W. Strong President of Electric Services, Inc., NoDvry JANICE S. KEMP rLIEMic S My Comm. Up.12-16-95 A� oQ Rz�ed By Safte Ins.. Co. 'for. My Commission Expires: who is personall known to me. No ub ic, e f Florida ,.Ja'n is e S. 12/16/95 e )Pon a PeL.G''JECT 'TITLE International Departures Bldg B_ ..,,IL'DING TYPE Service Establishments ! S ILDING LOCATION Sanford +BUI'LD�ING AREA ( ftz ) 80800 BUILDING ANNUAL ENERGY USE �f DESIGN BUILDING BASELINE BUILDING ( o) ( o) HEATING ENERGY Electric Resistance 34.00 28.01 COOLING ENERGY Direct Expansion 45.79 Reciprocating Chiller 33.85 DOMESTIC HOT WATER ENERGY Gas DHW System(s) 1.62 -4.08 BUILDING MISCELLANEOUS ' Lights 7.15 5.67 Equipment 1.47 1.47 SYSTEM MISCELLANEOUS Fans 11.28 19.05 PLANT MISCELLANEOUS Pumping 1.36 ;TOTAL ENERGY CONSUMPTION 90.74 100.00 ******* PASSES ****** PROJECT TITLE International Departures Bldg BUILDING TYPE Service Establishments BUILDING LOCATION Sanford BUILDING AREA(ft2): 80800 BUILDING DESIGN Exterior Lighting Power 56750 W EXTERIOR LIGHTING CRITERIA: AREA AREA AREA OR ALLOWANCE CODE DESCRIPTION LENGTH WATTS 5 Loading Area 15020.00 6008.00 7 Building Exterior Surface Facade 2910.00 727.50 13 High Traffic 3072.00 30720.00 `-7 Building Exterior Surface Facade 2750.00 687.50 �13 Public parking lots 123200.00 22176.00 h 5 Loading Area 10500.00 4200.00 j13 Public parking lots 123200.00 22176.00 Exterior Lighting Power Allowance 86695.00 W ******** PASSES ******** THE NO. LIGHTING SYSTEM CONTROL REQUIREMENTS: SPACE NO. DESCRIPTION AREA TASKS TYPE 1 CONTROLS NO. TYPE 2 NO. TOTAL EQUIVALENT CONTROL POINTS INSTLD. READ. 4 General 1482.3 1 On/Off 5 None 0 5> 2 13 Toilet and 972.0 1 On/Off 6 On/Off 4 10 > 2 52 Waiting an 5975.3 1 On/Off 5 On/Off 3 8 > 7 51 Ticket Cou 1600.0 1 On/Off 11 None 0 11 > 2 10 Recreation 544.0 1 On/Off 2 None 0 2= 2 2 Corridor 384.0 1 On/Off 2 None 0 2= 2 44 Inactive S 198.0 1' On/Off 3 None 0 3 > 2 26 Reading, T 502.3 1 On/Off 3 None 0 3> 2 49 Baggage Ar 437.0 1 On/Off 2 None 0 2 = 2 11 Active Tra 1204.0 1 Security 3 On/Off 3 3 > 2 13 Toilet and 1512.0 1 On/Off 2 On/Off 3 5 > 2 50 Concourse/ 10480.0 1 Security 6 None 0 0= 0 4 General 1600.0 1 On/Off 4 None 0 4> 2 11 Active Tra 378.0 1 Security 1 Security 1 0 = 0 4 General 432.0 1 On/Off 2 None 0 2= 2 13 Toilet and 2611.2 1 On/Off 3 None 21 3 > 2 ******** PASSES ******** PROJECT TITLE International Departures Bldg BUILDING TYPE Service Establishments BUILDING LOCATION : Sanford BUILDING AREA(ft2): 80800 HVAC SYSTEMS PERFORMANCE: Cooling System Measure Minim. Minim. System System Result Result Type #1 #2 #1 #2 Eff.#1 Eff.#2 for #1 for #2 A/C Condens. COP, IPLV 2.50 2.50 2.82 12.30 PASSES PASSES Heating System Measure Minimum Req. Efficiency Result Ele. Resis. Et 20.00 N/A Ele. Resis. Et 20.00 ,N/A Ele. Resis. Et 20.00 N/A ******** PASSES ******** FAN -SYSTEM REQUIREMENTS: System Type Maximum W/CFM Design W/CFM Result 2'. Variable Air Volume ( VAV ) 1.25 U.79 Fatibh5 3. Dual Duct / Multizone 0.80 0.70 PASSES ******** PASSES ******** AIR DISTRIBUTION SYSTEM INSULATION LEVELS: Zone # Duct Location Minimum R-Value Design R-Value Result 1. With Insulated Roof 6.00 6.00 PASSES 2. With Insulated Roof 4.20 6.00 PASSES 3. With Insulated Roof 4.20 6.00 PASSES ******** PASSES ******** PROJECT TITLE International Departures Bldg BUILDING TYPE Service Establishments BUILDING LOCATION : Sanford BUILDING AREA(ft2): 80800 WATER HEATING SYSTEMS PRESCRIPTIVE CRITERIA System Type Measure Minimum EF / Et Maximum SL Design EF / Et Design SL Result Gas <=75k Btuh EF -0.3380 ( 0.0000 ( 0.850 I 0.000 IPASSES ******** PASSES ******** PIPING INSULATION REQUIREMENTS: Pipe Insulation Thickness(in) System Type I O.D.(in)I Minimum Req. I Design I Result Circulating I 2.00 I 0.650 I 2.00 I PASSES ******** PASSES ******** Whole Building Performance Method for Commercial Buildings Form 40OA-94 ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs FLA/COM-94 Version 2.1A PROJECT NAME —International Departures B1 PERMITTING OFFICE: ADDRESS: _Sanford Airport _Sanford CLIMATE ZONE: 5 OWNER: _Central Fl Regional Airport PERMIT NO: AGENT: JURISDICTION NO:_691500 BUILDING TYPE: _Service Establishments CONSTRUCTION CONDITION: Existing Building DESIGN COMPLETION: _Addition CONDITIONED FLOOR AREA: 56000 NUMBER OF ZONES: 3 METHOD A DESIGN CRITERIA RESULT V ----------------- -------------- ------ A! WHOLE BUILDING 90.74 1'00.00 PASSES PRESCRIPTIVE REQUIREMENTS: LIGHTING EXTERIOR LIGHTING 56750.00 86695.00 PASSES LIGHTING CONTROL REQUIREMENTS PASSES HVAC EQUIPMENT COOLING EQUIPMENT 1. COP 2.82 2.50 PASSES IPLV 12.30 2.50 PASSES HEATING EQUIPMENT 1. Et 20.00 N/A 2. Et 20.00 N/A 3. Et 20.00 N/A FAN SYSTEM REQUIREMENTS 1. Variable Air Volume ( 0.79 1.25 PASSES 2. Dual Duct / Multizone 0.70 0.80 PASSES AIR DISTRIBUTION SYSTEM INSULATION LEVEL 1. With Insulated Roof 6.00 6.00 PASSES 2. With Insulated Roof 6.00 4.20 PASSES 3. With Insulated Roof 6.00 4.20 PASSES WATER HEATING EQUIPMENT 1. EF 0.85 -0.34 PASSES PIPING INSULATION REQUIREMENTS 1. Circulating 2.00 0.65 PASSES ---------------------------------------------------------------------------- COMPLIANCE CERTIFICATION: I hereby certify that the plans and specifications covered by this calcu- lation are in compliance with the Florida Energy Eff ciency Code. PREPARED BY. M) 67 Review of the plans and specifica- tions covered by this calculation indicates compliance with the Florida Energy Efficiency Code. Before construction is completed, DATE: this building will be inspected for compliance in accordance with I hereby certify that this building is Section 553.908, Florida Statutes. in compliance wi the Floudda E rgy BUILDING OFFICIAL: Efficiency Co C ATE: OWNER/AGENT- orim DATE: I hereby certify(*) that the system design is in compliance with the Florida Energy Efficiency Code. SYSTEM DESIGNER REGISTRATION/STATE ARCHITECT : Armand D. Trimm 10554 Florida MECHANICAL: Abdul S Ajlani 21621 Florida PLUMBING Abdul S Ai ani 21621 Florida ELECTRICAL. max r snider 35922 Florida LIGHTING Max F Sni dPr l54)9 Florida (*) Signature is required where Florida law requires design to be performed by registered design professionals. Typed names and registration numbers may be used where all relevant information is contained on signed/sealed plans. f East 1-3/4 Steel Door -Polystyrene core (18 g 0.35 251 S6uth 1-3/4 Steel Door -Polystyrene core (18 g 0.35 251 West 1-3/4 Steel Door -Polystyrene core (18 g 0.35 251 A Total Door Area in Zone 1 2321 463 ------DOORS--ZONE 2------------------------------------------------ I --- Elevation Type U Area(Sgft)l --------------------------------------------------- ----- ----------I North 1-3/4 Steel Door -Polystyrene core (18 g 0.35 981 East 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 West 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 Total Door Area in Zone 2 = 1961 403.------DOORS--ZONE 3------------------------------------------------ I --- Elevation Type U Area(Sgft)l --------------------------------------------------- ----- ----------I North 1-3/4 Steel Door -Polystyrene core (18 g 0.35 981 East 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 West 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 West 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 Total Door Area in Zone 3 = 2451 Total Door Area = 6731 404.------ROOFS--ZONE 1------------------------------------------------ I --- Type Color U Added R Area(Sgft)l ------------------------------------ ------ ----- ------- ----------I Roof White .047 0 01 Total Roof Area in Zone 1 = 01 404.------ROOFS--ZONE 2------------------------------------------------ I --- Type Color U Added R Area(Sgft)l ------------------------------------ ------ ----- ------- ----------I Roof Light .0.47 0 284241 Total Roof Area in Zone 2 = 284241 404.------ROOFS--ZONE 3------------------------------------------------ I --- Type Color U Added R Area(Sgft)l ------------------------------------ ------ ----- ------- ----------I Roof Light .047 0 105001 Total Roof Area in Zone 3 = 105001 Total Roof Area = 389241 405.------FLOORS-ZONE 1------------------------------------------------ I --- Type R Area(Sgft)l -----------------------------------------------------------------I Slab on Grade/Uninsulated 0 166411 Total Floor Area in Zone 1 = 166411 405.------FLOORS-ZONE 2------------------------------------------------ I --- Type R Area(Sgft)j -----------------------------------------------------------------I Floor over Unconditioned Space/Uninsulated 0 145801 Total Floor Area in Zone 2 = 145801 405.------FLOORS-ZONE 3------------------------------------------------ I --- Type R Area(Sgft)l -----------------------------------------------------------------I Floor over Unconditioned Space/Uninsulated 0 106001 Total Floor Area in Zone 3 = 106001 Total Floor Area = 418211 406.------INFILTRATION -------------------------------------------------- I--- ICHECK Infiltration Criteria in 406.1.ABC.1 have been met. 1 1 407.------COOLING SYSTEMS-----------------------------------------------I --- Type No Efficiency IPLV Tonsl ---------------------------- ------------- -------------------i r BUILDING INFORMATION COMPLIANCE CHECK `4,1.------GLAZING--ZONE 1------------------------------------------------v- E evation Type U SC VLT Shading -------------- Area(Sgft)1 ----------I --------- South --------------- Commercial ---- ---- ---- 1.07 .683 .479 Continuous Ove 13001 Total Glass Area in Zone 1 = 13001 401.------GLAZING--ZONE 2------------------------------------------------ v- Elevation Type U SC VLT Shading Area(Sgft)1 ----------I --------- North --------------- Commercial ---- ---- ---- -------------- 1.07 .683 .479 None 8251 North Commercial 1.07 .683 .479 None 4301 South Commercial 1.07 .683 .479 Continuous Ove 7431 South Commercial 1.07 .683 .479 Continuous Ove 2701 Total Glass Area in Zone 2 = 22681 401.------GLAZING--ZONE 3------------------------------------------------ v- Elevation Type U SC VLT Shading ---- ---- -------------- Area(Sgft)1 ----------I --------- East --------------- Commercial ---- 1.07 .683 .479 None 8271 West Commercial 1.07 .683 .479 None 6611 East Commercial 1.07 .683 .479 None 861 West Commercial 1.07 .683 .479 None 861 Northeast Commercial 1.07 .683 .479 None 3151 Total Glass Area in Zone 3 = 19751 Total Glass Area = 55431 402.------WALLS--ZONE 1------------------------------------------------ I --- Elevation Type U Added.R ----- ------- Gross(Sgft)1 -----------I --------- North -------------------------------- Metal Wall .066 0 2272-1 East Metal Wall .066 0 20161 South Metal Wall .066 0 22721 West Metal Wall .066 0 20161 Total Wall Area in Zone 1 = 85761 402.------WALLS--ZONE 2------------------------------------------------ I --- Elevation Type U Added R ----- ------- Gross(Sgft)I -----------I --------- North -------------------------------- Metal Wall .066 0 29001 East. Metal Wall .066 0 37001 South Metal Wall .066 0 15201 West Metal Wall .066 0 37001 Total Wall Area in Zone 2 = 118201 402.-----=WALLS--ZONE 3------------------------------------------------ I --- Elevation Type U Added R Gross(Sgft)) --------- North -------------------------------- Metal Wall ----- ------- .066 0 -----------I 7201 .East Metal Wall .066 0 53101 West Metal Wall .066 0 57601 Northeast Metal Wall .066 0 6301 Northwest Metal Wall .066 0 5041 Total Wall Area in Zone 3 = 129241 Total Gross Wall Area = 333201 403.------DOORS--ZONE 1------------------------------------------------ I --- Elevation Type U Area(Sgft)1 --------- North ------------------------------------------ ----- 1-3/8 Wood Door -Hollow core flush 0.47 ----------I 741 North 1-3/4 Steel Door -Solid Urethane foam co 0.40 581 North 1-3/4 Steel Door -Solid Urethane foam co 0.40 271 l.'With•Condenser 1 2.82 12.3 157.401 2.-Served by Previous Zone Cool 0.001 3. Served by Previous Zone Cool 0.001 4rf8. ------ HEATING SYSTEMS ----------------------------------------------- Type No Efficiency . BTU/hrl --- ---------- --------------I -------------------------------- 1. Electric Resistance 1 20 1023901 2. Electric Resistance 1 20 1038241 3. Electric Resistance 1 20 1365201 409.------VENTILATION --------------------------------------------------- I--- ICHECKI Ventilation Criteria in 409.1.ABC.1 have been met. I i 410.-----AIR DISTRIBUTION SYSTEM ---------------------------------------- AHU Type Duct Location R-value) -------I ----------------------------------- 1. Variable Air Volume (VAV) ---------------------- With Insulated Roof 61 2. Variable Air Volume (VAV) With Insulated Roof 61 3. Dual Duct / Multizone With Insulated Roof 61 411------ PUMPS AND PIPING -ZONE 1--------------------------------------- I --- Type R-value/in Diameter Thicknessl --------------------------- ------------------------ 1. Circulating 6 2 21 411.-----PUMPS AND PIPING -ZONE 2 --------------------------------------- Type R-value/in Diameter Thicknessl ---------------------------I ------------------------ 1. Circulating 0 0 01 ,411.-----PUMPS AND PIPING -ZONE 3--------------------------------------- I --- Type R-value/in Diameter ------------------ Thicknessl ---------I ------------------------ 1. Circulating 0 0 01 412.-----WATER HEATING SYSTEMS -ZONE 1----------------------------------- I --- Type Efficiency StandbyLoss InputRate -------------------- Gallonsl ----------I -----------=------------ 1. <=75,000 Btuh ---------- .85 0 500000 5041 412.-----WATER HEATING SYSTEMS -ZONE 2---------------------------------- I --- Type Efficiency StandbyLoss InputRate ------------------------------ Gallonsl ----------i ------------------------ 412.-----WATER HEATING SYSTEMS -ZONE 3 ---------------------------------- Type Efficiency StandbyLoss InputRate ------------------------------ Gallonsl ----------1 ------------------------ 413.-----ELECTRICAL POWER DISTRIBUTION ----------------------------------I--- . ICHECKI Metering criteria in 413.1.ABC.1 have been met. I Transformer criteria in 413.1.ABC.2 have been met. I I 414.-----MOTORS --------------------------------------------------- I-----1--- Motor efficiencies in 414.1.ABC.1 have been met. I 415.-----LIGHTING SYSTEMS -ZONE I --------------------------------------- Space Type No Control Type 1 No Control Type 2 No Watts Area(Sgft)l ----------I -------- ----------------- General 1 On/Off ----------------- --- ------ 15. None 0 1216 14821 Toilet and 1 On/Off 6 On/Off 4 1648 9721 Waiting an 1 On/Off 5 On/Off 3 10700 59751 ,Ticket Cou 1 On/Off 11 None 0 2180 16001 Recreation 1 On/Off 2 None 0 576 5441 Corridor 1 On/Off 2 None 0 412 3841 Inactive S 1 On/Off 3 None 0 256 1981 Reading, T 1 On/Off 3 None 0 768 5021 Baggage Ar 1 On/Off 2 None 0 768 4371 r v`• _ Total Watts for Zone 1 = 185241 • Total Area for Zone 1 = 120951 415.-----LIGHTING SYSTEMS -ZONE 2---------------------------------------- 1--- S;)ace Type No Control Type I No Control Type 2 No Watts --- ------ Area(Sgft)1 ----------1 ---------- --- ;Active Tra 1 -------------- --- Security (con -------------- 3 On/Off 3 1818 12041 'Toilet and 1 On/Off 2 On/Off 3 3820 15121 Total Watts for Zone 2 = 56381 Total Area for Zone 2 = 27161 415.-----LIGHTING SYSTEMS -ZONE 3--------------------------------------- 1--- Space Type No Control Type 1 --- No Control Type 2 No Watts -------------- --- ------ Area(Sgft)1 ----------1 ---------- --- Concourse/ 1 -------------- Security (con 6 None 0 8640 104801 General 1 On/Off 4 None 0 832 16001 Active Tra 1 Security (con 1 Security (con 1 1608 3781' General 1 On/Off 2 None 0 384 4321 Toilet and 1 On/Off 3 None 2 2464 26111 Total Watts for Zone 3 = 139281 Total Area for Zone 3 = 155011 Total Watts = 380901 Total Area = 303121 CHECK) Lighting criteria in 415.1.ABC have been met. 1 ------------------------------------------------------------------1-----�--- ;16. HVAC load sizing has been performed. (407.1.ABC.1) 1 -------------------------------------------------------------------1-----i--- '17. Duct sizing and design have been performed. (410.1.ABC.1.2) 1 i -------- ----------------------------------------------------------1-----1--- 18. Testing and balancing will be performed. (410.1.ABC.4) 1 1 ------------------------------------------------------------------1-----1--- 19. Operation/maintenance manual ---------------------------------------------------------------------------- will be provided to owner.(102.1)1 1 Project No.: 15347-009-01 u P41 V 1-. HSAk L ENGINEERING SCIENCES Report No.: 54256 Consultants In: Geotechnical Engineering • Date: September 12, 1995 Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Aient: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 3roject: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 lrea Tested: Cooler Pads and Column Pad - Fill leferenced Datum: 0 = Top of Fill - 0 = Bottom of Footing Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: 09-07-95 Laboratory: ASTM D-1557 Modified Proctor Iemarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Fill 1. Centerline of pad, Cooler Pad No. 1, 0 - 1 foot 108.0 10.2 103.0 11.8 95.4 2. Centerline of pad, Cooler Pad No. 2, 0 - 1 foot 108.0 10.2 108.1 11.1 100.1 Footing 3. Column Line J/C2, 0 - 1 foot 102.3 13.2 99.3 10.6 97.1 4. Column Line J/C3, 0 - 1 foot 102.3 13.2 99.8 7.8 97.6 5. Column Line J/C2.4, 0 - 1 foot 102.3 13.2 101.6 9.8 99.3 Technician: VL cc: Client (2), B.R.P.H. Architects (1) City of Sanford (1) ! is artment Manager Sciences, Inc. a Project No.: 'UNIVERSAL Report No.: ENGINEERING SCIENCES Date 1st Issue: Date 2nd Issue: Consultants In: Geotechnical Engineering • Date' 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS ' Client: Seminole Towne Center, Limited Partnership 183 South Oregon Avenue Sanford, Florida 32771 Project: Seminole Towne Center, Seminole County, Florida 17788-001-01 D 208 September 12, 1995 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. P4065W Date Sampled: 08-15-95 Time Sampled: 12:30 P.M. Sampled By: J. Hardin Slump: 4'/2 in. FIELD Truck No.: 994 Air Content (by volume): N/A % & LAB DATA Ticket No.: 2440747 Concrete Temperature: 93 OF Time Batched: 11:49 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 89 O-F Water Added At Site: 0 gals. Weather Condition: Cloudy Contractor:' Hardin Construction Admixture: N/S Supplier: ' . Rinker Location of Placement: Space B-1 thru B-1-A RESULTS of Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (Ibs.) Test Compressive Strength (psi) Average (psi) 08-22-95 7 3 28.27 100,000 3,540 09-12-95 28 09-12-95 28 TESTING H REMARKS This Form Conforms With ASTM C-39 10 cubic yards of 20 cubic yards Vivi 1 =Cone, 2 =Cone &=5pld,"3.=;Cone&:Shear, 4 =Shear, 5 =Columnar H = Hold, CB = Corner Break Technician: J.H. cc: Client (2) City of Sanford (1) Hardin Const. (1) Rinker (1) Melvin Simon and Assoc. (1) Wm. Graves, Inc. (1) Browder and Leguizamon (1) th Todd Buckles - LIES (1) t_ M artment Manager Sciences, Inc. UNIVEHOmm"SAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Project No.: 15347-009-01 Report No.: 53868 Date: September 7, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: Column Pads - Native Referenced Datum: 0 = Bottom of Footing Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 08-23-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below_ meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. Line XJ.5 "A", 0 - 1 foot 102.3 13.2 98.4 12.8 96.2 2. Line XJ.5 "B", 0 - 1 foot 102.3 13.2 97.6 13.4 95.4 3. Line XL.1 "D", Addition 1, 0 - 1 foot 102.3 13.2 97.5 13.8 95.3 4. Line XL.1 "D", Addition 2, 0 - 1 foot 102.3 13.2 98.7 11.5 96.5 5. Line CA, 45 degree Firewall, 0 - 1 foot 102.3 13.2 99.4 10.2 97.2 6. Line K.8, Line 1, 0 - 1 foot 102.3 13.2 100.3 12.2 98.0 7. Line XR, 45 degree Firewall, 0 - 1 foot 102.3 13.2 99.0 11.9 96.8 8. Line K.8, C.25, 0 - 1 foot 102.3 13.2 100.2 10.9 97.9 Technician: VL I cc: Client (2), BRPH Architects (1) City of Sanford (1) Its er, P.E. 3 - Department Manager leering Sciences, Inc. Project No.: 15347-009-01 UNIVE R Sm "DAL Report No.: D022 ` ENGINEERING SCIENCES Date 1st Issue: August 15, 1995 Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: September 7, 1995 i 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days (Pumpable) Mix Design No. R4065Z FIELD & LAB DATA Date Sampled: 08-04-95 Time Sampled: 1:30 P.M. Sampled By: V. Lane Slump: 6 in. Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 2444072 Concrete Temperature: 92 OF Time Batched: 1:08 P.M. No. of Cylinders Cast: 4 Quantity of Load: 17 cu.yds. Ambient Temperature: 90 OF Water Added At Site: 5 gals. Weather Condition: P. Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Material Location of Placement: Stairwell No. 6, formed tie beam and fill cell RESULTS of TESTING Date Tested Age Days Type of Fract re Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-11-95 7 3 28.27 77,000 2,720 09-01-95 28 3 28.25 110,000 3,890 09-01-95 28 3 28.25 107,500 3,810 3,850 H REMARKS This Form Conforms With ASTM C-39 '7 cubic yards of 7 cubic yards IVI 9 5 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2) i BRPH Architects (1) City of Sanford (1) �__.. is P.E. Department Manager ng Sciences, Inc. ou" 11 4s 1 74V E R S A L Project No.: 15347-009-01 Report No.: D055 Date 1st Issue: August 16, 1995 I ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: j Environmental Sciences • Construction Materials Testing Final Issue: September 7, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. P4065V Date Sampled: 08-07-95 Time Sampled: 6:45 a.m. FIELD & LAB DATA Sampled By: V. Lane Slump: 6.5 in. Truck No.: 256 Air Content (by volume): N/S % Ticket No.: 2444084 Concrete Temperature: 84 OF Time Batched: 6:30 a.m. No. of Cylinders Cast: 4 quantity of Load: 10 cu.yds. Ambient Temperature: 78 OF Water Added At Site: 15 gals. Weather Condition: P. Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on Grade, South of existing customs RESULTS of TESTING Date Tested Age Days Type of Fracturp Test Specimen X-Sect. Area (in.) Max. Compressive Load (ibs.) Test Compressive Strength (psi) Average (psi) 08-14-95 7 3 28.27 95,000 3,360 09-04-95 28 3 28.27 125,000 4,420 09-04-95 28 3 28.27 131,000 4,630 4,530 H REMARKS This Form Conforms With ASTM C-39 �M,00[ fl 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL I cc: Client (2), BRPH Architects (1) Rinker (1), City of Sanford (1) I is Fred7t s Izer, P.E. Materials a ing - Department Manager Universal En 'neering Sciences, Inc. Oum N I VREEREE-3 A L Project No.: Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences- Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D092 August 21, 1995 September 7, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y FIELD & LAB DATA Date Sampled: 08-09-95 Time Sampled: 12:20 p.m. Sampled By: C.S. Slump: 4.5 in. Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 2444202 Concrete Temperature: 90 OF Time Batched: 11:52 p.m. No. of Cylinders Cast: 4 Quantity of Load: 17 cu.yds. Ambient Temperature: 87 OF Water Added At Site: 0 gals. Weather Condition: Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Column pads S - 7, 9, 15 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max.. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-16-95 7 3 28.27 65,000 2,300 09-06-95 28 3 28.27 94,000 3,330 09-06-95 28 3 28.27 92,000 3,250 3,290 H REMARKS This Form Conforms With ASTM C-39 17 cubic yards of 7 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2) BRPH Architects (1), City of Sanford (1) is P.E. Department Manager 'ing Sciences, Inc. Project No.: N I V E 3" A L Report No.: ENGINEERING SCIENCES Date 1st Issue: Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: a q: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 D128 August 21, 1995 September 7, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN ' DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R4065Z FIELD & LAB Date Sampled: 08-09-95 Time Sampled: 1:13 P.M. Sampled By: V. Lane Slump: 6.5 in. Truck No.: 884 Air Content (by volume): N/S % Ticket No.: 2444204 Concrete Temperature: 91 OF Time Batched: 12:48 p.m. No. of Cylinders Cast: 4 DATA Quantity of Load: 17 cu.yds. Ambient Temperature: 89 OF Water Added At Site: 25 gals. Weather Condition: P. Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Formed tie beam, Stairwell No. 5, first beam RESULTS Date Tested Age Days Type of Fracturp Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-16-95 7 3 28.27 77,000 2,720 09-06-95 28 3 28.27 110,000 3,890 of TESTING 09-06-95 28 3 28.27 115,500 4,090 3,990 H REMARKS This Form Conforms With ASTM C-39 17 cubic yards of 7 cubic yards Ivi V'N I 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2) BRPH Architects (1), City of Sanford (1) is zer, P.E. g - Department Manager eering Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D158 August 22, 1995 September 7, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Airport Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y FIELD & LAB DATA Date Sampled: 08-10-95 Time Sampled: 4:40 a.m. Sampled By: CS Slump: 5.5 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2444221 Concrete Temperature: 83 OF Time Batched: 4:20 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 75 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade, between lines 5 and 6 and M and N RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-17-95 7 3 28.27 72,000 2,550 09-07-95 28 3 28.27 100,000 3,540 09-07-95 28 3 28.27 101,000 3,570 3,560 H [tARKS This Form Conforms With ASTM C-39 '40 cubic yards of 300 cubic yards VIN IV, P11, V F1 U 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS Fred'+J 'C'm r, P.E. cc: Client (2), BRPH Architects (2) to ' Testi - Department Manager i City of Sanford (1), Rinker (1) Univ sal ngi a ng Sciences, Inc. is + Project No.: 15347-009-01 Report No.: D159 N I V RE' R !"' 6A L Date 1st Issue: August 22, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: September 7, 1995 ' 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 ,Longwood, Florida 32752 Project: International Airport Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y FIELD & LAB DATA Date Sampled: 08-10-95 Time Sampled: 5:13 a.m. Sampled By: CS Slump: 4.75 in. Truck No.: 593 Air Content (by volume): N/S % Ticket No.: 2444224 Concrete Temperature: 81 OF Time Batched: 4:44 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 75 OF Water Added At Site: N/S gals. Weather Condition: N/S Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade, between lines 5 and 6 and K and L RESULTS of TESTING Date Tested Age Days Type of Fracturp Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-17-95 7 3 28.27 81,000 2,870 09-07-95 28 3 28.27 109,000 3,860 09-07-95 28 3 28.27 112,000 3,960 3,910 H REMARKS This Form Conforms With ASTM C-39 '70 cubic yards of 300 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS e alzer, P.E. i cc: Client (2), BRPH Architects (2) Ma rla T ting - Department Manager City of Sanford (1), Rinker (1) Uni rsa E ineering Sciences, Inc. is Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D160 August 22, 1995 September 7, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Airport Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y Date Sampled: 08-10-95 Time Sampled: 5:45 a.m. Sampled By: CS Slump: 6.25 in. FIELD & LAB Truck No.: 302 Air Content (by volume): N/S % Ticket No.: 2440626 Concrete Temperature: 85 OF Time Batched: 4:26 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: '10 cu.yds. Ambient Temperature: 77 OF Water Added At Site: N/S gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade, between lines 6 and 8 and L and M RESULTS Date Tested Age Days Type of FractuGB Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-17-95 7 3 28.27 77,000 2,720 09-07-95 28 3 28.27 103,500 3,660 of TESTING 09-07-95 28 3 28.27 104,000 3,680 3,670 H REMARKS This Form Conforms With ASTM C-39 1130 cubic yards of 300 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS c Fr cc: Client (2), BRPH Architects (2) Ma City of Sanford (1), Rinker (1) Un is Ja er, P.E. e ing - Department Manager En eering Sciences, Inc. -- Project No.: ul" lNu I V E R S A L Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 D161 August 22, 1995 September 7, 1995 Project: International Airport Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y FIELD Date Sampled: 08-10-95 Time Sampled: 6:15 a.m. Sampled By: CS Slump: 4 in. Truck No.: 143 Air Content (by volume): N/S % & LAB Ticket No.: 2444230 Concrete Temperature: 83 OF Time Batched: 5:17 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: '10 cu.yds. Ambient Temperature: 77 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade, between lines 8 and 10 and M and N RESULTS of TESTING Date Tested Age Days Type of Fractu Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-17-95 7 3 28.27 72,500 2,560 09-07-95 28 3 28.27 1 87,500 3,100 09-07-95 28 3 28.27 88,000 3,110 3,110 H REMARKS This Form Conforms With ASTM C-39 '170 cubic yards of 300 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar FI = Hold, CB = Corner Break Technician: CS cc: Client (2), BRPH Architects (2) City of Sanford (1), Rinker (1) is P.E. Department Manager ng Sciences, Inc. Project No.: UNIVERSAL Report No.: Date list Issue: i ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 15347-009-01 D162 August 22, 1995 September 7, 1995 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 _Longwood, Florida 32752 Project: International Airport Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y FIELD & LAB DATA Date Sampled: 08-10-95 Time Sampled: 6:50 a.m. Sampled By: CS Slump: 5.5 in. Truck No.: 617 Air Content (by volume): N/S % Ticket No.: 2444235 Concrete Temperature: 88 OF Time Batched: 5:59 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 78 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade, between lines 10 and 12 and M and N RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-17-95 7 3 28.27 75,500 2,670 09-07-95 28 3 28.27 99,500 3,520 09-07-95 28 3 28.27 97,000 3,430 3,480 H REMARKS This Form Conforms With ASTM C-39 1220 cubic yards of 300 cubic yards PA"I 1"ho'l II 1 = Cone, 2 = Cone $ Split, 3 = Cone $ Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (2) City of Sanford (1), Rinker (1) is P.E. Department Manager -ing Sciences, Inc. Project No.: Report No.: UNIVERSAL ENGINEERING SCIENCES Date 1st Issue:Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D163 August 22, 1995 September 7, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Airport Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y FIELD & LAB DATA Date Sampled: 08-10-95 Time Sampled: 8:00 a.m. Sampled By: CS Slump: 4 in. Truck No.: 695 Air Content (by volume): N/S % Ticket No.: 2444249 Concrete Temperature: 88 OF Time Batched: 7:34 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 80 OF Water Added At Site: N/S gals. Weather Condition: N/S Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade, between lines 12 and 14 and L and M RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-17-95 7 3 28.27 86,500 3,060 09-07-95 28 3 28.27 111,000 3,930 09-07-95 28 3 28.27 113,000 4,000 3,970 H tf This Form Conforms With ASTM C-39 280 cubic yards of 300 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (2) City of Sanford (1), Rinker (1) a is '.E. lepartment Manager g Sciences, Inc. 'UNIVERSAL Project No.: 15347-009-01 Report No.: D377 Date 1st Issue: September 7, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD Date Sampled: 08-25-95 Time Sampled: 12:20 p.m. Sampled By: V. L. Slump: 5.5 in. Truck No.: 28 Air Content (by volume): N/S % & LAB DATA Ticket No.: 2577932 Concrete Temperature: 88 OF Time Batched: 11:50 a.m. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 5 gals. Weather Condition: Cloudy Contractor: Advanced Site Admixture: N/S Supplier: Rinker' Location of Placement: Column Pads Line C.1, XN.B, Line J.B, J, Line K.8 at CA RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 09-02-95 7 3 28.27 91,000 3,220 09-22-95 28 09-22-95 28 H REMARKS This Form Conforms With ASTM C-39 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V.L. cc: Client (2), Rinker (1) BRPH Architects (1), City of Sanford (1) is r, P.E. - Department Manager ?ring Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D402 September 7, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V Date Sampled: 08-28-95 Time Sampled: 10:10 a.m. Sampled By: C.S. Slump: 3.5 in. FIELD & LAB DATA Truck No.: 22 Air Content (by volume): N/S % Ticket No.: 2577965 Concrete Temperature: 93 OF Time Batched: 9:41 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 90 OF Water Added At Site: 0 gals. Weather Condition: N/S Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Foundation Slab, Elevator Pit No. 1 and No. 2, Column Pads line CA - J.8, XN.8 - J.8, Column J, XN.8 - J RESULTS of TESTING Date Tested Age Days Type of Fractur Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 09-04-95 7 3 28.27 73,500 2,600 09-25-95 28 09-25-95 28 H REMARKS This Form Conforms With ASTM C-39 10 cubic yards of 20 cubic yards � M®0� 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: \ ed alzer, P.E. cc: Client (2), Rinker (1) . Ma T ing -Department Manager BRPH Architects (1), City of Sanford (1) Univer al En 'veering Sciences, Inc. is Project No.: UNIVERSAL Report No.: Date list Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D310 September 1, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 08-21-95 Time Sampled: 9:55 a.m. Sampled By: V. Lane Slump: 5 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2577805 Concrete Temperature: 88 OF Time Batched: 9:27 a.m. No. of Cylinders Cast: 4 quantity of Load: 10 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 15 gals. Weather Condition: Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab for Stairwell No. 4 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-28-95 7 3 28.27 90,500 3,200 09-18-95 28 09-18-95 28 H REMARKS This Form Conforms With ASTM C-39 ", M, 0 H, N In 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), BRPH Architects (1) City of Sanford (1) is r, P.E. - Department Manager ?ring Sciences, Inc. 'UNIVERSAL Project No.: Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 D321 September 1, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days (Pumpable) Mix Design No. R4065Z FIELD Date Sampled: 08-22-95 Time Sampled: 11:12 a.m. Sampled By: V. Lane Slump: 8 in. Truck No.: 318 Air Content (by volume): N/S % & LAB Ticket No.: 2577852 Concrete Temperature: 90 OF Time Batched: 10:55 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: 17 cu.yds. Ambient Temperature: 85 OF Water Added At Site: 21 gals. Weather Condition: P. Cloudy Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Stairwell No. 5, 2nd floor, formed tie beam RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-29-95 7 3 28.27 77,000 2,720 09-19-95 28 09-19-95 28 H REMARKS This Form Conforms With ASTM C-39 '7 cubic yards of 7 cubic yards 5M00[ fl 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), BRPH Architects (1) City of Sanford (1) is ?r, P.E. - Department Manager ering Sciences, Inc. 9 UNIVERSAL Project No.: Report No.: ' Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D322 September 1, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 08-22-95 Time Sampled: 1:12 p.m. Sampled By: V. Lane Slump: 6.5 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2577860 Concrete Temperature: 90 OF Time Batched: 12:44 p.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 0 gals. Weather Condition: P. Cloudy Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column pads X1 to XJ.5/K.9 to XN.8 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-29-95 7 3 28.27 76,500 2,710 09-19-95 28 09-19-95 28 H REMARKS This Form Conforms With ASTM C-39 120 cubic yards of 40 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), BRPH Architects (1) City of Sanford (1) is alzer, P.E. ing - Department Manager ineering Sciences, Inc. Project No.: UNIVERSAL Report No.: 3 Date 1st Issue: ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D349 September 5, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 08-23-95 Time Sampled: 12:25 p.m. Sampled By: V. Lane Slump: 5.5 in. Truck No.: 256 Air Content (by volume): N/S % Ticket No.: 2577904 Concrete Temperature: 86 OF Time Batched: 11:55 a.m. No. of Cylinders Cast: 4 Quantity of Load: 6 cu.yds. Ambient Temperature: 82 OF Water Added At Site: 0 gals. Weather Condition: Rain Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column Pads XJ.5 "A" and "B"/ XL.1 "D" and "D"/ CA 45 degree firewall RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-30-95 7 3 28.02 80,500 2,870 09-20-95 28 09-20-95 28 H REMARKS This Form Conforms With ASTM C-39 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), BRPH Architects (1) City of Sanford (1) is �cTi Izer, P.E. Te g - Department Manager I Engin .ering Sciences, Inc. Project No.: 15347-009-01 UNIVERSAL Report No.: L954 Date 1st Issue: August 7, 1995 ENGINEERING SCIENCES Date 2nd Issue: ` Consultants In: Geotechnical Engineering Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: September 1, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB Date Sampled: 07-28-95 Time Sampled: 12:00 p.m. Sampled By: V. Lane Slump: 4.5 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2443898 Concrete Temperature: 86 OF Time Batched: 11:32 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: 10 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 10 gals. Weather Condition: Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Materials Location of Placement: Slab for Stairwell No. 6 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-04-95 3 7 28.27 79,000 2,790 08-25-95 28 3 28.27 99,000 3,500 08-25-95 28 3 28.27 101,000 3,570 3,540 H REMARKS This Form Conforms With ASTM C-39 VIN "' M, Z F I s 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (1) City of Sanford (1), Rinker Materials (1) is P.E. Department Manager ring Sciences, Inc. 'U'"NIVERS"ML Project No.: 15347-009-01 Report No.: L955 ENGINEERING SCIENCES Date 1st Issue: August 8, 1995 I Consultants In: Geotechnical Engineering • Date 2nd Issue: Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: September 1, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 07-31-95 Time Sampled: 12:40 p.m. Sampled By: V. Lane Slump: 4.25 in. Truck No.: 884 Air Content (by volume): N/S % Ticket No.: 2443964 Concrete Temperature. 88 OF Time Batched: 12:15 p.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 85 OF Water Added At Site: 5 gals. Weather Condition: P. Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Materials Location of Placement: Column Pad Lines K 2 - 6 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-07-95 3 7 28.27 87,000 3,080 08-28-95 28 3 28.27 118,000 4,170 08-28-95 28 3 28.27 117,000 4,140 4,160 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 10 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CS = Corner Break Technician:CS cc: Client (2), BRPH Architects (1) City of Sanford (1), Rinker Materials (1) is '.E. iepartment Manager g Sciences, Inc. Project No.: UNIVERSAL Report No.: ENGINEERING SCIENCES Date 1st Issue: Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida 15347-009-01 L967 August 14, 1995 September 1, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 08-01-95 Time Sampled: 11:20 a.m. Sampled By: V. Lane Slump: 6 in. Truck No.: 22 Air Content (by volume): N/S % Ticket No.: 2444001 Concrete Temperature: 88 OF Time Batched: 10:51 a.m. No. of Cylinders Cast: 4 Quantity of Load: '6 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 0 gals. Weather Condition: Cloudy/Rain Contractor: Client Admixture: N/S Supplier: Rinker Materials Location of Placement: Slab for Stairwell No. 5 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (tbs.) Test Compressive Strength (psi) Average (psi) 08-08-95 7 3 28.27 88,500 3,130 08-29-95 28 3 28.27 117,500 4,160 08-29-95 28 3 28.27 116,000 4,100 4,130 H REMARKS This Form Conforms With ASTM C-39 16 cubic yards of 16 cubic yards IN M V , M 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H*= Hold, CB = Corner Break Technician:VL cc: Client (2), City of Sanford (1) BRPH Architects (1) Rinker (1) is Fre Sch Izer, P.E. aterl Is Te ng - Department Manager Universal En neering Sciences, Inc. Project No.: 15347-009-01 UNIVERSAL ENGINEERING SCIENCES Report No.: 53867 Consultants In: Geotechnical Engineering • Date: September 1, 1995 Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 Area Tested: Column Pads - Native Referenced Datum: 0 = Bottom of Footing Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 08-21-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. Line X1 XN, 0 - 1 foot 108.0 10.2 102.8 11.5 95.2 2. Line X1 XM, 0 - 1 foot 108.0 10.2 102.6 9.8 95.0 3. Line X1 XL. 1, 0 - 1 foot 108.0 10.2 102.9 7.9 95.3 4. Line X1 XJ.5, 0 - 1 foot 108.0 10.2 103.1 12.8 95.5 5. Line K.9 XL.1, 0 - 1 foot 108.0 10.2 102.9 6.8 95.3 6. Line K.9 XM, 0 - 1 foot 108.0 10.2 102.9 4.8 95.3 7. Line K.9 XN, 0 - 1 foot 108.0 10.2 103.5 5.0 95.8 8. Line K.9 XN.8, 0 - 1 foot 108.0 10.2 106.4 11.6 98.5 Technician: VL cc: Client (2), BRPH Architects (1) City of Sanford (1) is zer, P.E. 9 - Department Manager neering Sciences, Inc. 'Am U N I V I"Em R ZOOIA L. ENGINEERING SCIENCES Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project No.: 15347-009-01 Report No.: 53942 Date: September 1, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: Column Pads - Native Referenced Datum: 0 = Bottom of Footing Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: 08-25-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. Line C.1 /J.8, 0 - 1 foot 108.0 10.2 106.8 13.9 98.9 2. Line XN.8/J.8, 0 - 1 foot 108.0 10.2 105.4 12.2 97.6 3. Line C.1/J, 0 - 1 foot 108.0 10.2 104.1 13.0 96.4 4. Line XN.8/J, 0 - 1 foot 108.0 10.2 103.3 11.5 95.6 Technician: VL cc: Client (2), BRPH Architects (1) City of Sanford (1) is P.E. Department Manager ring Sciences, Inc. Project No. U N I V 1-. R Sm"DA L Report No.: ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 53943 September 1, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL- P.O. No. 733-104 Area Tested: Building Pad - Fill Referenced Datum: 0 = Top of Fill Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 08-28-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. Column Line 5/P, 0 - 1 foot 108.0 10.2 107.7 12.0 99.7 2. Column Line 2/P, 0 - 1 foot 108.0 10.2 107.0 9.3 99.0 3. Column Line 3/M, 0 - 1 foot 108.0 10.2 103.6 10.2 95.9 4. Column Line 5/L, 0 - 1 foot 108.0 10.2 106.7 8.4 98.8 5. Column Line 4/N, 0 - 1 foot 108.0 10.2 106.9 11.2 99.0 6. Column Line 5/M, 0 - 1 foot 108.0 10.2 106.6 8.1 98.7 Technician: V.L cc: Client (2), BRPH Architects (1) m r, P.E. City of Sanford (1) Mat is Test rig - Department Manager is nivers I En ne ring Sciences, Inc. Project No.: a Report No.: mu" N I V EN' ZO-03' A L Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D469 September 18, 1995 Client: Mark Construction Company --,P.C. Box 521837 " ongwood, Florida 32752 oject: I rnational Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD Date Sampled: 09-05-95 Time Sampled: 4:12 a.m. Sampled By: V.'Lane Slump: 61/2 in. Truck No.: W Air Content (by volume): N/S % & LAB DATA Ticket No.: 2578123 Concrete Temperature: 80 OF Time Batched: 3:58 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 74 OF Water Added At Site: 0 gals. Weather Condition: Partly Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Slab on Grade, Column Line 2/Q to 3/R Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) RESULTS of TESTING 09-12-95 7 3 28.27 51,000 1,800 10-02-95 28 10-02-95 28 H REMARKS This Form Conforms With ASTM C-39 Note: Based on the 7-day compressive strength test the specified 28-day strength of 3,000 psi may not occur. '10 cubic yards of 20 cubic yards I'll, N V k' I U VIN 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) th Rinker (1) fed J. SC malzer, P.E. Materials Testing Depa ment Manager Universal Engineering Sciences, Inc. "AL Project No.: 15347-009-01 Report No.: D470 UNIVER.�. Date 1st Issue: September 18, 1995 . EN INEERING SCIENCES I Date 2nd Issue: j Consultants In: Geotechnical Engineering • Date 3rd Issue: _ Environmental Sciences • Construction Materials Testing Final Issue: I 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V Date Sampled: 09-05-95 Time Sampled: 4:52 a.m. Sampled By: V. Lane Slump: 6'/z in. FIELD Truck No.: 256 Air Content (by volume): N/S % & Ticket No.: 2578128 Concrete Temperature: 82 OF LAB Time Batched: 4:38 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: it cu.yds. Ambient Temperature: 76 OF Water Added At Site: 10 gals. Weather Condition: Partly Cloudy Contractor: Advanced Sfte & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Slab on Grade, Column Line a/M to 4/N RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (Ibs.) Test Compressive Strength (psi) Average (psi) 09-12-95 7 3 28.27 55,000 1,950 10-02-95 28 10-02-95 28 H REMARKS This Form Conforms With ASTM C-39 Note: Based on the 7-day compressive strength test the specified 28-day strength of 3,000 psi may not occur. 10 cubic yards of 70 cubic yards 1 = Cone, 2 = Cone &Split, 3 =Cone &Shear, 4 =Shear, 5 =Columnar H =Hold, CB =Corner Break Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1)_ th Rinker (1) ger Universal Engineering Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date end Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • _Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 D 471 September 18, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V Date Sampled: 09-05-95 Time Sampled: J 5:41 a.m. Sampled By: V. Lane Slump: 43/4 in. FIELD & LAB DATA Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2578133 Concrete Temperature: 82 OF Time Batched: 5:19 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 76 OF Water Added At Site: 5 gals. Weather Condition: Partly Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Slab on Grade, Column Line 2/M to 3/L Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 09-12-95 7 3 28.27 86,000 3,040 RESULTS of TESTING 10-02-95 28 10-02-95 28 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 120 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1)_ th Rinker (1) zer, P.E. �/i laInager aterials Testing - Depa me t Universal Engineering Sciences, Inc. Project No.: N I V E 17- 11 A L Report No.: ENGINEERING SCIENCES Date 1st Issue:Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: g Environmental Sciences • Construction Materials Testing Final Issue: i 3532 Maggie Blvd. •Orlando, FL 32811 (407) 423 0504 •FAX (407) 423 3106 t 15347-009-01 D472 September 18, 1995 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company r P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 09-05-95 Time Sampled: 6:12 a.m. Sampled By: V. Lane Slump: 5'/2 in. Truck No.: 256 Air Content (by volume): N/S % Ticket No.: 2578138 Concrete Temperature: 83 OF Time Batched: 5:59 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 78 OF Water Added At Site: 5 gals. Weather Condition: Partly Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Slab on Grade, Column Line 2/K to 3/L RESULTS of Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 09-12-95 7 3 28.27 80,000 2,830 10-02-95 28 10-02-95 28 TESTING H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 170 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1.) City of Sanford (1)_ th Rinker (1) . A , Universal Engineering Sciences, Inc. P Ou" N � V OE L Project No.: 15347-009-01 Report No.: D473 Date 1st Issue: September 18, 1995 ENGINEERING SCIENCES Date 2nd Issue: i Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 1?" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD Date Sampled: 09-05-95 Time Sampled: 8:25 a.m. Sampled By: V. Lane Slump: 6'/z in. Truck No.: 310 Air Content (by volume): N/S % & LAB DATA Ticket No.: 2578154 Concrete Temperature: 83 OF Time Batched: 8:10 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 78 OF Water Added At Site: 10 gals. Weather Condition: Pertly Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Slab on Grade, Column tine 4/L to 5/M Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 09-12-95 7 3 28.27 85,000 3,010 RESULTS 10-02-95 28 of TESTING 10-02-95 28 H REMARKS This Form Conforms With ASTM TM C-39 '10 cubic yards of 230 cubic yards '7'� ivi VIN I 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) City of Sanford_ (1) th Rinker (1) i e Ep. aterials Ting � De *MarSa er a men g Universal Engineering Sciences, Inc. Project No.: U N I V E R S03k A L Report No.: Date 1st Issue: i ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: i 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 D474 September 18, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V Date Sampled: 09-05-95 Time Sampled: 10:46 a.m. Sampled By: V. Lane Slump: 5'/2 in. FIELD Truck No.: 687 Air Content (by volume): N/S % & Ticket No.: 2578173 Concrete Temperature: 84 OF LAB Time Batched: 10:14 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: '10 cu.yds. Ambient Temperature: 79 OF Water Added At Site: 5 gals. Weather Condition: Partly Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Slab on Grade, Column Line 4/K to 5/L Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 09-12-95 7 3 28.27 85,000 3,010 RESULTS of 10-02-95 28 10-02-95 28 TESTING H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 280 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) th Rinker (1) d J. Sch a zer, P.E9��%�� Materials Testing - De art nt` aerll na p 9 Universal Engineering Sciences, Inc. Project No.: UNIVERSAL Report No.: ENGINEERING SCIENCES Date 1st Issue: Date Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 D562 September 15, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 09-07-95 Time Sampled: J 12:05 p.m. Sampled By: V. Lane Slump: 6.5 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2578336 Concrete Temperature: • 84 OF Time Batched: 11:39 a.m. No. of Cylinders Cast: 4 quantity of Load: 10 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 5 gals. Weather Condition: P. Cloudy Contractor: Advanced Sife Admixture: N/S Supplier: Rinker Location of Placement: Column Pad J / C2, C3 and C2.4 and cooler pads / column lines C.2 - I - A RESULTS of TESTING Date Tested > Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 09-14-95 7 3 28.27 80,000 2,830 10-05-95 28 10-05-95 28 H REMARKS This Form Conforms With ASTM C-39 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), Rinker (1) B.R.P.H. Architects (1)„ City of Sanford (1) is Fr d J. Schmalzer, P.E Materials Testing -- Depart ent Manager Universal Engineering Sciences, Inc. ' UNIVERSAL Project No.: Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D572 September 15, 1995 Client: Mark Construction Company P.O. Box 521837 Y Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R4065Z FIELD & LAB DATA Date Sampled: 09-07-95 Time Sampled: 1:24 p.m. Sampled By: V. Lane Slump: 8.5 in. Truck No.: 593 Air Content (by volume): N/S % Ticket No.: 2578346 Concrete Temperature: 86 OF Time Batched: 1:07 p.m. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 84 OF Water Added At Site: 5 gals. Weather Condition: P. Cloudy Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Escalator No. 2 and elevators No. 2 and No. 3 walls RESULTS Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 09-14-95 7 3 28.27 107,000 3,780 10-05-95 28 of 10-05-95 1 28 TESTING T H REMARKS I This Form Conforms With ASTM C-39 Ivi V'N1 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), Rinker (1) B.R.P.H. Architects (1)„ City of Sanford (1) is ed� C alzer, P.E.' Materials Testing -- Dep rtment anager Universal Engineering Sciences, Inc. ' UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project No.: 15347-009-01 Report No.: 54499 Date: September 18, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 Area Tested: Footing Pads - Native Reference Datum: 0 = Bottom of Foudation Footing Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: 09-08-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Note: Escalator Pad No. 1 includes Stairwell No. 1. _ Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. Future escalator pad, 0 - 1 foot 102.3 13.2 102.7 9.1 100.4 2. Escalator Pad No. 1, 0 - 1 foot 102.3 13.2 102.2 8.3 99.9 Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) th City of Sanford (1) - reer, P.E. Materials Testing - Department Manager Universal Engineering Sciences, Inc. Project No.: 15347-009-01 UNIVERSAL Report No.: 54500 ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: September 18, 1995 Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 y Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 Area Tested: 18 Inch Diameter R.C.P. Storm Drain - Backfill Reference Datum: 0 = Bottom of Pipe Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: 09-11-95 Laboratory: ASTM D-1557 Modified Proctor r- Remarks The tests below meet the minimum 100 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. _ Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Storm Drain 9D to 9H 1. 15 feet Southeast of 9D, 0 + 1 foot 102.3 13.2 102.5 12.8 100.2 2. 20 feet Southeast of 9D, 1 + 2 feet 102.3 13.2 102.3 9.6 100.0 3. 15 feet Southeast of 9D, 3 + 4 feet 102.3 13.2 102.1 7.2 100.0 Storm Drain 9H to 91 4. 30 feet Southeast of 9H, 0 + 1 foot 102.3 13.2 102.3 14.8 100.0 5. 35 feet Southeast of 9H, 1 + 2 feet 102.3 13.2 102.2 10.1 100.0 6. 25 feet Southeast of 9H, 3 + 4 feet 102.3 13.2 102.5 7.6 100.2 Storm Drain 91 to 9J 7. 40 feet East of 91, 0 + 1 foot 102.3 13.2 102.8 13.3 100.5 8. 45 feet East of 91, 1 + 2 feet 102.3 13.2 102.7 10.8 100.4 9. 50 feet East of 91, 3 + 4 feet 102.3 13.2 102.1 8.9 100.0 Technician: V. Lane co Client (2) ima zer, P.E. ' B.R.P.H. Architects O 1 Materials Testin - De a9��rt�Manager 9 p th City of Sanford (1) Universal Engineering Sciences, Inc. � Project No.: 15347-009-01 iU V ENGINEERING SCIENCES Report No.: 54501 ' Consultants In: Geotechnical Engineering - Date: September 18, 1995 f Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Murk Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 Area Tested: 3 - 4 Inch Diameter PVC Electrical Conduit - Backfill Reference _ Datum: 0 = Bottom of Pipe Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: 09-12-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 100 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. 0 + 1 foot, 60 feet Southeast of Telephone Room 102.3 13.2 102.6 11.8 100.3 2. 1 + 2 feet, 20 feet Southeast of Telephone Room 102.3 13.2 102.3 13.0 100.0 3. 2 + 3 feet, 35 feet Southeast of Telephone Room 102.3 13.2 102.4 9.9 100.1 Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) th City of Sanford (1) J. chmalzer, P.E. Materials Testing.- De artm�erMana _ . g. P g Universal Engineering Sciences, Inc. ' UNIVERSAL Project No.: Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12"_CONCRETE TEST SPECIMENS 15347-009-01 L955 August 8, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 07-31-95 Time Sampled: 12:40 p.m. Sampled By: V. Lane Slump: 4.25 in.. Truck No.: 884 Air Content (by volume): N/S % Ticket No.: 2443964 Concrete Temperature: 88 OF Time Batched: 12:15 p.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 85 OF Water Added At Site: 5 gals. Weather Condition: P. Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Materials Location of Placement: Column Pad Lines K 2 - 6 RESULTS ,of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-07-95 3 7 28.27 87,000 3,080 08-28-95 28 08-28-95 28 - H REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 10 cubic yards IFINI-11 M, H'- I = Cone, 2 = Cone, & Split; 3 = Cone & Shear, 4 = Shear,, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (1) City of Sanford (1), Rinker Materials (1) is '. E. lepartment Manager g Sciences, Inc. AMMERICAN 13UII.DINGS COMPANY EUFAULA, ALABAMA 36027 (334) 687-2032 June 6, 1995 TO: ALL BUILDERS/ROOFERS FROM: JOEL VOELKERT SUBJECT: MBMA 1-1/2-HOUR-RESISTANCE RATING Attached is a News Release from MBMA concerning Underwriters Laboratories 1-1/2-Hour Fire -Resistance Rating to Roof Ceiling Assembly for Metal Buildings. This is a major breakthrough for buildings for occupancies that were previously restricted. The MBMA's Insurance Committee has worked hard throughout the years to provide the metal buildings industry the very best when it comes to fire protection ratings. This last breakthrough is evidence of their commitment to insurance ratings for metal building systems. Future information concerning this new rating will be sent at a later date. JRV/jp Attachments(2) MR News Release --._'ETAL BUILDING MANUFACTURERS ASSOCIATION For further information or Selz, Seabolt & Associates, Inc. 1300 Sumner Avenue - Cleveland, OH 44115-2851 assistance, contact: 221 North LaSalle Street ' John Mandel Chicago, Illinois 60601 (312) 372-7090 FAX (312) 372-6160 Underwriters Laboratories Assigns llh-Hour Fire -Resistance Rating To Roof Ceiling Assembly For Metal Building Systems The Metal Building Manufacturers Association (MBMA) has announced that Underwriters Laboratories, Inc. assigned _a 1Ih-hour fire -resistance rating to a roof ceiling assembly for metal building systems having roofs that comply with UL Design No. P265 described in the 1995 Underwriters Laboratories, Inc. Fire Resistance Directory, Volume 1. This roof assembly may be used in conjunction with the standing seam metal roof that covers nearly all metal building systems. "The Underwriters Laboratories' 1 tfi-hour rating, which incorporates a lay -in acoustical tile ceiling system, was developed to meet local, state and national building code requirements," says Dr. W. Lee Shoemaker, MBMA's director of research and engineering. "As a result of the successful roof test and UL listing, metal building systems can meet tihe building code requirements for fire -resistive buildings and can now be used for occupancies previously restricted by building codes. These include office buildings, dormitories, hospitals, hotels, gymnasiums, auditoriums, skating rinks and other high -occupancy facilities. In addition, metal building owners will enjoy a reduction in their insurance costs." The tested roof ceiling assembly was designed with energy conservation in mind. The assembly includes 6 inches of glass fiber insulation placed directly on the back of the lay -in ceiling and recessed lighting fixtures, as well as 4 inches of vinyl -faced glass fiber insulation under the steel roof deck. The ceiling system also includes duct openings. - more - Underwriters Laboratories Assigns ... Page 2 A 1-hour roof ceiling system, UL Design No. P516, with a suspended gypsum ceiling ' system was developed previously under MBMA sponsorship. The more traditional lay -in acoustical tile ceiling offers an alternative to that assembly and is more economical in certain applications, such as school constriction. Over the years, MBMA has conducted fire tests at Underwriters Laboratories, Inc. that have resulted in breakthroughs in fire protection rese :*eh important to designers and users of economical light steel -framed buildings. This. testing has provided authoritative fire test data for building and fire protection authorities, and resulted in construction offering commercial advantages for building owners. Earlier MBMA fire tests resulted in fire -resistance ratings for tapered, lighter section steel columns for which little fire testing had been previously done. This research led to metal building systems having more favorable fire insurance rates utilizing UL listed 1-, 11/2- and 2-hour fire -protected columns. The work on columns was extended to establish 1- and 2-hour fire -resistance ratings for exterior walls in metal building systems. Besides reducing fire insurance costs, fire -resistance ratings for exterior walls are necessary to comply with building code requirements for fire separation from other buildings or property lines. For additional information, contact: Metal Building Manufacturers Association, 1300 Sumner Avenue, Cleveland, OH 44115-2851. 5/10/95 (407) 831.6325 (407) 332.5533111 FAX MARK METAL STRUCTURES, INC. BUILDING CONTRACTORS 1969 CORPORATE SQUARE DR. DON OLESEN BIG TREE CROSSING IND. PARK CB-0O26127 LONGWOOD, FL 32750 YkOdt '.. TITLE I F rnational Departures Bldg k� ✓��'. �/ '-BUIL'DINd TYPE S,._vice Establishments q 3 BUILDING LOCATION Sanford BUILDING AREA (ft2) .. 80800 HEATING ENERGY Electric Resistance COOLING ENERGY Direct Expansion Reciprocating Chiller DOMESTIC HOT WATER ENERGY Gas DHW System(s) BUILDING MISCELLANEOUS Lights Equipment SYSTEM MISCELLANEOUS Fans PLANT MISCELLANEOUS Pumping TOTAL ENERGY CONSUMPTION : BUILDING ANNUAL ENERGY USE DESIGN BUILDING M 34.00 33.85 1.62 7.15 1.47 11.28 1.36 90.74 ******* PASSES ****** PROJECT TITLE International Departures Bldg BUILDING TYPE Service Establishments BUILDING LOCATION Sanford BUILDING AREA(ft2): 80800 BUILDING DESIGN : Exterior Lighting Power 56750 W BASELINE BUILDING (s) 28.01 45.79 -4.08 5.67 1.47 19.05 100.00 EXTERIOR LIGHTING CRITERIA: AREA AREA AREA OR ALLOWANCE CODE DESCRIPTION LENGTH WATTS 5 Loading Area 15020.00 6008.00 7 Building Exterior Surface Facade 2910.00 727.50 3 High Traffic 3072.00 30720.00 7 Building Exterior Sur ce Facade 2750.00 687.50 13, Public parking lots 123200.00" 22176.00 5 Loading Area 10500.00 4200.00 13 Public parking lots 123200.00 22176.00 Exterior Lighting Power Allowance 86695.00 W ******** PASSES ******** rHE LIGHTING SYSTEM CONTROL REQUIREMENTS: TOTAL EQUIVALENT SPACE NO. CONTROLS CONTROL POINTS NO. DESCRIPTION AREA TASKS TYPE 1 NO. TYPE 2 NO. INSTLD. REQD. 4 General 1482.3 1 On/Off - 5 None 0 5> 2 13 Toilet and 972.0 1 On/Off- 6 On/Off 4 10 > 2 52 Waiting an 5975.3 1 On/Off 5 On/Off 3 8 > 7 51 Ticket Cou 1600.0 1 On/Off 11 None 0 11 > 2 10 Recreation 544.0 1 On/Off 2 None 0 2= 2 2 Corridor 384.0 1 On/Off 2 None 0 2. = 2 44 Inactive S 198.0 1 On/Off 3 None 0 3> 2 26 Reading, T 502.3 1 On/Off 3 None 0 3 > 2. 49 Baggage At 437:0 1 On/Off 2 None 0 2 _ 2 11 Active Tra 1204.0 1 Security 3 On/Off 3 3 > 2 13 Toilet and 1512.0 1 On/Off 2 On/Off 3 5 > 2 50 Concourse/ 10480.0 1 Security 6 None 0 0= 0 4 General 1600.0 1 On/Off 4 None 0 .4 > 2 11 Active Tra 378.0 1 Security 1 Security 1 0 = 0 4 General 432.0 1 On/Off, 2 None 0 2= 2 13 Toilet and 2611.2 1 On/Off 3 None 2 3 > 2 ******** PASSES ******** 'PROJECT TITLE International Departures Bldg BUILDING TYPE Service Establishments BUILDING LOCATION : Sanford BUILDING AREA(ft2): 80800 HVAC SYSTEMS PERFORMANCE: Cooling System Measure Minim. Minim. System System Result Result Type #1 #2 #1 #2 Eff.#1 Eff.#2 for #1, for #2 A/C Condens. COP, IPLV 2.50 2.50 2.82 12.30 PASSES PASSES Heating System -Measure Minimum Req. Efficiency Result Ele. Resis. Et 20.00 N/A Ele. Resis. Et 20.00 N/A Ele. Resis. Et 20.00 N/A ******** PASSES ******** F_ _. " _._ ._-`iE:(QU 'HLMENTS : Type Maximum W/CFM Design W/CFM Result _ille Air Volume (VAV) 1.25 0.79 PASSES aI Duct / Multizone 0.80 0.70 PASSES ******** PASSES ******** ..LR DISTRIBUTION SYSTEM INSULATION LEVELS: Zone ## Duct Location Minimum R-Value Design R-Value Result 1. 2. With Insulated Roof 6.00 6.00 PASSES 3. With Insulated Roof With Insulated.Roof 4.20 6.00 PASSES_ 4.20 6.00 PASSES- ******** PASSES ******** PROJECT TITLE International Departures Bldg BUILDING TYPE Service Establishments BUILDING LOCATION : Sanford BUILDING AREA(ft2): 80800 WATER,HEATING SYSTEMS PRESCRIPTIVE CRITERIA System Type Measure Minimum EF / Et Maximum SL Design EF / Et Design SL Result Gas <=75k Btuh EF-0.3380 0.0000 0.850 ( 0.000 PASSES ******** PASSES ******** PIPING INSULATION REQUIREMENTS: Pipe Insulation Thickness(in) System Type O.D.(in) Minimum Req. Design Result Circulating 2.00 0.650 2.00 PASSES ******** PASSES ******** Whole Building Performance Method for Commercial Buildings Form 40OA-94 ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs FLA/COM-94 Version 2.1A PROJECT NAME_International Departures B1 PERMITTING OFFICE: ADDRESS: _Sanford Airport _Sanford CLIMATE ZONE: _5 OWNER: _Central F1 Regional Airport PERMIT NO: AGENT: JURISDICTION NO:_691500 BUILDING TYPE: _Service Establishments CONSTRUCTION CONDITION: Existing Building DESIGN COMPLETION: _Addition CONDITIONED FLOOR AREA: 56000 NUMBER OF ZONES: 3 1 IETHOD "A '-- DESIGN, CRI' IIA RESULT -------------- 1.rWHOLE BUILDING ------ 90.74 -------- 100.00 ------ PASSES 3RESCRIPTIVE REQUIREMENTS: "JIGHTING EXTERIOR LIGHTING 56750.00 86695.00 PASSES LIGHTING.CONTROL REQUIREMENTS PASSES IVAC EQUIPMENT COOLING EQUIPMENT' 1. COP 2.82 2.50 PASSES IPLV 12.30 2.50 PASSES HEATING EQUIPMENT 1. Et 2-0.00 N/A 2. Et 20.00 N/A'. 3: Et 20.00 N/A FAN SYSTEM REQUIREMENTS 1. Variable Air Volume ( 0.79 1.25 PASSES 2. Dual Duct / Multizong• 0.70 0.80 PASSES AIR DISTRIBUTION SYSTEM INSULATION. LEVEL 1. With Insulated Roof 6.00 6.00 PASSES 2. With Insulated Roof 6.00 4.20 PASSES 3. With Insulated Roof 6.00 4.20, PASSES .aATER HEATING EQUIPMENT 1. EF 0.85 -0.34 PASSES PIPING INSULATION REQUIREMENTS 1,. Circulating 2.00 0.65 PASSES COMPLIANCE CERTIFICATION: I hereby certify that the plans and Review of the plans and specifica- ;specifications covered by this calcu- tions covered by this calculation lation are in compliance with the indicates compliance with the ciency Code. Florida En"-�T Florida Energy Efficiency Code. PREPARED B Mltb4.SM ,! Before construction is completed, V ATE: this buildina will be inspected for complian in accordance with hereby certify that this building is Section 553.9v8, Florida Statutes. n, compliance h the Fl E gy BUILDING OFFICIAL: tcy C ,fficier C DATE: -WNER/AGEN ,ATE:._ - hereby certify(*) that the system design is in compliance with the Florida :nergy Efficiency Code. SYSTEM DESIGNER,,,k REGISTRATION/STATE RCHITECT : Armand D. Trim 10554 Florida Florida IECHANICAL: Ahdni s. Ail 21621 ,LUMBING : Ahaul q- Ailani 21621 Florida :LECTRICAL: Max P.- snitipr 35922 Florida IGHTING Max E. Snider 35922 P1 nri rl;; Signature.is required where Florida law requires design to be performed ,y registered design professionals. Typed names and registration numbers may )e used where all relevant information is contained on signed/sealed plans. �-Sr�aqtv�e � fir � Ar(A Nv"Llp IV-9 '401m.1 N': IN&L I ON r- - East 1-3/4 Steel.Door-polystyrene core (18 g 0.35 251 ;South 1-3/4 Steel Door 3lystyrene core (18 g ).35 251 West 1-3/4 Steel Door -Polystyrene core (18 g 0.35 251 Total Door Area.in Zone 1 = 2321 4U3.------DOORS--ZONE 2------------------------------------------------I=-- Elevation Type U Area(Sgft)1 -------------------------------------------------- ---------------1 Vorth 1-3/4 Steel Door -Polystyrene core (18 g 0.35 981 East 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 West 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 Total Door Area in Zone 2 = 1961 403.------DOORS--ZONE 3 ------------------------------------------------ Elevation Type U Area(Sgft)1 ----------------- ---------------------------------- ----- ----------I .Borth 1-3/4 Steel Door -Polystyrene core (18 g 0.35 981 East 1-3/4 Steel Door -Polystyrene -core (18 g 0.35 491 .West 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 iWest 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 Total Door Area in Zone 3 = 2451 Total Door Area = 6731 404.------ROOFS--ZONE 1------------------------------------------------ I--- rype '. Color U Added R Area(Sgft)1 ------------------------------------ ------ ----- ------- ----------I Roof White .047 0 01 Total RoofArea in Zone 1 = 01 404------- ROOFS --ZONE 2------------------------------------------------I--- Type Color U Added R Area(Sgft)) ------------------------------------ ------ ----- ------- ----------I Roof Light .047 0 284241 Total Roof Area in Zone 2 = 284241 404.------ROOFS--ZONE 3------------------------------------------------ I --- Type Color U Added R Area(Sgft)1 ------------------------------------ ------ ----- ------- ----------I Roof Light .047 0 105001 Total Roof Area in Zone 3 = 105001 Total Roof Area = 389241 405.------FLOORS-ZONE 1------------------------------------------------ I --- Type R Area(Sgft)I -----------------------------------------------------------------1 .Slab on Grade/Uninsulated. 0 166411 Total Floor Area in Zone 1 = 166411 405.1 ------FLOORS-ZONE 2------------------------------------------------ I --- Type R Area(Sgft)I -----------------------------------------------------------------1. Floor over Unconditioned Space/Uninsulated 0 145801 Total Floor Area in Zone 2 = 145801 405.------FLOORS-ZONE 3------------------------------------------------ I --- Type R Area(Sgft)1 -----------------------------------------------------------------I Floor over Unconditioned Space/Uninsulated 0 106001 Total Floor Area in Zone 3 = 106001 Total Floor Area = 418211 406.------INFILTRATION --------------------------------------------------1--- ICHECKI Infiltration Criteria in 406.1.ABC.1 have been met. 1 1 407.------COOLING SYSTEMS ----------------------------------------------- Type No Efficiency IPLV Tons1 ---------------------------- ------------- ----- --------------I BL )ING INFORMATION COMPLIANCE CHECK 401------- GLAZING --ZONE 1-----------------------------------------------v- evation Type U SC VLT Shading ---- -------------- Area(Sgft)1 ----------I ------- 'South --------------- Commercial ---- ---- 1.07 .683 .479 Continuous Ove 13001 Total Glass Area in Zone 1 = 13001 401.--- --- GLAZING--ZONE .2-------------------------------------------�-v- Elevation Type, -------- U SC VLT Shading -------------- Area(Sqft) ----------1 ------ North ----- Commercial ---- ---- ---- 1.07 .683 .479 None 8251 North` Commercial 1.07 .683 .479 None 4301 ;South Commercial 1.07 .683 .419 Continuous Ove 7431 South. Commercial 1.07 .683 .479 Continuous Ave 2701 Total Glass Area in Zone 2 _ 22681 401 -------- GLAZING --ZONE 3------------------ --------------------------------v- Elevation Type U SC VLT Shading ---- -------------- Area(Sgft)I ----------I ------- East ------------ Commercial ---- ---- 1.07 .683 .479 None 8271 est Commercial 1.07 .683 .479 None 6611 East Commercial 1.07 .683 .479 None 861 Nest. Commercial 1.07. .683 .479 None 861 Northeast Commercial 1.07 .683 .479 None 3151 Total Glass Area.in Zone 3 = 19751 Total Glass Area = 55431 402.---=--WALLS--ZONE 1------------------------------------------------- I--- Elevation ,.Type U Added R ------- Gross(Sgft)I -----------1 ----- -- North -------------------------------- Metal Wall ----- .066 0 22721 East Metal Wall .066 0 20161 South Metal Wall .066 0 22721 `Nest Metal Wall .066 0 20161' Total Wall Area in Zone 1 = 85761 402. WALLS --ZONE 2 ------------------------------------------------ Elevation Type U Added R ------- Gross(Sgft.)I -----------1 ------- North ------------------------------- Metal Wall ----- .066 0 29001 East Metal Wall_ .066 0 37001 South Metal Wall .066 0 15201 West Metal Wall .066 0 37001 Total Wall Area in Zone 2 = 118201 402------ -WALLS--ZONE 3------------------------------------------------1--- Elevation Type U Added R Gross(Sgft)) -----------I ------ -- North ------------------------------- Metal Wall ----- ------- .066 0 7201 East Metal Wall .066 0 53101 West Metal -Wall .066 0 57601 Northeast Metal Wall .066 0 6301 Northwest Metal Wall .066 0 5041 Total Wall Area in Zone 3 = 129241 Total Gross Wall Area = 333201 403------- DOORS --ZONE 1 ------------------------------------------------ Elevation Type U ----- Area(Sgft)1 ---------- --------- North ---------------------------------------- 1-3/8 Wood Door -Hollow core flush 0.47 741 North 1-3/4 Steel Door -Solid Urethane foam co 0.40 581 North 1-3/4 Steel Door -Solid Urethane foam co 0.40 271 1. With Condenser 1 2.82 -12.3 157.401 2. Served by Previous Zone ,ol 0.001 3. Served by Previous Zone Cool 0.001 108-------HEATING SYSTEMS-----------------------------------------------I--- Type. No Efficiency ---------------------------1 BTU/hrl ------------------------------ 1. Electric Resistance 1 20 1023901 2. Electric Resistance' 1 20 1038241, 3. Electric Resistance 1 20 13`65201 109.------VENTILATION ---- -------------------------------------=---------1--- ICHECKI Ventilation Criteria in 409.1.ABC.1 have been met. 110.-----AIR DISTRIBUTION SYSTEM ----------------------------------------I--` AHU Type Duct Location ---------------------- R-value) ------- --------------------------------- 1. Variable Air Volume (VAV) -With Insulated Roof, 61 2. Variable Air Volume (VAV) With Insulated Roof 61 3. Dual Duct / Multizone With Insulated Roof, 61 Ill . -----PUMPS AND PIPING -ZONE 1---------------------------------------- I--- Type R-value/in Diameter ------------------ Thicknessl --------- ---------------------- 1. Circulating 6 2 21 Ill ------ PUMPS AND PIPING -ZONE 2------------------------------- -------- 1--- Type R-value/in Diameter ------------------ Thickness) ---------1 ------------------ ----- 1. Circulating 0 0 .' 01 �11.-----PUMPS AND PIPING -ZONE 3------------------------------'---------I--- Type R-value/in ,Diameter ---------- Thickness) ---------- --------------- -------- .-------- 1. Circulating 0 0 01 112.-----WATER HEATING SYSTEMS -ZONE 1----------------------------------- I--= Type Efficiency StandbyLoss InputRate -------------------- Gallonsl ----------1. ---------------------------------- 1. <=75,000 Btuh; .85 0 500000 5041 112•-----WATER HEATING SYSTEMS -ZONE 2---------------------------------- I--- Type Efficiency StandbyLoss InputRate ------------------------------ Gallonsl ----------1 ------------------------ 112.-----WATER HEATING SYSTEMS -ZONE 3---------- ------------------------1--- Type Efficiency StandbyLoss InputRate -------------------- Gallons) ----------1 ---------------------------------- 413.-----ELECTRICAL POWER DISTRIBUTION----------------------------------I--- ICHECKI Metering criteria in 413.1.ABC.1 have been met. Transformer criteria in 413.1.ABC.2 have been met. 1 l 114.-----MOTORS ---------------------------------------------------1-----1--- Motor efficiencies in 414.1.ABC.1 have been met. I 415.-----LIGHTING SYSTEMS -ZONE 1'---------------------------------------I--- 3pace Type No Control Type l No Control Type 2 No Watts ----------------- --- ------ Area(Sgft)l -------- ----------------- ieneral 1 On/Off 5 None 0 1216 ----------� 14821 roilet and 1 On/Off 6 On/Off 4 1648 9721 plaiting an' 1 On/Off 5 On/Off 3' 10700. 59751 Picket Cou 1 `'On/Off 11 None 0 2180 16001 Recreation 1 On/Off, 2 None 0 576 5441 Corridor 1 On/Off 2 None 0 412 3841 Inactive S 1 On/Off 3 None 0 256 1981 Reading, T 1 On/Off 3 one 0 768 5021 Baggage.Ar 1 On/Off 2 None 0 768 4371 Total Watts for Zone 1 = 185241 Total Area for Zone = 120951 415------- LIGHTING SYSTEMS -ZONE 2---------------------------------------1--- °3pace Type No --- Control Type 1. No Control Type 2 No Watts ----------------- ---. ------ Area(Sgft)1 --------- --- --- Active Tra 1 -------------- Security (con 3 On./Off 3 1818 12041 `roilet and" 1 On/Off 2 �On/Off 3 3820 -15121 Total Watts for Zone 2 _ 56381 Total Area for Zone 2 _ 27161 '415.-----LIGHTING SYSTEMS -ZONE 3--------------- -------------------------I--- 3pace Type No Control Type 1 No Control Type 2 No Watts -------------- --- ------ Area(Sgft)1 ----------1 ------- --- ,concourse/ 1 -------------- Security .(con --- 6 None 0 8640 104801 Jeneral 1 On/Off: 4 None 0 832 16001 :Ictive Tra 1 Security ;(con' 1 Security (con 1> 1608 3781 3eneral 1 On/Off 2 Nona 0 384 4321' `toilet and 1 On/Off 3 None 2 2464 26111 Total Watts for Zone 3 = 139281 Total Area for Zone 3 = 155011 Total Watts = 380901 Total Area = 3031.21 ICHECKI Lighting criteria in 415.1.ABC have been met. --------- --------------- -------------------------------------1-----1--- 16..HVAC load sizing has been performed. (407.1.ABC.1) I -------------- 17. Duct sizing ------------------------------------------------1-----1--- and design have been performed.. (410.1.ABC.1.2) ---- ------------------------------------------------------------1-----1--- 18. Testing and balancingwill be.performed. (410.1.ABC.4) -----------------------------------------------------------------1-----1--- .19. Operation/maintenance manual will be provided to owner.(102.1)1 f wOd "fir TITLE I- F rnational Departures Blda f -BUILDING TYPE &-. _vice Establishments 3 Bt.-ILDING LOCATION Sanford BUILDING AREA (ft2) 80800 HEATING ENERGY Electric Resistance BUILDING ANNUAL ENERGY USE DESIGN BUILDING BASELINE BUILDING ($) I. M 34.00 1 28.01 COOLING ENERGY Direct Expansion 45.79 Reciprocating Chiller 33.85 DOMESTIC HOT WATER ENERGY Gas DHW System(s) 1.62 -4.08 'BUILDING MISCELLANEOUS Lights 7.15 5.67 Equipment 1.47 1.47 SYSTEM MISCELLANEOUS Fans 11.28 19.05 PLANT MISCELLANEOUS Pumping 1.36 TOTAL ENERGY CONSUMPTION 90.74 100.00 ******* PASSES ****** PROJECT TITLE International Departures Bldg BUILDING TYPE Service Establishments BUILDING LOCATION : Sanford BUILDING AREA(ft2): 80800 BUILDING DESIGN : Exterior Lighting.Power 56750 W EXTERIOR LIGHTING CRITERIA: AREA AREA AREA OR ALLOWANCE CODE DESCRIPTION LENGTH WATTS 5 Loading Area 15020.00 6008.00 7 Building Exterior Surface Facade 2910.00 727.50 3 " H*'I:gh Traffic 3072.00 30720.00 7 Luilding Exterior`Sur ce Facade 2750.00 687.50 13 Public parking lots 123200.00' 22176.00 5 Loading Area 10500.00 4200.00 13 Public parking lots 123200.00 22176.00 Exterior Lighting Power Allowance 86695.00 W ******** PASSES ******* rHE LIGHTING SYSTEM CONTROL REQUIREMENTS: - TOTAL EQUIVALENT SPACE NO. CONTROLS CONTROL POINTS `NO. DESCRIPTION AREA TASKS TYPE 1 NO., TYPE 2 NO. INSTLD REQD. 4 General 1482.3 1 On/Off - 5 None 0 5> 2 13 Toilet and 972.0 1 On/Off 6 On/Off 4 10 > 2 52 Waiting an 5975.3 1 On/Off 5 On 3 8 > 7 51 Ticket Cou 1600.0 1 On/Off 11 None 0 11 >' 2 10 Recreation 544.0 1 On/Off 2 None 0 2= 2 2 Corridor 384.0 1 On/Off 2 None 0 2= 2 44 Inactive S, 198.0, 1 On/Off 3 None 0 3 > 2 26 Reading, T 502.3 1 On/Off 3 None 0 3 > 2. 49 Baggage At 437.0 1 On/Off 2 None 0 2 _ 2 11 Active Tra 1204.0 1 Security 3 On/Off 3 3 > 2 13 Toilet and 1512.0 1 On/Off. 2 On/Off 3 5 > 2 50'Concourse/ 10480.0 1 Security 6 None 0 0_ 0 4 General 1600.0 1 On/Off 4 None 0 4> 2 11 Active Tra 378.0 1 Security 1 Security 1 0 0 4 General 432.0 1 On/Off 2 None 0 2= 2 13 Toilet and 2611.2' 1 On/Off 3 None 2 - 3 > 2 ******* PASSES ******* PROJECT TITLE International Departures Bldg BUILDING TYPE Service Establishments BUILDING LOCATION Sanford BUILDING AREA(ft2),.' 80,800 HVAC SYSTEMS PERFORMANCE: Cooling System Measure Minim. Minim. System System Result Result Type #1 #2 #1 #2 Eff.#1 Eff.#2 for #1 for #2 A/C Condens. COP, IPLV 2.50 2.50 2.82 12.30 PASSES PASSES Heating System Measure Minimum Req. Efficiency Result Ele. Resis. Et 20.00 N/A Ele. Resis. Et 20.00 N/A Ele. Resis. Et 20.00 N/A ******* PASSES ******* REQUIREMENTS: Type Maximum W/CFM Design W/CFM Result .13le Air Volume (VAV) 1.25 0_79 PASSES -,1 Duct / Multizone 0.80 0.70 PASSES ******** PASSES ******** ..LR DISTRIBUTION SYSTEM INSULATION LEVELS: Zone # Duct Location Minimum R-Value Design R-Value Result 1. With Insulated Roof 6.00 6.00 PASSES 2. With Insulated Roof 4.20 6.00 PASSES - 3. With Insulated Roof 4.20 6.00 PASSES ******** PASSES ******** PROJECT TITLE International Departures Bldg BUILDING TYPE Service Establishments BUILDING LOCATION Sanford BUILDING AREA(ft2): 80800 .WATER HEATING SYSTEMS PRESCRIPTIVE CRITERIA System Type Measure Minimum EF / Et Maximum SL Design EF / Et Design SL Result Gas <=75k Btuh EF -0.3380 0.0000 0.850 0.000 (PASSES ******** PASSES ******** PIPING INSULATION REQUIREMENTS: Pipe Insulation Thickness(in) System Type O.D.(in) Minimum Req. Design Result Circulating 2.00 0.650 2.00 PASSES ******** PASSES ******** Whole Building Performance Method for Commercial Buildings ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department..of Community Affairs FLA/COM-94 Version 2.1A PROJECT NAME -International Departures B1 ADDRESS:- _Sanford Airport OWNER: _Central F1.Regional Airport AGENT: Form 40OA-94 PERMITTING OFFICE: _Sanford CLIMATE ZONE: 5 PERMIT NO: JURISDICTION NO:_691500 BUILDING TYPE: --Service Establishments CONSTRUCTION CONDITION: Existing Building DESIGN COMPLETION: _Addition CONDITIONED FLOOR AREA: 56000 NUMBER OF ZONES: 3 7-- "IETHOD 'A DESIGN - CRI' IIA RESULT ----------------- k.,WHOLE BUILDING 90.74 100.00 PASSES - ?RESCRIPTIVE REQUIREMENTS: JIGHTING EXTERIOR LIGHTING 56750.00 86695.00 PASSES LSGHTING,CONTROL REQUIREMENTS PASSES `JVAC EQUIPMENT COOLING EQUIPMENT - 1. COP 2.82 2.50 PASSES IPLV 12.30 2.50 PASSES HEATING EQUIPMENT 1. Et 20.00 N/A 2, Et 20.001 N/A . 3. Et 20.00 N/A FAN SYSTEM REQUIREMENTS 1. Variable Air Volume ( 0.79 1.25 PASSES 2. Dual Duct / Multizone: 0.70 0.80 PASSES AIR DISTRIBUTION SYSTEM INSULATION LEVEL 1. With Insulated Roof 6.00 6.,00 PASSES 2. With Insulated Roof 6.00 4.20 PASSES 3. With Insulated Roof 6.00 4.20 PASSES WATER HEATING EQUIPMENT 1. EF 0.85 -0.34 PASSES PIPING INSULATION REQUIREMENTS 1. Circulating 2.00 0.65 PASSES COMPLIANCE CERTIFICATION: I hereby certify that -the plans and :specifications covered by this calcu- lation are in compliance with the Florida Eniciency Code. PREPARED B;7E M1fba SMag-- V Review of the plans -and specifica- tions covered by.this calculation indicates compliance with the Florida Energy Efficiency Code Before construction is completed, ATE. this building will be inspected for complian in accordance with hereby certify that this building is Section 553.9u8, Florida Statutes. compliance h.the F1 E gy BUILDING OFFICIAL: fficiency C DATE: WNER/AGEN ,ATE hereby certify(*) that the system design is in compliance with the Florida :nergy Efficiency Code. SYSTEM DESIGNEkV REGISTRATION/STATE ,RCHITECT : Armand D. Trim 10554 Florida [ECHANICAL : Ahdnl S Ai ani 21621 Florida 'LUMBING Ahai,L s Ail -any 21621 Florida :LECTRICAL • max ^ apr 35922 Florida ;IGHTING Max E. Snider 35922 Fl nri Aa *) Signature is required where Florida law requires design to be, performed ►y registered design professionals. Typed names and registration numbers may ►e`used where all relevant information is contained on signed/sealed plans. ---------------- ---------------- s� a Vve4r or Or ro4r In► V. PrrT past 1-.3/4 Steel :South,', 1-3/4 Steel Alert 1-3/4 Steel 403.------DOORS--ZONE Elevation Type . ;forth 1-3/4 Steel .East 1-3/4 Steel 4est 1-3/4 Steel 403------- DOORS --ZONE Elevation Type Door-Dolystyrene core (18 g 0.35 251 Doo= Dlystyrene core (18 g ).35 251 Door -Polystyrene core (18 g 0.35 251 Total Door Area in Zone 1 = 2321 2---------------------------------------- -------- I--- U Area(Sgft)1 Door -Polystyrene core (18 g 0.35 981 Door -Polystyrene core (18 g 0.35 491 Door -Polystyrene core (18 g 0.35 491 Total Door Area in Zone 2 = 1961 3------------------------------------------------ I--- U Area(Sgft)1 ---- --- --------------------------------------- ----- ----------I '.forth 1-3/4 Steel Door -Polystyrene core (18 9 0.35 981 East 1-3/4 Steel Door -Polystyrene -core (18 g 0.35 491 Test 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 'lest 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 Total Door Area in Zone 3 = 2451 Total Door Area = 6731 404------- ROOFS --ZONE 1------------------------------------ ------------1--- Type a.Color U Added R Area(Sgft)1 ------------------------------------ ------ ----- ------- ----------I Roof White .047 0 01 Total Roof Area in Zone 1 = 01. 404------- ROOFS --ZONE 2----------------------- -------------------------- I --- Type Color U Added R Area(Sgft)I ------------------------------------ ------ ----- ------- ----------I :Roof Light .047 0 284241 Total Roof Area in Zone 2 = 284241 404.------ROOFS--ZONE 3------------------------------------------------ I --- Type Color U Added R Area(Sgft)I ------------------------------------ ------ ----- ------- ----------I Roof Light .047 0 105001 Total Roof Area in Zone 3 = 105001 Total Roof Area = 389241 405------- FLOORS -ZONE 1------------------------------------------------ I --- Type R Area(Sgft)1 ----------------------------------------------------------------- Slab on Grade/Uninsulated 0 166411 Total Floor Area in Zone 1 = 166411 405------- FLOORS -ZONE 2------------------------------------------------ I --- Type R Area(Sgft)I ---------------------------------------------------------------I Floor over Unconditioned Space/Uninsulated 0 145801 Total Floor Area in Zone 2 = 145801 405------- FLOORS -ZONE 3 ------------------------------------------------ Type R Area(Sgft) I -----------------------------------------------------------------I Floor over Unconditioned Space/Uninsulated 0 106001 Total Floor Area in Zone 3 = 106001 Total Floor Area = 418211 406------- INFILTRATION ------------ -------------------------------------- I--- ICHECKI Infiltration Criteria in. 406.1.ABC.1 have been met. 1 1 407.------COOLING SYSTEMS-----------------------------------------------I --- Type No Efficiency IPLV Tons1 ---------------------------- ------------- ----- --------------I BL )ING INFORMATION COMPLIANCE CHECK 401-------GLAZING--ZONE 1----------------- ------------------------------- v- ?levation Type U SC VLT Shading ---- ---- -------------- Area(Sgft)I ----------I --------- South --------------- Commercial ---- 1.07 .683 .479 Continuous Ove 13001 Total Glass Area in Zone 1 = 13001 101------- GLAZING --ZONE 2------------------------------------------------ v- `Elevation Type U SC VLT Shading -------------- Area(Sgft)I ----------I --------- forth --------------- Commercial -- - ---- ---- 1.07 .683 .479 None 8251 :forth Commercial 1.07 .683 .479 None 4301 South Commercial 1.07 .683 .479 Continuous Ove 7431 South Commercial 1.07 .683 .479 Continuous Ove 2701 Total Glass Area in Zone 2 = 22681 401------- GLAZING --ZONE 3------------------------------------------------- v- Elevation Type U SC VLT Shading ---- -------------- Area(Sgft)1 ----------I --------- east --------------- Commercial ---- ---- 1.07 .683 .479 None 8271 .4est Commercial 1.07 .683 .479 None 6611 East Commercial 1.07 .683 .479 None 861 4est Commercial 1.07 .683 .479 None 861 Northeast Commercial 1.07 .683 .479 None 3151 Total Glass Area in Zone 3 = 19751 Total Glass Area = 55431 402----_--WALLS--ZONE 1------------------------------------------------ I --- Elevation Type U Added R ------- Gross(Sgft)I -----------I --------- `forth -------------------------------- Metal Wall ----- .066 0 22721 East Metal Wall .066 0 20161 South Metal Wall .066 0 22721 lest Metal Wall .066 0 20161 Total Wall Area in Zone 1 = 85761 402------- WALLS --ZONE 2------------------------------------------------ I--- Elevation Type U Added R Gross(Sgft)I -----------I --------- north -------------------------------- Metal Wall ----- ------- .066 0 29001 East Metal Wall .066 0 37001 South Metal Wall .066 0 15201 .4est Metal Wall .066 0 37001 Total Wall Area in Zone 2 = 118201 402------ -WALLS--ZONE 3------------------------------------------------ I --- Elevation Type -------------------------------- U Added R Gross(Sgft)1 -----------1 --------- North Metal Wall ------------ .066 0 7201 East Metal Wall .066 0 53101 .lest Metal Wall .066 0 57601 Northeast Metal Wall .066 0 6301 Northwest Metal Wall .066 0 5041 Total Wall Area in Zone 3 = 129241 Total Gross Wall Area = 333201 40.3.------DOORS--ZONE 1 ------------------------------------------------ Elevation Type U Area(Sgft)1 ----------I --------- North ------------------------------------------ 1-3/8 Wood Door ----- -Hollow core flush 0.47 741 North 1-3/4 Steel Door -Solid Urethane foam co 0.40 581 North 1-3/4 Steel Door -Solid Urethane foam co 0.40 271 1. With Condenser 1 2.82 -12.3 157.401 2. Seived by Previous Zone ,ol 0.001 3:;» Served.by Previous Zone Cool 0.001 .------HEATING SYSTEMS -------------------------------------------/--I--- Type EfficiencyBTU ---------------------------1 hr ----------------------------- 1. Electric Resistance 1 20 1023901 2. Electric Resistance 1 20 1038241 3. Electric Resistance 1 20 1365201 109 ------VENTILATION --------------------------------------------------- I--- ICHECKI Ventilation'Criteria in 409.1.ABC.1 have been met. 110.-----AIR DISTRIBUTION SYSTEM----------------------------------- ""=-I--- AHU Type Duct Location R-value) ------- ---- ---------------------------------------------- 1. Variable Air Volume (VAV) -With Insulated Roof 61 2. Variable Air Volume (VAV) With Insulated Roof 61 3. Dual Duct / Multizone With Insulated Roof 61 �11.-----PUMPS AND PIPING -ZONE 1 --------------------------------------- Type R-value/in Diameter ------------------ Thicknessl --------- ------------------------ 1. Circulating 6 2 21 ill . -----PUMPS AND PIPING -ZONE 2---------------------------------------I--- Type R-value/in Diameter ------------------ Thicknessl --------- ------------------------ 1. Circulating 0 0 01 ill .-----PUMPS AND PIPING ZONE 3 --------------------------------------- Type R-value/in Diameter ---------- Thicknessl ---------I ------------------------.-------- 1. Circulating 0 0 01 112.-----WATER HEATING SYSTEMS -ZONE 1 ---------------------------------- Type Efficiency StandbyLoss InputRate -------------------- Gallonsl ----------I ---------------------------------- 1. <=75,000 Btuh .85 0 500000' 5041 11.2.-----WATER HEATING SYSTEMS -ZONE 2---------------------------------- 1--- Type Efficiency StandbyLoss InputRate -------------------- Gallonsl ----------1 ---------------------------------- 112.----- WATER.HEATING SYSTEMS -ZONE 3------------------ ,------------`--'I--' Type Efficiency StandbyLoss InputRate -------------------- Gallonsl ----------1 ---------------------------- ----- 113.-----ELECTRICAL.POWER DISTRIBUTION----------------------------------I--- ICHECKI Metering criteria in 413.1.ABC.1 have been met. Transformer criteria in 413.1.ABC.2 have been met. I I 114.-----MOTORS ---------------------------------------------- ------ I-----1--- Motor efficiencies in 414.1.ABC.1 have been met. 115.-----LIGHTING SYSTEMS -ZONE 1---------------------------------------I--- apace Type No Control Type 1 No Control Type 2 No Watts -------------- --- ------ Area(Sgft)l ----------1 ------ -- ----------------- --- 3eneral 1 On/Off 5 None 0 1216 14821 Toilet and 1 On/Off 6 On/Off 4 1648 9721 4aiting an 1 On/Off 5 On/Off 3 10700 59751 ricket Cou 1 On/Off 11 None 0 2180 16001 1.ecreation 1 On/Off 2 None 0 576 5441 1orridor 1 On/Off 2 None 0 412 3841 "Inactive S 1 On/Off 3 None 0 256 1981 Reading, T 1 On/Off 3 None 0 768 5021 3aggage Ar 1 On/Off 2 None 0 768 4371 ' Total Watts for Zone 1 = 185241 Total Area for Zone = 120951 4fa.-----LIGHTING SYSTEMS -ZONE 2--------------------------------------- I --- ;Space Type No Control Type 1 No Control Type 2 No Watts ----------------- --- ------ Area(Sgft)1 ----------1 --------- --- ,Active Tra 1 -------------- Security (con 3 On/Off 3 1818 12041 Toilet and 1 On/Off 2 On/Off 3 3820 15121 Total Watts for Zone 2 = 56381 Total Area for Zone 2 = 27161 415.-----LIGHTING SYSTEMS -ZONE 3--------------------------------------- I --- Space Type No Control Type 1 No Control Type 2 No Watts -------------- --- ------ Area(Sgft)1 ----------I ---------- --- Concourse/ 1 -------------- Security (con --- 6 None 0 8640 104801 .General 1 On/Off 4 None 0 832 16001 Active Tra 1 Security (con 1 Security (con 1 1608 3781 General 1 On/Off 2 None 0 384 4321 Toilet and 1 On/Off 3 None 2 2464 26111 Total Watts for Zone 3 = 139281 Total Area for Zone 3— 155011 Total Watts - 380901 Total Area _ 303121 ICHECKI Lighting criteria in 415.1.ABC have been met. ------------------------------------------------------------------1-----1--- .16. HVAC load sizing has been performed. (407.1.ABC.1) ------------------------------------------------------------------1-----1--- 17. Duct sizing and design have been performed. (410.1.ABC.1.2) 1 1 ------------------------------------------------------------------1-----1--- 18. Testing and balancing will be performed. (410.1.ABC.4) I I ------------------------------------------------------------------1-----I--- 19. Operation/maintenance manual ---------------------------------------------------------------------------- will be provided to owner.(102.1)1 1 CITY OF SANFORD FIRE DEPARTMENT FEES FOR SERVICES PHONE 4�: 407-322-4 DATE: �q BUSINESS ADDRESS: PHONE NUMBER:( ) 952 PERMIT # : ` ' qq"5-s PLANS REVIEW TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM ❑ AMOUNT $ % o"2 3 3' S COMMENTS :eP, n 5�� i (�/i C� S �S� .4r— Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. I certify that the above information is true and correct and that I will comply with all applicable ciades and ordinances of the Cit of_.Sanford,-,F r%da. Sanford i e Prevention lica(nt,K S ZnaWe AMOUNT $ % o"2 3 3' S COMMENTS :eP, n 5�� i (�/i C� S �S� .4r— Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. I certify that the above information is true and correct and that I will comply with all applicable ciades and ordinances of the Cit of_.Sanford,-,F r%da. Sanford i e Prevention lica(nt,K S ZnaWe CO. C and O N S T R U C T I O N (407) 831-6275 Mailing Address Location P.O. BOX 521837 1969 CORPORATE SQUARE DR Longwood, Florida32752-1837 LONGWOOD, FLORIDA 32750 04t=: r ef�; t��i= r r;nNSmi i n� o -I 3 •TT[N T.004 •t ^- �Jq lA, tl9 D GENTLEMEN: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples O Copy of letter ❑ Change order ❑ the following items: ❑ Specifications COPIES DATE NO. DESCRIPTION 64-- i o THESE ARE TRANSMITTED as checked below: �� LYF-or approval ❑ Approved as submitted Z�r your use Cl Approved as noted ❑ As requested ❑ Returned for corrections 2Wor review and comment ❑ ❑ FOR BIDS DUE 19 _ REMARKS P41- l e T Y ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints ❑ PRINTS RETURNED AFTER LOAN TO US* J V C' T-U P'__ \ COPY TO li—rr^v:res are ^or of 10rea A-Cly n0r•ry US AT 0— F. _. Project No.: 15347-009-01 UNIVERSAL Report No.: 54613 ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: September 20, 1995 Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: Column Pads - Native Reference Datum: 0 = Bottom of Footings Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 9/16/95 Laboratory: ASTM D-1557 - Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory. Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. 0 - 1 foot, column line K/1.5 102.3 13.2 101.6 9.6 99.3 2. 0 - 1 foot, column line J.8/C4 102.3 13.2 100.7 9.0 98.4 3. 0 - 1 foot, column line J.3/1.5 102.3 13.2 101.1 9.4 98.8 4. 0 - 1 foot, column line J.3/2 102.3 13.2 103.0 8.4 100.7 5. 0 - 1 foot, column line J.3/3 102.3 13.2 102.3 6.4 100.0 6. 0 - 1 foot, column line J.3/4 102.3 13.2 102.5 7.3 100.2 7. 0 - 1 foot, column line J.3, MCJ 102.8 13.2 102.8 10.7 100.5 Technician: V. Lane cc: Client (2), City of Sanford (1) B.R.P.H. Architects (1) Is R. Kenneth Derick, P.E. Senior Vice President Universal Engineering Sciences, Inc. r UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Project No.: 15347-009-01 Report No.: 54612 s Date: September 20, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: 8 Inch PVC Fire Line - Backfill Reference Datum: 0 = Bottom of Pipe Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 9/16/95 Laboratory: ASTM D-1557 - Modified Proctor Remarks: The tests below meet the minimum 100 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. 0 + 1 foot, 80 feet west of east hydrant 102.3 13.2 102.9 8.4 100.6 2. 0 + 1 foot, 220 feet west of east hydrant 102.3 13.2 102.8 8.8 100.5 3. 0 + 1 foot, 50 feet south of splice 102.3 13.2 103.7 7.4 101.4 Technician: Vernon Lane cc: Client (2), City of Sanford (1) B.R.P.H. Architects (1) Is R. Kenneth Derick, P.E. Senior Vice President Universal Engineering Sciences, Inc. Project No.: UNIVERSALReport No.: Date 1st Issue: EB ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D310 September 1, 1995 September 22, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 08-21-95 Time Sampled: 9:55 a.m. Sampled By: V. Lane Slump: 5 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2577805 Concrete Temperature: 88 OF Time Batched: 9:27 a.m. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 15 gals. Weather Condition: Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab for Stairwell No. 4 RESULTS of Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-28-95 7 3 28.27 90,500 3,200 09-18-95 28 3 28.27 109,000 1 3,860 09-18-95 28 3 28.27 103,000 3,640 3,750 TESTING H REMARKS This Form Conforms With ASTM C-39 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), BRPH Architects (1) City of Sanford (1) is R. Kenneth Derick, P.E. Senior Vice President Universal Engineering Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: �v ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 D322 September 1, 1995 September 22, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB Date Sampled: 08-22-95 Time Sampled: 1:12 p.m. Sampled By: V. Lane Slump: 6.5 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2577860 Concrete Temperature: 90 OF Time Batched: 12:44 p.m. No. of Cylinders Cast: 4 DATA Quantity of Load: 110 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 0 gals. Weather Condition: P. Cloudy Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column pads X1 to XJ.5/K.9 to XN.B RESULTS Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (ibs.) Test Compressive Strength (psi) Average (psi) 08-29-95 7 3 28.27 76,500 2,710 09-19-95 28 3 28.27 95,000 3,360 of 09-19-95 28 3 28.27 101,000 3,570 3,470 TESTING H REMARKS This Form Conforms With ASTM C-39 '20 cubic yards of 40 cubic yards VMQOE 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), BRPH Architects (1) City of Sanford (1) is 2' R. Kenneth Derick, P.E. Senior Vice President Universal Engineering Sciences, Inc. Project No.: IN I IVE " R; S A L Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D321 September 1, 1995 September 22, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days (Pumpable) Mix Design No. R4065Z Date Sampled: 08-22-95 Time Sampled: 11:12 a.m. Sampled By: V. Lane Slump: 8 in. FIELD Truck No.: 318 Air Content (by volume): N/S % & Ticket No.: 2577852 Concrete Temperature: 90 OF LAB Time Batched: 10:55 a.m. No. of Cylinders Cast: 4 DATA quantity of Load: '7 cu.yds. Ambient Temperature: 85 OF Water Added At Site: 21 gals. Weather Condition: P. Cloudy Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Stairwell No. 5, 2nd floor, formed tie beam Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area .(in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-29-95 7 3 28.27 77,000 2,720 RESULTS of TESTING 09-19-95 28 3 28.27 103,000 3,640 09-19-95 28 3 28.27 105,500 3,730 3,690 H REMARKS This Form Conforms With ASTM C-39 '7 cubic yards of-7 cubic yards V\I M V - F t = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), BRPH Architects (1) City of Sanford (1) ts R. Kenneth Derick, P.E. Senior Vice President Universal Engineering Sciences, Inc. Project No.: )° gUNIV=ri,*�AL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL 15347-009-01 D591 September 20, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R40652 FIELD & LAB DATA Date Sampled: 9/12/95 Time Sampled: 9:56 A.M. Sampled By: V. Lane Slump: 7'/2 in. Truck No.: 693 Air Content (by volume): N/S % Ticket No.: 2578484 Concrete Temperature: 86 OF Time Batched: 9:31 A.M. No. of Cylinders Cast: 4 Quantity of Load: 6 cu.yds. Ambient Temperature: 82 OF Water Added At Site: 10 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Formed tie beam stairwell No. 5, 3rd pour RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 9/19/95 7 3 28.27 72,000 2,550 10/10/95 28 10/10/95 28 H REMARKS This Form Conforms With ASTM C-39 �M00N] 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) Rinker (1) Is lZ� R. Kenneth Derick, P.E. Senior Vice President Universal Engineering Sciences, Inc. Project No.: UNIVERSALReport No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL 15347-009-01 D592 September 20, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R40652 FIELD & LAB DATA Date Sampled: 9/11/95 Time Sampled: 3:25 P.M. Sampled By: V. Lane Slump: 71/2 in. Truck No.: 310 Air Content (by volume): N/S Ticket No.: 2578449 Concrete Temperature: 8Z O F Time Batched: 3:06 P.M. No. of Cylinders Cast: 4 v Quantity of Load: 10 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 10 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Formed tie beam, stairwell No. 6, 4th pour RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 9/18/95 7 3 28.27 75,000 2,650 10/9/95 28 10/9/95 28 H REMARKS This Form Conforms With ASTM C-39 VIN 1 = Cone, 2 = Cone & Split, 3 Cone & Shear, 4 = Shear; 5 = Columnar H = Hold, CB = Corner Break Technician: cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) Rinker (1) Is . Kenneth Derick, P.E. Senior Vice President Universal Engineering Sciences, Inc. Project No.: a - E R" low S' A L Report No.: Date 1st Issue: ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnicat Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL 15347-009-01 D563 September 20, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 9/8/95 Time Sampled: 11:50 A.M. Sampled By: V. Lane Slump: 41/2 in. Truck No.: 693 Air Content (by volume): N/S % Ticket No.: 2578387 Concrete Temperature: 86 OF Time Batched: 11:26 A.M. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 7 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Orlando/Sanford Airport, International Departure Terminal RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 9/15/95 7 3 28.27 83,000 2,940 10/6/95 28 10/6/95 28` H REMARKS This Form Conforms With ASTM C-39 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) Rinker (1) Is R. Kenneth Derick,-P.E. Senior Vice President Universal Engineering Sciences, Inc. ■ Project No.: 15347-009-01 mum N IV E Rzom"DAL Report No.: D571 - Date 1st Issue: September 20, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V Date Sampled: 9/11/95 Time Sampled: 1:10 P.M. FIELD & LAB DATA Sampled By: V. Lane Slump: 31/2 in. Truck No.: 310 Air Content (by volume): N/S % Ticket No.: 2578439 Concrete Temperature: 86 OF Time Batched: 12:49 P.M. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 87 OF Water Added At Site: 0 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Column pad E/C3, mud slab, Elevator No. 1, Escalator No. 1, and future escalator, Seminole County RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (tbs.) Test Compressive Strength (psi) Average (psi) 9/18/95 7 3 28.27 87,500 3,100 10/9/95 28 10/9/95 28 H REMARKS This Form Conforms With ASTM C-39 �M00M 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) Rinker (1) Is lYv�• tsL� L�'7� rr�"� Fred J. Schmalzer, P.E. Materials Testing - Department Manager Universal Engineering Sciences, Inc. 'NIVIEwRom"'A"" Project No.: 17788-001-01 Report No.: D208 ' ENGINEERING SCIENCES Date 1st Issue: September 12, 1995 rt Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: September 26, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Seminole Towne Center, Limited Partnership 183 South Oregon Avenue Sanford, Florida 32771 Project: Seminole Towne Center, Seminole County, Florida DESIGN DATA -Specified Strength: 4,000 psi at 28 days Mix Design No. P4065W FIELD & LAB Date Sampled: 08-15-95 Time Sampled: 12:30 P.M. Sampled By: J. Hardin Slump: 4'/ in. Truck No.: 994 Air Content (by volume): N/A % Ticket No.: 2440747 Concrete Temperature: 93 °;F; t Time Batched: 11:49 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: '10 cu.yds. Ambient Temperature: 89 OF Water Added At Site: 0 gals. Weather Condition: Cloudy Contractor: Hardin Construction Admixture: N/S Supplier: Rinker Location of Placement: Space B-1 thru B-1-A RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-22-95 7 3 28.27 100,000 3.540 09-12-95 28 3 28.27 119.000 4,210 09-12-95 28 3 28.27 120,00b 4,240 4,23E H REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 20 cubic yards Ivi V F] ...� t' = Cone, 2 = Cone & Split;-3 = Cone & Shear, 4' = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: J.H. cc: Client (2) City of Sanford (1) Hardin Const. (1) Rinker (1) Melvin'Simon and Assoc. (1) Wm. Graves, Inc. (1) Browder and Leguizamon (1) th Todd Buckles - UES (1) a *re E. ent ring Sciences, Inc. � UNIVERSAL Project No. 15347-009-01 ENGINEERING SCIENCES Report No. 55111 Consultants In: Geotechnical Engineering - Environmental Sciences • Construction Materials Testing Date: October 1, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON SITE INSPECTION Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Scope of Field Work: Monitor Pressure Gauge on Fire Line Date Inspected: 9/18/95 Inspected By: N/S Travel Time: 1 hour Total Time on Project: 2 hours Inspecting: N/S Testing: N/S On September 18, 1995, a representative of Universal Engineering Sciences, Inc. (UES) was present at the above project site to monitor pressure gauge through fire line for a period of 2 hours. Pressurizing the fire line was done in accordance with the requirements of the City of Sanford, Seminole County, The technician monitored pressure gauge which maintained a pressure of 210 psi for a period of 2 hours. Fire line +eras piaced witti t112 dr-�wing''s 'general rouff6thents, specifications and guidelines. cc: Client (2) BRPH (1) City of Sanford (1) Is Ar rtment Manager Sciences, Inc. Project No.: UNI'VERSAL Report No.: ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS 15347-009-01 55112 October 1, 1995 Client: Mark Construction Company P.O. Box 521837 . Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: Fire Line 8 Inch Diameter PVC - Backfill Reference Datum: 0 = Top of Pipe Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: 9/19/95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 100 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Note: Center hydrant in front of Departure Building, north side. West hydrant in front of Customs, north side. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. 50 Feet East of the Center Hydrant, 0 - 1 foot 102.3 13.2 102.4 6.4 100.1 2. 50 Feet East of the Center Hydrant, 1 - 2 feet 102.3 13.2 103.1 5.1 100.8 3. 35 Feet East of the West Fire Hydrant, 0 - 1 foot 102.3 13.2 102.2 7.5 99.9 4. 35 Feet East of the West Fire Hydrant, 1 - 2 feet 102.3 13.2 102.5 9.0 100.2 5. 30 Feet East of the West Fire Hydrant, 2 - 3 feet 102.3 13.2 102.5 10.2 100.2 Technician: V. Lane cc: Client (2), City of Sanford (1) B.R.P.H. Architects (1) Is '.E. epartment Manager ng Sciences, Inc. Project No. UNIVEKSAL Report No.: ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS 15347-009-01 55113 October 1, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: Building Pad (Customs) - Native Reference Datum: 0 = Top of Native Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: 9/18/95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. 20 feet northeast of the southwest corner, 0 - 1 foot 102.3 13.2 101.7 9.0 99.4 2. 20 feet southeast of the northwest corner, 0 - 1 foot 102.3 13.2 100.7 7.7 98.4 3. 10 feet northwest of the southeast corner, 0 - 1 foot 102.3 13.2 100.8 7.2 98.5 4. Center of slab, 20 feet west, 15 feet south, 0 - 1 foot 102.3 13.2 100.4 8.6 98.1 Technician: V. Lane cc: Client (2), City of Sanford (1) re J.` I er, P.E. B.R.P.H. Architects (1) t r' Tes - Department Manager Is Universa Engineering Sciences, Inc. UNIVERSAL Project No.: 15347-009-01 Report No.: 55114 ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: October 1, 1995 Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: Building Pad (Terminal) - Fill Reference Datum: 0 = Top of Fill Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 9/19/95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1- Mechanical room, center of pad 108.0 10.2 107.1 6.5 99.2 2. Remaining baggage area 108.0 10.2 106.1 5.2 98.2 3. Remaining terminal pad, 15 feet east, 5 feet south 108.0 10.2 110.1 8.8 101.9 4. Remaining terminal pad, 25 feet west, 5 feet south 108.0 10.2 105.7 6.1 97.9 Technician: V. Lane ` cc: Client (2), City of Sanford (1) Fr d J. m z r, P.E. B.R.P.H. Architects (1) Ma ial Test ng - Department Manager Is Univers I Engineering Sciences, Inc. UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-310E REPORT ON IN -PLACE DENSITY TESTS Project No.: 15347-009-01 Report No.: 55115 Date: October 1, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: Column Pads - Native Reference Datum: 0 = Top of Native Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 9/21/95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/Curt Percent Percent 1. Column Pad x5/x3.8 102.3 13.2 102.3 4.3 100.0 2. Column Pad K-1/C4 102.3 13.2 100.6 3.6 98.3 Technician: V. Lane cc: Client (2), City of Sanford (1) B.R.P.H. Architects (1) Is Universa zer, P.E. - Department Manager ineering Sciences, Inc. Project No UNIVERSAL Report No. ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS 15347-009-01 55116 October 1, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: Column Pads 1, 2, 6 and 7/Backfill Foundation Walls 3 - 5, Fill Reference Datum: 0 = Top of fill Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 9/26/95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. 4 feet south, 15 feet west, F-95,pad canopy footing 102.3 13.2 102.8 12.5 100.5 0 - 1 foot 2. 4 feet south, 15 feet east, F-95 pad canopy footing 102.3 13.2 100.3 8.9 98.0 0 - 1 foot 3. Elevator No. 1, 2 feet south, 0 - 1 foot 102.3 13.2 101.9 9.4 99.6 4. Elevator No. 1, 2 feet west, 0 - 1 foot 102.3 13.2 99.6 19.7 97.4 5. Elevator No. 1, 2 feet north, 0 - 1 foot 102.3 13.2 99.9 10.8 97.7 6. Column line 16/N-5, 0 - 1 foot 102.3 13.2 100.9 8.2 98.6 7. Column line 16/P-5, 0 - 1 foot 102.3 13.2 100.3 8.8 98.0 Technician: V. Lane cc: Client (2), City of Sanford (1) B.R.P.H. Architects (1) Is zer, P.E. g - Department Manager neering Sciences, Inc. i Project No.: VINUVER"A" Report No.: Date 1st Issue: ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnical. Engineering • Date 3rd Issue: 9 Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D402 September 7, 1995 October 1, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V Date Sampled: 08-28-95 Time Sampled: 10:10 a.m. Sampled By: C.S. Slump: 3.5 in. FIELD Truck No.: 22 Air Content (by volume): N/S % & Ticket No.: 2577965 Concrete Temperature: 93 OF LAB DATA Time Batched: 9:41 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 90 OF Water Added At Site: 0 gals. Weather Condition: N/S Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Foundation Slab, Elevator Pit No. 1 and No. 2, Column Pads line CA - J.8, XN.8 - J.8, Column J, XN.8 - J Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) RESULTS 09-04-95 7 3 28.27 73,500 2,600 09-25-95 28 3 28.09 120,000 4,270 of 09-25-95 28 3 28.09 119,000 4,240 4,260 TESTING i i H i REMARKS I This Form Conforms With ASTM C-39 '10 cubicyards of`20 cubic yards Ivi V, \ I v�v 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break .Technician cc: Client (2), Rinker (1) BRPH Architects (1), City of Sanford (1) is Fred J hm er, P.E. terials est Ma - Department Manager Universal Engln ring Sciences, Inc. VFE L Project No.: U 11M I Date 1st Issue: Report No.: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL 15347-009-01 D674 October 1, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R40652 FIELD & LAB DATA Date Sampled: 9/18/95 Time Sampled: 12:15 P.M. Sampled By: V. Lane Slump: 5'/2 in. Truck No.: 318 Air Content (by volume): N/S % Ticket No.: 2578695 Concrete Temperature: 90 OF Time Batched: 11:52 A.M. No, of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 88 OF Water Added At Site: 0 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Material Location of Placement: Escalator and Elevator Foundation Walls, Seminole County, RESULTS of TESTING Date Tested ,Age 'Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength '(psi) Average (psi) 9/25/95 7 3 28.09 82,500 2,940 10/16/95 28 10/16/95 28 H REMARKS This Form Conforms With ASTM C-39 ,,vI\,, M V F 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) Rinker (1) Is D.E. )epartment Manager ing Sciences, Inc. 7 IProjectUNVERSAL No.: Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: L:u Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL 15347-009-01 D618 October 1, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD Date Sampled: 9/14/95 Time Sampled: 8:30 A.M. Sampled By: V. Lane Slump: 61/2 in. Truck No.: 310 Air Content (by volume): N/S % & LAB DATA Ticket No.: 2578565 Concrete Temperature: 84 OF Time Batched: 8:07 A.M. No, of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 10 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Future Escalator and Pad No. 1/Elevator Pad RESULTS of TESTING Dafe Tested Age Days Type of fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 9/21/95 7 3 28.27 80,000 2,830 10/12/95 28 10/12/95 28 H REMARKS This Form Conforms With ASTM C-39 �10 cubic yards of 20 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) LFe J. ma P.E. B.R.P.H. Architects (1) City of Sanford (1) teti s\Testin - Department Manager Rinker (1) ersa Eni ee�ng Sciences, Inc. Is r mum N I V EFIA S A L Project No.: Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D377 September 7, 1995 October 1, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V Date Sampled: 08-25-95 Time Sampled: 12:20 p.m. Sampled By: V. L. Slump: 5.5 in. FIELD Truck No.: 28 Air Content (by volume): N/S % & LAB Ticket No.: 2577932 Concrete Temperature: 88 OF Time Batched: 11:50 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: 10 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 5 gals. Weather Condition: Cloudy Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column Pads Line CA, XN.8, Line J.8, J, Line K.8 at CA RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 09-02-95 7 3 28.27 91,000 3,220 09-22-95 28 3 28.27 102,000 3,610 09-22-95 28 3 28.27 108,000 3,820 3,720 H REMARKS This Form Conforms With ASTM C-39 IVI VAI 1 = Cone, 2 = Cone 8 Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V.L. alz P.E. cc: Client (2), Rinker (1) tMatO' gstinepartment Manager BRPH Architects (1), City of Sanford (1) al nginegrin� Sciences, Inc. Is Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 D349 September 5, 1995 October 1, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB Date Sampled: 08-23-95 Time Sampled: 12:25 p.m. Sampled By: V. Lane Slump: 5.5 in. Truck No.: 256 Air Content (by volume): N/S % Ticket No.: 2577904 Concrete Temperature: 86 OF Time Batched: 11:55 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: 6 cu.yds. Ambient Temperature: 82 OF Water Added At Site: 0 gals. Weather Condition: Rain Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column Pads XJ.5 "A" and "B"/ XL.1 "D" and "D"/ CA 45 degree firewall RESULTS Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-30-95 7 3 28.02 80,500 2,870 09-20-95 28 3 28.27 100,500 3,560 of 09-20-95 28 3 28.27 100,000 3,540 3,550 TESTING H REMARKS This Form Conforms With ASTM C-39 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL LMate cc: Client (2), BRPH Architects (1) City of Sanford (1) Rinker (1) Is J. 5 ' ric'alz E. s 7� sting) artment Manager rsal Engine ring Sciences, Inc. UNIVERSAL Project No.: Report No.: ENGINEERING SCIENCES Date 1st Issue:Date 2nd Issue: Consultants In: Geotechnical Engineering " Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. " Orlando, FL 32811 " (407) 423-0504 " FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 D349 September 5, 1995 October 1, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V Date Sampled: 08-23-95 Time Sampled: 12:25 p.m. Sampled By: V. Lane Slump: 5.5 in. FIELD Truck No.: 256 Air Content (by volume): N/S % & LAB DATA Ticket No.: 2577904 Concrete Temperature: 86 OF Time Batched: 11:55 a.m. No. of Cylinders Cast: 4 Quantity of Load: 6 cu.yds. Ambient Temperature: 82 OF Water Added At Site: 0 gals. Weather Condition: Rain Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column Pads XJ.5 "A" and "By XLA "D" and "Dy CA 45 degree firewall RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-30-95 7 3 28.02 80,500 2,870 09-20-95 28 3 28.27 100,500 3,560 09-20-95 28 3 28.27 100,000 3,540 3,550 H REMARKS This Form Conforms With ASTM C-39 1 = Cone, 2 = Cone $ Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H =1-fold, CB = Corner Break Technician:VL cc: Client (2), BRPH Architects (1) City of Sanford (1) Rinker (1) Is rtment Manager -iences, Inc. Project No.: U ON I 'V"ff E L Report No.: Date 1st Issue: ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL 15347-009-01 D678 October 3, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 9/20/95 Time Sampled: 4:38 A.M. Sampled By: V. Lane Slump: 6 in. Truck No.: 693 Air Content (by volume): N/S % Ticket No.: 2578776 Concrete Temperature: 84 OF Time Batched: 4:15 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 68 OF Water Added At Site: 5 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Customs Building Slab RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 9/27/95 7 3 27.90 83,000 2,970 10/18/95 28 10/18/95 28 H REMARKS This Form Conforms With ASTM C-39 1 10 cubic yards of 20 cubic yards 1 = Cone, 2 = Cone & Split, 3.= Cone & Shear, 4 = Shear, 5. = Columnar H = Hold, CB = Corner Break Technician: cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) Rinker (1) , Is P.E. Department Manager ring Sciences, Inc. Project No.: Ur"kq" I V E R S A L Report No.: Date 1st Issue: 93 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL 15347-009-01 D679 October 3, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 9/20/95 Time Sampled: 7:15 A.M. Sampled By: V. Lane Slump: 51/2 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2578784 Concrete Temperature: 82 OF Time Batched: 6:43 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 68 OF Water Added At Site: 0 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Customs Building Slab Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) RESULTS of TESTING 9/27/95 7 3 27.90 82,000 2,940 10/18/95 28 10/18/95 28 H REMARKS This Form Conforms With ASTM C-39 I10 cubic yards of 20 cubic yards 1�1 M, 0 H, E VIN 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5.= Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) re J i�ialze E. B.R.P.H. Architects (1) City of Sanford (1) e i esting epartment Manager Rinker (1) Univ sa Engine ring Sciences, Inc. Is Project No.: UNUVERSAL Report No.: Date 1st Issue: i ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL 15347-009-01 D680 October 3, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R40652 Date Sampled: 9/20/95 Time Sampled: 12:00 P.M. Sampled By: V. Lane Slump: 7 in. FIELD & LAB DATA Truck No.: 310 Air Content (by volume): N/S % Ticket No.: 2578806 Concrete Temperature: 86 OF Time Batched: 11:26 A.M. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: N/S ° F Water Added At Site: 5 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: I Stairwell Nos. 4 (2nd pour) and 5 (4th pour), formed tie beam, Seminole County Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) _ Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) RESULTS of TESTING 9/27/95 7 3 27.90 78,500 2,810 10/18/95 28 10/18/95 28 H REMARKS This Form Conforms With ASTM C-39 'v' 0 F I VIN 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5.= Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) e c m 'e P.E. B.R.P.H. Architects (1) City of Sanford (1) t ri Testis g - epartment Manager Rinker (1) U ' rs Engl ee ' g Sciences, Inc. Is Project No.: UNIVERSAL Report No.: ' Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL 15347-009-01 D 725 October 3, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 9/22/95 Time Sampled: 6:05 A.M. Sampled By: V. Lane Slump: 4'/2 in. Truck No.: 256 Air Content (by volume): N/s % Ticket No.: 2578891 Concrete Temperature: 84 OF Time Batched: 5:38 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 76 OF Water Added At Site: 10 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Remaining Baggage area, Column Line 12-14/N-P and Mechanical Room, Seminole County RESULTS of TESTING Date Tested Age Days Type of Fracture. Test Specimen X-Sect. Area (in.) Max. Compressive Load (Ibs.) Test Compressive Strength (psi) Average (psi) 9/29/95 7 3 27.97 85,000 3,040 10/20/95 28 10/20/95 28 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 20 cubic yards 1�1 M, 0 H E VIN 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) Rinker (1) Is Matdrials Teti Universal Eng er, P.E. Department Manager ering Sciences, Inc. CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT ci H PERMIT ADDRESS Total Contract Pr' ce of J Describe Work Type of Construction Number of Stories Occupancy: Residential five T NUMBER %- W4 Total Sq. Ft. Li Flood Prone (YES Number of Dwellings Zoning _ Commercial Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER o :: n% .— - ..- r,, /•� ( t , OWNER � Y ` �{iY��� L� �V,/�� r 7 �, ,AA\ 1f )Y l '1 V1 PHONE NUMBER ADDRESS CITY STATE ZIP TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY STATE ZIP BONDING COMPANY ADDRESS CITY STATE ZIP ARCHITECT ADDRESS CITY STATE ZIP MORTGAGE LENDER ADDRESS CITY cSTATE ZIP f / CONTRACTOR Q✓ PHONE NUMBER �I 6' ADDRESS ST. LICENSE NUMBER CITY (,N1GU STATE ZIP I Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work wi-11 be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. m a, a O ry Signature of Owner/Agent & Date ractor & Date o o rn a H 1— • � Z Type or Print Owner/Agent Name Type or Prink Contractor'' ;716�m, e a x OAA � " :c Signature of Notary & Date Si,'a�� r of Notary & Date c N• (Official Seal) A finial Seal) iv' I c a 3 o. E x ro o Z .-1 H (0 w C O �4 O ro w a) 4J ki a 0 o a• Z w E+ tary public, State of RW6 CINDY L JORDAN Coft / _ f � `" 1 ' Comm Nop CC 3ifi; Application Approved BY: Date: / FEES: Building Rad Police FireQ.0Q Open Space Road Impact Application PERMIT VALIDATION: CHECK CASH DATE 1,211,27 ,27iJ BY f/ ORIGINAL (BUILDING). YELLOW (CUSTOMER) PINK (COUNTY TAX OFFI( IN) 0 Z ro H C7 **** THIS APPLICATION USED FOR WORK VALUED. $2500.00 OR MORE CITY OF SANFORD -FIRE-.DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 DATE: Job .5PERMIT BUSINESS NAME:/fin do �Sya� aF�ol� %�j n l ADDRESS: ,►2,o G'%c,,/,y,, c/L PHONE NUMBER:( ) PLANS REVIEW ❑ TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM AMOUNT $ �D COMMENTS: f�57191) Z 6-, ,r.. Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further se ices can take place. Q Yp _aze Sanfo T ire Prevention I certify that the above information is true and correct and that I will comply with all applicable codes and ordinances of the City of Sanford, Florida. 64z'� Applicants Signature --------------------------------------- FIRE PROTECTION BYCOMPUTER DESIGN ..... .... ..... .... ..... .... .... .... .... .... __________-_______________ ..�0�.. ..0000000�00�. ..�0:.. .:0000000000.. ` .00: .:w003C} 10000;;. :00. .0: .00: 000000} (o0c000 :0:. v0' .0: .00; .0C)!!!V!!!too. :00' :0. (0) (00) (00) (00} (00) (0} (00} `WWWWWW WWWWWWW 'WWWWWW ^ WWW�WWW ^ WWWWWW WWWWWW ^^ WWWWWill W WWWWtoll W ^^^ WWWWWWW ' ' WWWWWW WW�WW WWWWWW WWWill WWWWW WWWWW ^^^^^^^^^ WWWWWWW ` WW��WWWWWWi4lWW�WWi W W��W�WWWW�W��WWWWWW��W ' WWWWWWWWWWW��WWW�W WWW�WWWWWWWWWWWWWW WWWWWWWWWuWW WWWWWWWWWWWW FIRE TURNS US ON ! `* WIGINT' FIRE SPRINKLERS, INC. * ' \ 450 SOUTH C.R. 427 ' * LCmG00001 FLORIDA 32572 * � � `\ . ^ � * PROJECT NAME: INTERNATIOWL DETAnTURES DUILDINC * CONTRACTOR: MARK CONSTSOCTION CCMPAwY * wD/A L8CATION: SANFORD, FLORIDA * SYSTEM NO. 3 � * CONTRACT NO. 95253-2 ' , ' WI,C-tIf''#TON FIRE Sf-`-'f;Tf'•#ILE RSy INC 407-531- 3414 HYDRAULIC DESIGN INFORMATION SHEET IL•,dY->L D._:t_:.3>,t'L_f.'„vim BUILDING DATE a 0_ 'BUILDING G _._ ZONE 2 SYSTEM NO. I f. AC T<-1R MARK CONSTRUCTION t.,._,1C..IN COMPANY CONTRACT r',,r;ir-:--'. CALCULATED BY _..: W.D.P. OWING NOV.._ .r:_ n:_?fil&'SIE#u , ) COMBUSTIBLE `!) NON—COMBUSTIBLE C- l «r t )rr tO- 1; u 5 '1 (r r"33' CY. BAGGAGE E MAKE-UP AREA _ - .- . �:: ! ,, '+, ? f ;, f., ,._3 13 _.-,. `: )LT. . f-fA Z . C F;;D , H; 3Z , E3; ,. ... > i L._ Z llj "EX,HAZ. N FIGURE CURVE f ? S EC 17 '1 C.: RULING ;ii-3.T..1':. BY D.AT f')# 1 AREA OF SPRINKLER OPERATION 2000 f SYSTEM } {.YF-`[_' SPR.1 f , '''L:L,':. f`'!OZ .,_L:_ f DENSITY-SPA/Ft-2 15 f ) WET f' AKE REL_ I OBLf: ' } i..if,_P f:•-' ER NPRINKLERI, VARIES f m Ono ' , 0 JELEVATAN AT` HIGHEST OUTLET 4 E•J 12.5 1 ( DELUGE ... 'E i / `' : {.a_OALL.O"rN... NE .S-MINPt IDE 100 ty 1 1 PR_ CON - K-r.'', Cr r ,. b--1' 5# L.L : 1' f"'ck SPRINKLER A_!Lr3'#',.= - HOSE f`t 1 E r Ph;1. fU SID t 5 1 { L� 3 .-.,_:L_C r•r... ,L. �. �+F r r L- f � �:. ",.1 - 1( 1'O `+y St1. -.E r...r r 'I rti )1 RE ., ,',,._. ,_. ,_ L > 3 , .w �.,1 f . t_ F f # f �, l... C: �.• I f , w_ C� -? ")' , u+ l3 f ;�.� l._ t_. t 1: ;_.. L1 41.13 7 WATER FLOW TEST; i PUMP DATA: 1 TANK r c:S.0 c' ! DATE f7}:: TEST I !' i!r_ i'9'5 f f C,Ai'D. 1 1 TIME OF TEST RATED CAP. 0 E L E A_ S i I> U i''3 L l f-' S S Z 6 1 ELEV. ;.1 f WELL t E::: L E V APPROX. ... ROX Sr- r DUE tE SO SOUTH/EAST . MOST -.,f R :- L..; C.Y... Z-"i:..:, io{ T r��_:',.. .:.+_% FEET i it-:-..:� SOUTH C.1:� ':. ' 5 CORMER, L_R OF ISTING TERMINAL. r —}t r)T r' it • t t , I .. ,1 1 CITY r FIRE DEPARTMENT. COMMODITY 3._ w._ r e-1 LOCATION 1 STORAN METHOD: SOLID PILEDi_-PALLETIZED A RACY 1 )'SINGLE S11`r G E ROW i' 1 CONVEN. PALLET AUTO. STORAGE R G!- ENCAP S 1 R 1 DOUBLE ROW 1 SLAVE PALLET 1 ) SOLID SHELF NON > OPEN SHELF ;..; -.,,. ) FLUE r !r- r :C_ :E N C - CL,A. .E_ E : :. OR A' ��E TO CEILING } }-.JQF'-w C_NTPL_ BARRIERS PROVIDED: • r 1UNITS - DIAMETER INCH) LENGTH PAGE 002 WIGINTON FIRE SPRINKVERS, INC. Water Supply Curvs } } Static Press.= 56.000 PSI } | Resid. Press.= 36.000 PSI � } Resid. Flow = 1010.000 GPM } � . Press Available at -----------------------------------! } . 597.93 GPM } � . 48.417 PSI } ` \ Safety Orgin 1 4.283PSI-------}[ . � v . Flow Available at Demand � } (-------------}*(----- 761.69 GPM � } \ \ \ 1 Safety Margin . | ! \\ \! 163.76 GPM . | ' � Total System' \ \ I . | � 597. 93 GPM \ } � 44.13 PSI � ' ... ..... ..... .... ..... .... _____--------------- \| __________ _..... .... ..... ..... .... ..... ..... ..... .... .... _________________________ L- - . ' WIGINTON FIRE SPRINKLERS, INC. ' JOB- HYDWACC Area No. 3 JOB NOT 95253-2 -3 DATE 091995 PAGE 3 ^ ' � | . ^` � FITTING NAME TABLE ' ABBREV. NAME A Alarm Valve . . . B But+erfly Va3.ve ` C Roll Groove � D Dry Pipe Valve E e01 Standard Elbow ' F 45' Elbow ' G . Generic Gate Valve ' Generic Detector Check V` `~' | / L 90' Long Turn Elbow } M 90' Medium Turn Elbow ! Q Generic Flow Control Val ' S Generic Swing C6 , _ T 90' Flow thru Tee . W Generic Wafer Ch Z Generic Wafer Ch ` _ / WIGINTON FIRE SPRINKLERS, INC. JOB- HYDR-ACC Area No. 3 . JQB NO- 95253-2 -3 DATE 091995 PAGE 4 ^ NODE ELEVATION SPRINKLER PRESSURE FLOW NOTES NO. (FT.) K-FACTOR (PSI) (U.S.GPM) ________________________________________________________________________________ 1 1``.50 5.62 9.8 17.6 2 12.50 5.62 11.5 19.1 3 12.50 5.62 13.3 20.5 4` 12.50 5.62 15.2 21^9 ' 5 12. 51D 5.62 107 24.3 6 12.50 5.62 10.3 18.0 7 ' 12, 50 5.62 12.1 19.5 8 .11.50 5.62 14.0 21.0 9 12.50 5.62 15.9 22.4 �0 12,50 5.62 10^4 18.1 11 � 12.&0 5.62 12.2 19.6 ` 12' 5.62 14.0 21.0 ' 13 5.62 16.0 14 �_� 12.50 ' 5.62 10.5 18.2 15 12.50' 5.62 12.3 19.7 ' 16 12.5« _5.62:1 14-2 21.2 ` 17 12.50 .5.62 16.-2 22.6 ^ 18 ` 12.50 - ' 21.1 19 12.50 21.1 20 1e.50 21.2 21 12.50 21.5 22 ' 12.50 19.6 23 12.50 24 ��, 12,50 19,9 25 ` 12.50 23.9 ' 26 12.50 ' 36.9 27 ` ` 12.50 31.5 UG1 38.6 ' UG2 0.00 38.6 BSR2 . 1.00 37.9 100.0 ' C�NN 6.00 ' 44.1 TSR2 12.50 32.5 Max velocity of ` 12'90 ouc.urs in the pipe FROM 17 TO 24 ` ' WIGINnjN FIR- SPRINKLERS, INC. HYD. Qa DIA. FITTING PIPE Pt Pt REF "C" or FTNG,S Pe Pv ` NOTES ****** POINT Qt Pf/F Eqv. Ln. TOTAL Pf Pn 17.62 1.049 0.00 12.00 9.84 9.84 K = 5.62 | 1 C=100 0.00 0.00 0.00 0.00 . | ! ..... ....... ...... .... .................... 17.62 .... ....... 0.1441 0.00 12.00 1.73 0.00 Val" = 6.54 ' 19.1Z 1.380 0.0o 12.00 11.57 11.57 K = 5.62 �2 ' C=100 0.00 0.00 0.00 0.0c� . ^ ������..... .... 36.74 ... ..... 0.1475 0.00 12.00 1.77 0.00 Val = 7188 ������� �------------------------------------------------------------- 20.52 1.610 0.00 12.00 13.34 13.34 K = 5-62 C=100 0.00 0.00 0.00 0.00 ' 57.26 0.1583 0.02 _ 12.00 ..... ..... .... 1.90 ..... ..... ..... ..... 0.00 ______________________..... Val =_ 9.02 . ... ..... ..... .... ..... ..... ______________________ 21.55 1.610 .... ..... ..... .... _..... 0.00 ..... .... .... __.... 12.00 ..... _..... ..... _ 15.24 15.24 K = ..... ... ..... 5.62 ' .4 C=100 0.00 0.00 0.00 0.00 79.21 0.2891 0.00 12.00 3.47 0.00 Vel = 12.48 ___________ .......... .... ... ..... _______________________________________________________�___� � ' 24.30 2.067 IT 7.14 9.96 18.71 18.71 K = --- � 5.G2 � 5 C=100 0.00 7.14 0.00 0.00 � 103.51 .... ..... .... ..... ..... ..... 0.1403 ..... ..... ..... ..... ..... ..... ..... 0.00 ..... ..... ..... _.... .... .... ... ..... ..... ___ 17.10 ..... ..... ..... ..... .... _..... 2.40 ..... .... ..... ..... ..... ..... ..... _... 0.00 .... ..... ..... ..... ... _____ Val 9.g0 .... ..... ..... ..... ..... ..... ..... ..... .... ..... __-__ 18 103.51 21.11 K = 22.531 ..... .... ..... ..... ..... ..... .... ... ______..... .... .... 18.07 ..... _..... ..... ..... ..... .... 1.049 ..... .... ..... ..... .... ..... .... __..... ..... 0.00 _..... ..... ..... ..... ..... ... .... .... 12.00 ..... ..... ..... ..... ... __..... ..... 10.33 ..... �... ..... __ 10.33 ..... _______ K = ..... ..... _..... ..... .... ..... ..... ..... ... __ 5.62 6 C=100 0.00 0.00 0.00 0.00 � ..... ..... ..... 18.07 ______.... .... ..... ..... 0.1516 ..... ... ..... ..... ..... ..... .... 0.00 ... ..... .... _... ... ..... __... 12.00 ..... ..... .... ......... .... ..... 1.82 ... ..... ..... .... .... ..... __.... 0.00 ..... ..... ..... ____________________--_ Vol = 6.71 ... ..... 19.58 1.380 ..... 0.00 .... ..... 12'00 12.15 12.15 K = 5.62 7 C=100 0.00 0.00 0.00 0.00 ' 37.65 0.1541 0.00 12.00 1.85 0.00 Vol = 8.08 21.03 1,610 0.00 12.00 14.00 14.00 K = 5.62 8 C=100 0.00 0.00 0.�00 0.00 58.68 0.1658 0.00 12.00 1.99 0.00 Val = 9.25 ___________________________-___________--__--_-__________-_______-________-- 22.48 1.610 0.50 12.00 15.99 15.99 K = - 5'62 9 C=100 0.00 0.00 0.00 0.00 81.16 0.3025 0.00 12.00 3.63 0.00 Vol = 12.79 -- ___________________________________________________________________________� 0.00 2.067 IT 7.14 9.96 19.62 19-62 22 C=100 0.00 7.14 0.00 0'00 81.16 0.0894 0.00 17.10 1.53 0.00 Vol = 7.76 19 81.16 21^15 K = 17.649 18.12 1.049 0'00 12.00 10'40 10.40 K = 5.62 � 10 C=100 0.00 0'00 0.00 0.00 ' ������������������������������������������������������������������������..... 18.12 0.1516 0.00 12.00 1.82 0.0V Val = 6.73 ..... .... �UNITS - DIAMETER (INCH} nE>&-P (F357� FLOW (GPM} .....��� PRESSURE (P57 -__-___\ WIGINTON FIRE SPRINKLERS, INC. ' JOB- HYDR7ACC Area No. 3 JOB NO- , 95253-2 -3 DATE 091995 PAGE 6 HYD. Da DIA. FITTING PIPE Pt Pt REF "C" or FTNG,S Pe Pv ******* NOTES ****** POINT Qt Pf/F Eqv. Ln. TOTAL Pf Pn 19.65 1.380 0.00 12.00 12.22 12.22 K = 5.62 11 C=100 0.00 0.00 0.00 0.c0 ` ' 37.77 0.1550 0.00 12.00 1.86 0.00 Vel = 8.10 .... .... ..... ... ..... ..... ... ..... 21.09 1.610 0.00 12.00 14.08 14.08 K = 5.62 12 C=100 0.00 0.00 0.00 0.00 58.86 0.1666 0.00 12.00 2.03 0.00 Vel 9.28 _______________________________________________________________________________ 22^54 1.610 0'00 12.00 16.08 16.08 K = 5.62 13 C=100 0'00 0'00 0.00 010V 81.40 0.3041 0.05 12.00 _ 3.65 0.00 Vel = 12.83 _.... ..... .... .... .... ' ..... ..... ..... _.... ________________________________________________________________ 0.00 2,067 1T 7.14 9.96 19,73 19.73 2� ^ C=100 0.00 7.14 0.00 0.00 _______-___________________________________________________________________-___ ` 81.40 0.0900 0.00 17.10 1.54 0.00 Vel = 7.78 20 81.40 21.27 K '= 17.651 _..... ..... ..... ..... .... ..... ..... ..... ..... ..... .... ..... ..... 18.23 ..... ..... ..... .... ..... ..... ... ... ..... _______________________________________-_____-----___-..... 1,049 0.00 12.00 10.52 10.52 K = 5.62 ' 14 C=100 0.00 0.00 0.00 0.00 . 18.23�0.1533 0.00 12.00 1.84 0.00 Vel = 6.77 _____________�______________________________________________________________-__ � 19.75 1.380 0.00 12.00 12.36 12.36 K = 5.62 15 C=100 0.00 0.00 0.D0 0,00 � `' ' 37.98 0.1566 0'00 12.00 1.88 0.00 VeI = S.15 _......... ..... _.......... _________________________-_______________________________________ 21.21 1.610 0'00 12.00 14.24 14.24 K = 5.62 ..... ..... .... ... __- C=100 0.00 0.00 0.00 0,00 ' 59.19 0.1691 0.00 12.00 2.03 0.00 Vel = 9.33 _ _..... ..... ..... ..... ..... ... ..... ..... ..... _ 22.67 ..... .... ..... ..... ..... -_______________________________________________.... 1.610 0.00 12.00 16.27 16.27 K = 5.62 ..... ..... .... C=100 0.00 0.00 0.00 0.00 81.86 0.3066 0.00 12.00 3.68 0.00 Vel = ..... _ 12.90 ..... ..... ..... ... .... ..... .... ..... ..... ..... ..... ..... ______.... 0-00 ..... ..... ----------------------------------------------- 2.067 1T 7.14 9.96 19.95 19.95 ! � 24 C=100 0.00 7.14 {).00 0.0V ' '__-_____________________________-_________-------------------------- s1.86 0.0906 0'00 17.10 ' 1.55 � 0.00 Vel = _..... ..... ( 7.83 ... ..... ..... ..... ..... ..... ..... .... _' ` 21 81.86 21.50 K = 17.65..."." � ...... ... ..... ..... ____..... .... .... ..... 103.51 ' .... ______-__-____________________________-------- 4.260 r=100 0'00 9.96 21.11 21.11 .... ..... ..... ..... ... ..... ..... ..... ^ _- '. is � �10�.51 0.0040 C.50 0.00 0.00 9.9E 0.0c 0.04 0.0V 0.00 Vel = � 2,33,. ' - - � _..... --_-__________________________-___________________-____________�______ -81.16 4.260 0.00 9.9E 21.15 21.15 1g C=100 0.00 0.00 0.00 0.00 ' 184.67 0.0120 0.00 9.96 0.12 0.00 Vel = 4.16 � �NITY � ! |-- - �IAMETER ' (INCH) LENSTH (FOOT} FLOW (�PM) PRESSURE �7_� / WIGINTON FIRE BPF|INKLERS, INC. i JCb- HYDR-ACC Area No. 3 _ J�� NO- 95253-2 -3 DATE 091995 PAGE 7 ' � ^ HYD. ma DIA, FITTING PIPE ' P+ Pt REF "C" or FTNG'S Pe Pv ******* ` NOTES POINT Qt Pf/F Eqv. Ln. TOTAL Pf P-r,, ======.==========~=�= .. 81.40 4.260 0.00 9.92 ==.========.= � 2i.27 21.27 20 C=100 0.00 0.00 0.00 0.00 ' ' 266,07 0.0231 0.00 9.92 0,23 � 0.00 Vel = ' 5.99 __________________________________________________________________ 81.86 4.260 IT 18.81 44.67 21.50 21.3O .... ..... ..... ... ..... _..... ... _ 21 C=100 0.00 18.81 0.00 0.00 347.93 0.0390 0.00 63.48 2.48 `0.00'Vel = ,+ .83 ______________________________________________-________________________________ 0.00 4.260 4M 30.09 149.13 23,98 23.98 25 W100 0.00 30.09 0.00 0.00 347~93 0.0390 0.00 179.22 7.00 0.00 ..... ..... ..... ������������� Vol 7.83 ..... .... ..... .... ..... ..... ..... ..... ..... ..... ��..... ..... .... .... ..... .... ..... ..... .... ..... ..... ..... . 0.00 .... ... .... ..... ..... ..... ... 6. 357 ... ..... ..... ..... ... 4M ��..... ..... ..... ..... 43 . 08 .... .... .... ..... ..... ... ..... ..... ..... . 60 25 ..... .... ..... ..... ... ..... ..... ..... 30 98 � . J0 9 ~` ���� ' ' 26 C=100 ` 0.00 43.08 0.0V 0.00- � 347.93 0.005G 0.00 103.33 0.58 0.00 Vol --------------------------------------------------------------- ' 0.00 S~357 4M 43.08 139.00 31,56 31'56` _____________`__ - ' 27 C=100 0.00 43.08 0.00 0.00 347.93 0.0055 0.00 182.08 -_--_-r--------------�-------... 1.01 0.00 Vol = 3.52 ..... ..... ..... -..... ..... ..... ..... ..... .... .... ------�_-----�-----�� 0.00 6,357 --------------- iB 8.97 10.67 32.57 32.57 ` TSR2 C=100 1D 17.05 52.95 4.98 0.00 347.93 0.0055 IT 26,92 63.62 0.35 0.00 Val = 3.52 ------------- _______________________________-______________________________-__ 100.00 6.357 IT 37.71 8.00 37.90 37.90 Da 100 BSR2 C=120 0100 37.71 0.43 0.00 ' 447g3 ~ 0' 06 ^0 5 . 0 00 . 45 71 . 0 30 0 00 . e = Val .� 5 ' 4 3 _-_.... ..... _____ ... ..... ..... ..... ... ... ..... .... ..... ..... ..... ..... ..... E. 249 ________ 1E ... ..... .... ..... 28.13 .... __... ..... ... �..... ..... 5.00 .... _..... ..... ..... __..... 38, 63 _..... ..... .... ..... _..... 38, 6z ..... ..... ... _... ..... ..... ..... _..... ..... ..... ..... ..... ... ____- UG1. C=140 0.00 28.13 0,00 0.00 ' 447.93 0.0012 0.00 33.13 0.04 0.00 Vol = 2.69 _________-_-________-___-_-_-______________________________________-_-'' O.00 7.980 4E 108.68 95.00 38.67 38.67 ' US2 ' C=150 1G 6.04 167.55 5.10 0.00 Fixed Loss +5.10 47.93 0.0013 1T 52.83 02.55 0.36 0.00 Vol = 2.87 �..... ..... ..... ..... ..... - 150.00 'Qa = 150.00 CONN 5g7,g3 44_�� v , = g0,005 i 0 H CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS PERMIT NUMBER Total Contract Price of nh �f) /1/)f ) Describe Work Type of Construction Number of Stories Occupancy: Residential LEGAL DESCRIPTION TAX I.D. NUMBER OWNER _ ADDRESS CITY TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY BONDING COMPANY ADDRESS CITY ARCHITECT ADDRESS _ CITY MORTGAGE LENDER ADDRESS CITY Total Sq. Ft. ` Flood Prone (YES) "(NO Number of Dwellings Zoning Commercial Industrial lease attach printout f STATE STATE STATE STATE STATE om Seminole Count PHONE NUMBER ZIP ZIP ZIP ZIP ZIP CONTRACTOR rep-�Dtlk-SPHONE NUMBER ADDRES ST. LICENSE NUMBER / CITY STATE �i� ZIP Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating Construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. •U Z "C (D O ,a n rt (D (n d Signature of Owner/Agent & Date ctor Dat(e OM o w n 1< , H • F � z Type or Print Owner/Agent Name Type or Pri t Contracto 's N me /;O� O N ro Signature of Notary & Date ignature of No ary & Date P. o (Official Seal) cial Seal) o '" y `°� °4 Notary Public, State of Florida _ CINDY L. JORDAN O My Comm. Exp. May 31, 1998 v �, Comm. No. CC 37F989 ro ° 0 I f %, w3 w"uNu,n o a ` E X 1Z > o IN H b w C O N O ra :+J � a .o a >1 ,zaF Application Approved BYDate: FEES: Building , Radon Police Fire .U�✓ Open Space Road mpact.,%.,; Application PERMIT VALIDATION: CHECK CASH DATE ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OF ICE) GOLD (CO. ADMIN) rt 0 a H A **** THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE CITY OF SANFORD FIRE -DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 DATE: /;j ?-' PERMIT If r BUSINESS NAME: ADDRESS: % PHONE NUMBER:( ) PLANS REVIEW ❑ TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM AMOUNT $ �/ COMMENTS: /,�,5%� % J dr G S.a�>r 1�1P S�/nr 0 Fees must be paid to Sanford Building Department,,300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. �J Sanford ire Prevention I certify that the above information is true and correct and that I will comply with all applicable codes and ordinances of the City of Sanford, Florida. d4 A'ee Applicants Signature ---'— --- —' _— --— --'' '---------�---_� —'�r ' . ~ � ° ` . . _________________________-__________ FIRE PROTECTION BY COMPUTER DESIGN ____________________________________ , . ..:0:., ..:0:.. ..0000000000�. .:0000000000.. :00. .0: .00; HV000} (000000 :V:. :0. .0; .00: .0V}!!!Y!!! (00. :00. :{|. (0) (00} (00) �!!!�!� (00) (00) (0) (00) (000) 4000> !!!!!!! (000) to (00) ~� WWWWWW WWWWWWW WWWW�W WWWWWW ^ WWWW�WW ^ H�WWWW ' WWWWWW ~~ WWWW 11,01 WWWWWW ^^^ WWWWWWW ^^^ W�WWWW WWWWWW ^ ^^^^^ ^ WWWtoll WW�� WWWWWWW ^^^^^^^^ ^^^ WWWWWW WWWWWWWWW��WWWWWWWWWWW WWWWW�WWWW��WWWWWWWWWW � �WWWWWWWWWWWWWWWW�� WWW��WWWWWWWWWWWW�W . WWWill, WWWWWWWW WWWWWWWWWWWW FIRETURNS US ON ! * WIGINTON FIRE SPRINKLERS, * 450 SOUTH C.R. 427 * � * LONGWOOD, FLORIDA 32572 * � ` * 407-831-3414 ` . ` ~ * PROJECT ?AME; INTERNATIONAL DEPARTURES BUILDING " ^ * CONTRACTOR; MARK CONSTRUCTICN COMPANY + * D/A LOCATION: SANFORD, FLORIDA + * SYSTEM NO. 7 * CONTRACT NO. 95253-6 ' « -- --- ---' PAGE 601 WIGINTON FIRE SPRINKLERS, INC. LONSWOOD7 FLORIDA 32752 407-831-3414 HYDRAULIC DESIGN INFORMATION SHEET NAME !NTERNATIONAL�DEPARTURES BUILDING DATE - 11133E� LOCATION SANFORD, FLORID,`.) BUILDING ZONE 6 SYSTEM NO. - _7 CONTRACTOR - MARK CONSTRUCTION COMPANV CONTRACT NO. - 95253-6 CALCULATED BY W.D.P. DRAWING NO. - 9 CONSTRUCTION: ) COMBUSTIBLE (X) NON-COMBUBTIBLE CEILING HEISHT DCCUPANDY - SEATING s i(X)NFPA 13 )LT. HAZ. ORD.HAZ.GP. 4X)l )2 4 )3 )EX.HAZ. Y 14 )NFPA 231 f )NFPA 231C F 1 OUR CURVE S 1 1 ) OTHER 7 14 )SPECIFIC RUL I NS. MADE BY DATE E M I AREA OF SPRINKLER OPERATION 1500 1 SYSTEM TYPE SPRINKLER/NOZZLE I DENSITY-GPM/Ft-2 .15 1 4X) WET MAKE RELIABLE D i AREA PER SPRINKLER 120 ! 1 ) DRY MODEL Fl E I ELEVATION AT HIGHEST OUTLET 27 1 4 ) DELUGE SIZE 1/2'' S i HOSE ALLOWANCE GPM -INSIDE 100 1 4 ) PREACTION K-FACTOR 5.62 1 1 RACK SPRINKLER ALLOWANCE TEMP.RAT.155 0 1 HOSE ALLOWANCE GPM -OUTSIDE 150 N f I NOTE CALCULATION 1 GPM REQUIRED 638.64 PSI REQUIRED 45.87 1 C-FACTOR USED.�VERHEAD 120 UNDERGROUND 15,'.'*, A 1 WATER FLOW TESTI PUMP DAT% TANK OR RESERVOIR: A I DATE OF TEST* 1/18/95 i 1 CAP. 7 1 TIME OF TEST 1 RATED CAP. 0 i ELEV. E 1 STATIC iPSI) 56 1 @ PSI R 1 RESIDUAL (PSI) 3­_-. 1 ELEV. WELL FLi.1vil 1010 i PROOF FLOW GPM 3 1 ELEVATION C, j 7, LOCATION APPROX. 90 FEET DUE SOUTH OF SDUTH/EAST MOST CORNER OF EXISTING TERMINAL. L I SOURCE OF ONFORMATION CITY OF SANFORD FIRE DEPARTMENT. Y i C 1 COMMODITY chilss LOCAT 1011 0 1 STORAGE HT.. A R E AISLE W. M STORAGE METHOD; SOLID PILAD PALLETIZED RACK 1 Q ) SINGLE ROW I ) CONVEN. PALLET 1 ) AUTO. STORADE i ) ENCAP., S 1 R 1 1 ) DOUBLE ROW 4 ) SLAVE PALLET ( ) SOLID SHELF ) NON 7 ! A ! ( ) MULT. ROW f ) OPEN SHELF 0 j C j R 1 E i FLUE SPACIN,*3 CLEARANCE:STORAGE TO CEILING A 1 i LONGITUDINAL TRANSVERSE HORIZONTAL BARRIERS PROVIDED: jMITS DIAMETER (INCH) LENOTH 1FOOT3 FLOW43PM) PRESSURE &PSI) | ! ` ^ PAGE 002 -------------------------- Water Supply Curve ----------------------------- I Static Press.= 56.000 PSI | � . I Resid. Press.= 36.000 PSI � � . 1 Resid. Flow 1010.000 GPM � . Press Available at -----------------------------------} } . G38.64 GPM } � . 47.434 PSI } } Safety Margin 1 } 1.772 PSI ------- H . | � v . Flow Available at Demand � | <------------- }*(----- 706.98 GPM | | Safety Margin . ! 68.34 GPM . ! } } Total System � 638.64 GPM } 45.66 PSI __________________________________________________________________________ ' ^ WIGINTON FIRE SPRINKLERS, INC. . JOB- INTL DEPARTURES BLDG JOB NO- 95253-5-7 DATE 111595 PAGE 3 | ' ^ FITTING NAME TABLE ABBREV. NAME A Alarm Valve B Butterfly Valve C Roll Groove D Dry Pipe Valve E 90' Standard Elbow F 45' Elbow G Gate Valve ' H Kennedy Wafer Check Va. I Grooved Check Valve J Central Shotgun Valve K 901 Medium Turn Elbow L 90' Long Turn Elbow M Grooved 90 Ell N Grooved 45 Ell O Grooved Tee p Viking Deluge Va Q Detector Check Valve R Reliable Deluge Va S Swing Check Valve T 90" Flow - Tee or Cross U Milwaukee ButterballL Va V CPVC Tee Branch W CPVC Tee Run X CPVC 90' Ell Y CPVC 45" Ell � ^ JOB_ INTL DEPARTURES BLDG ' -- � ' � - ---''--- ---' - '-----�-1 WIGINTON FIRE SPRINKLERS, INC. `_ JOB NO- 95253-5 -7 DATEi115g5JpAGE � NODE '-- - ELEVATION' 'SPRINKLER PRESSURE FLOW NOTES NO. (FT.) K-FACTOR (PSI) <U.S.GPM) 1 27.00 14.0 2 27.00 12.8 �3 27.00 12.2 � 4 27.00 ' 11.2 . | 5 27.00 10.8 � 6 27.00 9.9 '7 27.00 14.0 8 27.00 ` 14.0 ` g 27.00 12.7 | 10 27.00 11.5 ' 11 27.00 10.2 12 27.V0 14.1 ' � 13 ��7.00 1� .0 ` 14 27,00 13.6 ' ' 15 £7.0C 13.4 16' 27.00 13.2 17 27.00 12.9 . 18 27.00 11.7 19 27.()V 11.4 111,71 ' 27.0V 5.62 13.6 '20.7 2C 27.00 10.5 21 27.00. 14,9 . 22 _ � _ 27,00 14.9 ` 23 � 27.00 14.9 � . 24 27.00 ' 15..1 ' .25 27.00 14.4 ` 26 27.0D 15.3 - 27 27.00 18.2 . 28 27^00 22.8 29 27.00 0 ` 2A 27.00 5.62 12.5 ~ 19.8 30 27.00 27.2 ` . 31 27.0V 13^6 ' 32 £7.00 12.9 ` 33 27.00 . 11.8 ' 34 27.00 11.4 � 35 27.0{) ` 10.5 36 27.00 37 27.00 12.4 ` 38 27.()0 12.1 39 27,00 11.2 3A 27.00 5.62 11.9 19.4 ` 4 00 5.62' 10.9 27.00 5-62 10.5 6A 27.00 5.62 9.6 17.4 ` , 7A 27.00 5.62 13.6 20.7 8A 27.00 5.62 13.2 20.4 9A 27'00 5'62 12.0 19.5 10A 27.00 5.62 10.8 18.5 11A 27.00 5.62 10.0 17.7 12A 27.00 5.62 13.8 20.8 13A 27,00 5.62 13.3 20.5 14A 27.00 5.62 12.8 20.1 �5A 27,()0 5.62 12.6 20.V WIGIN'1Lei'! FIRE :S.7TlRii`KL._ERS,S .Ta 3'C. JOB— INTL DEPARTURES DLDG JOB NO— 9525 :—•5 --7 DATE 111595 PAGE ,._ NODE ELEVATION SPRINKLER. PRESSURE FLOW _ _.. NOTES I iG. (FT.) K--FACTOR (PSI) (U. S. GPM) ------------------------------------------------------------------------------------ i sm 27.00 5.62 12.5 19.3 + 19. 5 -.r. .} 19H 2 ; .. 0 5.62 1 1 . 1 18.7 ^ '-, 5 10.2 1 fa G.ii 0. 00 40, 0 BSRi 1.00 39.2 ''1tt_�',.�. 0 T Z.1`il ` \.. 7. CC) L... % w 5 ... . i 11 ,�s �: •�r J . . . �� 1 c<s_ a c. � c1 f t� f- - f _ ... ... . �? �. �1 s._ �� t_; �> • �_� in t• t-e e• pipe 5- C ',1 1 T 2'— 1 >? {::s> , ,._ .L \� c:. L . , 1; WIGINTON r=IRE_. SPRINKLERS, INC. TOO- INTL DEPARTURES Lii. DG :CUE{ NO- 950:.3-.-5 --? DATE 111595 AGE 6 H D. a, DIA. FITTING PIPE Pt. Pt. RE''F 11 G 11 OT" E-TNG' S PeP r: NOTES POINT ot•Pf/F Eq . L s. TOTAL Pf V-S - r =i•. i.\ t 9 i . ._f. e-. 1. :.._ 2 -\� i._. i_� �..} 7 _ x •...• i 'i � . ,.: �/� 1 �} 1? 1.� 1.• ..... 1::- - �<`..�:}i::: 11.4 C_::: 1 i 0 0.00 i. 0 F), 6.00 0 0.00 ......... .. _....._ _._ _...... 78 _ _...... - ..._ -.. _..... '•_Y. 1 3 5 ._. _...._.._....... _.. _... _... _...._ -.- ._..._.. _ . �}�_\ _._ _.. __.._.._...... 2. 6 )? _... _._ _... ..- -- -•- --. -.._ - •. v J % -'- -- _. _... _._ -._ -- _.. v. . 7 _... _... - - __ _.-.. I � S _. _... 7.71 - .._. _.. _.. _ ..._.. __ __ ..._ _..._.. ... .... .............. i1 - t r7 9 f \ .A _. i ', ' 9 ., a , .l E 1 1__ : � 0 ).._ . f � _ - .. . ,. / � 12.53 4.:. 1 . 5 3 i' • ._.. �._.1 . - �_ ,� `_ s .............__..____.._..__._--____..._.__......_....-_.__...____._..____.__-__._....._-_-.-_--.-"-------------------'----_... 19.90 ���00.1310 y}. '_}'_} 2.67 :}. �...1.- 0.05 _-----'.----'--'----'--'-_-- VG�: 3 - i�. �_ ._ -__. _........_.. ..... ..._..... _... to 19. 90 - 12.83 � K _.. . . 505 1 9 .I.;.2 1.049 i i_ 2.00 0.67 11.94 11.94 K 1 5.62 r 19.42 0.1235 0.00 0 2.67 0.33 0.00 Val _.l -. /?. i_' 1 - - 19.42 12.27 K_. r 5. 54.4 1 8. ,.!5 1.049 1 E i:'_. t_}'•_} 0.67 10.90 10.90 K ..._ 5. i:::.i:_' a Vel t9 4.. .. 1'_':�) iy --. 5.543 .l ct 1.049.1E 2.00 d }. . , 10.53 10.53 K _ 5.62 C= 1 20 0.00 r 0 \ 2.00 6.00 ,. r}0 0.00 r i A..'._}. 8'r} 1.049 1 E 2.00 '•-} . S1? 13.69 r._ . S _ 5. lJi-r 0 ._\1-) 2 -_...._..-_........--'-'---........_...._..-..........-_._-__._._.....-..... 0.1423 0.00 0 2.67 ..... ...-.....--.-.. 0.38 ...-... .._......_.. .-. ------------------------- 0.00 Ve_ .i. � 7.72 a ..-.....- .......... ..... ..... .....--••-----_.. i UNITS __.....-_. a WIGlNTON FIRE SPRINKLERS, JCB- INTL DEPARTURES BLDG . JOB NO- ^ 95253-5DATE 111595 PAGE 7 Qa DIA. FITTING PIPE Pt Pt REF "C" - or FTNG"S Pe Pv NOTES ****** POINT� =============================================================================== | ' Qt Pf/F Eqv. Ln. TOTAL Pf Pn 7 20.80 14.07 K = 5.546 i 20.49 1.049 1T 5.00 0.67 13.29 13.29 K = 5.62 C=120 0.00 5.00 0.00 0.00 | 20.4 0.1358 0.00 __... .... _________________________________________.... 5.67 0.77 0.0� Vel = 7-61 ..... ..... | 8 � 20.49 | ----..... --.... ..... i � .... .... ..... ..... .... ..... .... 19.52 ... ... ..... ..... -.... -.... 1.049 .... .... -..... 1T ... ..... -.... .... -----------------... 5.00 0.67 .... 12.06 .... -..... .... ..... .... - 12.06 ... ..... .... ----------------- K = 5.62 � 9A C=120 0'00 5.00 0.00 0.00 ! � 19.52 0.12525.67 _.... ..... .... 0.71 ..... .... .... _..... .... ..... ..... 0.00 ..... ..... ..... __________� Vel � 7.25 ..... ___________ 9 19.52 12.77 K = 5.463 18.54 _.... .... 1.049 ..... .... ..... ..... 1T ..... .... .... ..... .... ... ..... _ 5.00 ..... _____________... 0.67 ..... 10.89 .... .... ..... ..... ..... _... 10.89 ... ..... ..... K = _________________ 5.62 10A C=120 0.00 5.00 0.00 0.00 ' � .... .... ..... ..... ... ... ..... ... .......... 18.54 ........ .... .... ... ___ 0.1128 .... ..... ..... ... ..... .... ..... ..... .... ..... 0.0V ..... ..... ..... ..... ..... _..... ... 5.67 __________ V.64 .... ..... _______________________________ 0.0� Yel = 6.88 � 10 18.�54 5.460 .... ..... .... ..... ..... ..... .... .... _______.... ... 17.77 ..... ..... _____ 1.0�9 ..... .... ... ____________________________________________________ 1E 2.00 0.67 10.00 10.00 K = 5.62 11A C=120 0.00 2.00 0.00 0.00 17.77 _..... ..... ... ..... ..... ..... ... 0.1011 ... ..... ..... ... _.... ..... ..... ..... ..... ..... __ 0'00 ... ..... .... _.... ..... .... 2.67 ... ..... .... _..... ... ..... ..... 0.27 ..... _.... ..... ..... ..... ..... ..... V.00 .... ..... ..... ... ..... .... ..... Vel .... ..... ..... = 6.60 .... ..... ... ... ..... __... ..... ..... .... ____ - 11 17.77 10.27 K � 5.544 -_... .... ..... .... __... .... ..... ..... ... _... ... .... ..... ..... ..... ..... _..... ..... ..... ... .... .... ..... ..... ..... _.... ..... ..... ..... ..... .... .... ..... .... _..... .... ________.... ..... ..... .... ... .... .... ..... �0.87 1.0�9 1E 2.00 0.67 13.80 13.80 K = 5.6� 12A C=120 0.00 2.00 0.00 0,00 20./37 V.1385 0-0V 2.�7 0.37 0.00 Vel � 7.75 .... .... ..... .... .... .... .... ..... ____..... .... ..... ... .... .... ..... ..... _..... ..... ..... ..... .... ..... ..... .... .... ..... ..... ..... ____-__..... ..... ..... ..... ... ...... ..... _..... ..... ..... _.... ..... _..... ... ___... ..... ..... ..... _..... ..... _________- ' 12 20.87 1�.�7 K = 5.544 _..... ..... ______.... ..... _..... ..... ..... .... ..... ..... ..... ..... ... __..... _______... .... ... .... ..... ... _______________________________ 20.50 1.049 1T 5.00 �'67 1�.30 17.'30 13q C=120 0.00 5.V� �.V� 0'00 20.50 �.1�58 0_00 5.67 077 �.�� Vel � 7.61 _..... ..... ..... _.... ..... .... _..... ... ..... _..... .... _____.... ..... ... ..... ... .... _.... ______________________________ 13 20.50 14.07 K � 5.464 _____________________________________________________________________________ �NITS - DIAME��� (-rNCH} WIGI!`!FC)N FIRE SPRINKLERS, INC. i JOB- -INTL DEPARTURES BLDG JOB NO-- 95253--5 -7 DATE 111595 PAGE 3 R E- YD. t• a DIA. FITTING PIPE Pt Pt car_r.. .L-> „Cf, or' _ F=TP'lf,' S PeP'� # t�v.��'a� NOTES POINT ut P f /F Ec}v. . L> i. TOTAL P-f° Pri a7 20.17 l; `... 1.049 ',0 IT5.00 0.67 12.89 l-.GaC' K 5.62 i2.89 ----------------------------------------------------------------------------------- _ c -2 20.02 1.049 1T 5.00 0.67 12.69 12.69 K ..... 5..62 _ ----------------------------------------------------------------------------------- 19 n 8 1.049 9 IT 5.00 0.67 12.51 12.51 l' .._ `_+. r.. -' t 61 C=120 0.00 5.00 0.00 0. i.)'.) ------------------------------------------------------------------------------ 1 /�] r1 -•� 19.97 � - 1 3 -� 0.00 2.67 0.35 0100 ''rl E i r... 7.41 -, . r+_... 1 . - 0.00 0 . .)0 0. tel : 1 v). 0 -------------------------------------------------------------------------------- 18. 7 '} 1.049 1 l: 2.00 0.67 t 1 .. ., ' 1 1 . 1 5. 18.74 0.1161 0.00 2.67 0.31 0.00 i_10 Vol . ..._ S. 9 S ---------------------------------------------------------------------------- j 2.00 UNITS DIAMETER 1 (INCH) LENGTH 4FOOT) FLOW ?GPM) PRESSURE &FIT y 0 WIGINT4iN FIRE SPRINKLERS, INC. ,.TOO- INTL DEPARTURES BLDG JOB !'::CI..... 95:::53_._5 • , _-7 LATE 111595 PAGE �! i I !-YD. [2r_, DIA. FITTING PIP: Pt Pt ?%ice .. "C." c<i•" f=TNS' S Pe P. # r. NOTES POINT ut P f /F Eq . Ln. TOTAL P f" Pn 1 20.78 14.97 K -_ 5.371 4. 1.049 -- IT 5.00 - r. c S.I. 5 17.49 0.1022 0.00 5.67 _ . �<<,� f0.00 _ _ !:!. i_t i._j I -� i Ir E._ - C" .9 ..._ `.,. ivr% --------------------------------------------------- 35 C=120 0. 0 0.00 0.00 ... 0 ------------------------------------------------------------------------------ 17.43 0.1011 '_t. fj;_) 9.00 0.31 0.00 Vol = S. '1'r 3 ----------------------------------------------------------------------------------------------- `___ 5.00 _ r -w 10.82 r..r f':..._ a20 _ 5 ------------------------------------------------------------------------------ ..... ..... .... ..... ..... ..... .......... ..... . _..............._ ._........:... ..... ..... ..... ..... .._......_..._...... ..... ..... .... . _.................. _........ .............. ..... ...._._.................._ ............... _..... _........... _.. __. _._ ..._ _...._ .. ......... .... ..... ... ....... ..... ..... _... ..... ._ _.... . .... .... .......... .......... ..... ..... ............... _.....-....._..................._. .... ..... ..... ..... ._..._................. .......... ..... ....................._. .... _... ....................................... _.............._........... ..... ..... .... ..._ .......... _... ..... _........ ......__ .... ..... .... ..... ..... ..... ..... ..... ..... .......... ........ .. 35.72 1.W0 0.00 11.00 11.84 1 1 w 1 � %. 54.27 0.1027 0.00 00 11.00 1.W 0.00 Vol yl w _ . 1 W'IGINTON FIRE SWRINXLERS, INC. JOB- INTL L1R,yFURES 01100 jOB MW 05253_ 5 - % DATE 1115S5 RAGE HYD. 0c1 DIA. FITTING PI PE P-L., Rt. REF rr C rr or, F i NG'r_\ RE:' P.`.% NOTES POINT ut R f.' r Ecv. Ln. TOTAL R•f` Ri"c \ Val .w - 1 ..._} r. 5.67 0.73 0.00 Val 1 -. � 7. ,,.. /,. n1... ... 2.07 IT 10.00 6.33 13r 61 13M i 31 C= 1 A._ 0 0. 00 10.00 0.00 0.00 20. 10 4ii_: i_• O 0,60 0.67 14.97 14.97 .. 114.37 0.0027 0.00 7.33 0.02 0.00 _ _ - 2.57 23 -. 17.77 1.04S 0.00 12.00 -.L-r' 10.27 1 W2i 17.77 .. .1050 .. :.. 12.00 1 ; z. _ > 1.380 0.00 %..i:_ 12.00 :1 I, 53 1 1 . ` ,_ - 55.03 0.1070 0.00 .12. _ .. 1.29 0.00 Val 3.8 7G.32 0.0527.• n 0.93 0.00V WIGINTON FIRE SPRINKLER& INC. JOB- -• INTL DEPARTURES BLDG JOB h`iO 95253-..` _...; DATE 111591 PAGE 1 1 !fiYD. oa DID: FIT TING PIPE Pt Pt i iEi- _. "C�� � C s" - FT';'ti_' a r='a.• i='.v r: a � - -' - -.. h,JC?TE^ .;�:. ,,:, ,:. �: S �* j* c POINT tt���� ot: Y'f/F E"v. v . i.... n. TOTAL Pf P.i'1. - _. C= 1 20 ice}. 00 5.00 0 0.00 } 0.00 --------------------------------------------- {� ......:_.._ ._.. �. .............................................. -t II 1 1 48 0.-0120- 0100 Moo 0.12 .....- 0.90 .. ._. __. .....--- _ -"-'-'-`----•___.__�..� ..... 4.,71.: - ... _.:._ ..... ..... i 1rT 20.37 1.041 r..i, ------------------------------ .1 . f_ . rr a .63 14.17 14..00 17 i 20 .A} .00 _ L._ _ t_ 1 0.1417 0.00 6.63 0.94 0.00 Val i r 24 - - 19.88 v.} . 1 3 L.: 0.00 10.40 0.19 0.00 , a .l 3.I ♦ - 9 :woo[ _..........._ ..._ ..... _... --' -.. - _...� _..: _. __ _._ _.......:.......,..._...._. , ...........:... _...:._........._ :........ } .................._ __..._::.._ ...:.._:...... __........._ ...__........._:.._........_..............._ _... _._................_...._................ _...._.. _............. _......_ _....._ --"-- --:._ . -------------- •:, } r _ a _ _ ---------------------------- n 1 _, Moo w ..}o0.44 Val 5. 74 .. Co:-. 11.05 t-r. .11 15.11 ea i . t,-1 : } 1.049 . 5.00 1.08 ------------- 10.54Moo _w - 18.00 ---------------------------------- LENSTH J 6 W1GINSO'i S'IR-._ SPRINKLERS, Li i._:RS,} INC. � JOB- Z i'' TL DEPARTURES BLDG JOB NO- W5 < - ;• DATE E 1 1 15S5 PAGE 12 HIM. Ca DIA. FITTING PIPE Pt Pt. REF " C " 0.0 r,--y' WG I PeP"i iF'if•#t:#.t:t; NOTES****** . L-'S f S NT - 2it P"S-:' i'- MO. L •n. TOTAL AL_ Pf - P:L). .. 38 is. OC) 12. 12 lay 5 , -7,-• .. .} 8 r i 4 1.040 1.T 5100 1.08 11.42 11.42 j : .... _....._ _..._.._...-_ __.... _..._......._...... 18.74 _.. .... _ _. .. ............... 0.00 to _ ., i _ -"Co V i? .. G . ._ ........ .... ..... .._ .... ....... �... ....._ ... .... ...... ..... .... .....:.. _... .... .... .... ......._ .. .. _ _. .. ... _. ....... ....... ... ....... _... _... f .. A:_ v Vol17 SEA i 11.75. .; •:w / -•._ ... . 1 l:�• !.GIG v ) .>. L.. x ',) - l L.� . .Ll 7 - ' 12.47 l•... n 74 0.10M C.00 12.00 1.30 0.00 Val ... l::•. I ,2', .1. ._ .. �_% 1` 1 . .. L)-9 '1 �� L-. _ _ 1 . _ 8 1 :. r 98 i i.'. n 9i_�.. 1T.270.1205 0.00 t._ . .. i i 0.7S 0.00 ( 'I _ ... - 7.41 C'-=ii:J0 0.00 0.00 %00 0. 0+.1 _ 2. 067 % - IT ., S.38 14.44 14.. 'fir ' . 10.00 W L.. ,. :y:_ 4.260 ,:.:: M .c ,' _+ d 45.50 15.36 ..._ . 3 t_ • .... •._ \... t._, i. ...r ... t_t .. ..Lf's.., 0.00 84.48 2.89 0.00 Val .. -' 8.75 � ''\ l�l,-, •.., r .. :-.-... r..� n l.....? ...) 4.2S0 ;jar, A _.1 17.91 78.29 __ ... r t { i ' L � j�• 1__ L._ r L� I 388.64 0.0341 0.00 _ 94.20 3.22 O. _ O ''i of I '- r' / ._< UNITS DIAMSTER , MOM! . :r + , r r t Low t' d-C-, . PRESSURE Ir 777 M y WIGINT. NI FIRE SPRINKLERS, INC. jOBiiaTL DEr-A>`,Tl..RL.._ i{La_G .}0.s r`sf._..... _525---; DATE 1115JS PAGE :ice^".• HYD. Qct DIA. FITTING PIPE Pt PtREF C. FTNG'S Pe P-11. NOTES POINT of Y-`.f:Jr if_.qv. i.._n. TOTAL P.f pr-1 0.00 5.357 k:ii•, 75.42 161.30 28.09 2 6. '_) 23 i._.: 1 L: .) 0.00 75.42 0.00 .). '..)'.) 388.G4 0.0048 0.00 236.72 1.15 0.00 Val -- 3.91 ----------------------------------------------------------------------------------------- 483.64 0.0074 0.00 49.71 0.37 ice}. f 0 Val = 4. 0. -+ .i i 28.13 ---------------------------------------------------------------------------------- _ C=150 ... 6w04 167.55 5.10 0.00 Fixed Loss = ..f.. 5n If,' --------------------------------------------------------------------------------- Project No.: UNI V =RSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E156 November 9, 1995 December 5, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4000 Light Weight/P ROC days Mix Design No. YLW413110 FIELD & LAB DATA Date Sampled: 10-25-95 Time Sampled: 10:00 a.m. Sampled By: V. Lane Slump: 31/2 in. Truck No.: 22 Air Content (by volume): N/S % Ticket No.: 2805762 Concrete Temperature: 86 OF Time Batched: 9:37 a.m. No. of Cylinders Cast: 4 quantity of Load: 110 cu.yds. Ambient Temperature: 87 OF Water Added At Site: 0 gals. Weather Condition: Partly Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Second Floor Departures Column Line I-K to 4-N Sample at 3-L.5 Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-1-95 7 3 28.10 122,000 4,340 RESULTS of TESTING 11-22-95 28 3 28.08 158,500 5,640 11-22-95 28 3 28.08 157,000 5,590 5,620 REMARKS This Form Conforms With ASTM C-39 1170 Cubic Yards of 190 Cubic Yards i 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) by/mlr J:Fn;tnerering e, P.E. 7ners�i� i gDepartment Manager l Sciences, Inc. Project No.: UNIVERSALReport No.: Date 1st Issue: ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E242 November 10, 1995 December 5, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 10-31-95 Time Sampled: 9:39 a.m. Sampled By: VL Slump: 4 in. Truck No.: 143 Air Content (by volume): N/S % Ticket No.: 2805945 Concrete Temperature: 82 OF Time Batched: 9:25 a.m. No. of Cylinders Cast: 4 quantity of Load: 110 cu.yds. Ambient Temperature: 81 OF Water Added At Site: 7 gals. Weather Condition: N/S Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd Level, Column Line 3 to 6/K to R (Sample at 4 to S/K to L) RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-7-95 7 3 28.13 78,500 2,790 11-28-95 28 3 27.95 149,000 5,330 11-28-95 28 3 27.95 150,000 5,370 5,350 H REMARKS This Form Conforms With ASTM C-39 '170 cubic yards of 190 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) gjl/mlr qal Iz E. s Te ting -Department Manager Universal Engineering Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E240 November 10, 1995 December 5, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 10-31-95 Time Sampled: 6:09 a.m. Sampled By: VL Slump: 4% in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2805927 Concrete Temperature: 82 OF Time Batched: 5:46 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 68 OF Water Added At Site: 20 gals. Weather Condition: Cloudy Contractor: Advanced Site .& Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd Level, Column Line 3 to 6/K to R (Sample at 4 to 6/N.S to P) RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-7-95 7 3 28.13 99,000 3,520 11-28-95 28 3 27.95 136,000 4,870 11-28-95 28 3 27.95 135,000 4,830 4,850 H REMARKS This Form Conforms With ASTM C-39 170 cubic yards of 190 cubic yards � � u 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) gjl/mlr P.E. Department Manager ring Sciences, Inc. s- - Project No.: UNIVERSALReport No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E222 November 9, 1995 December 5, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. 10052730 FIELD & LAB Date Sampled: 10-27-95 Time Sampled: 10:25 p.m. Sampled By: V. Lane Slump: 7 in. Truck No.: 370 Air Content (by volume): N/S % Ticket No.: 03-216445 Concrete Temperature: 83 OF Time Batched: 10:07 p.m. No, of Cylinders Cast: 4 DATA Quantity of Load: '9 cu.yds. Ambient Temperature: 80 OF Water Added At Site: 10 gals. Weather Condition: Partly Cloudy Contractor: Mark Construction Admixture: N/S Supplier: Florida Mining and National Location of Placement: Stairwell No. 1 Second Pour Formed Tie Beam RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (Ibs.) Test Compressive Strength (psi) Average (psi) 11-3-95 7 3 28.14 108,500 3,860 11-24-95 28 3 27.90 111,000 3,980 11-24-95 28 3 27.90 110,000 3,940 3,960 REMARKS This Form Conforms With ASTM C-39 19 Cubic Yards of 9 Cubic Yards 1111MM1111 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) by/mlr ?r, P.E. - Department Manager Bering Sciences, Inc. Project No.: %JINOWERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E155 November 9, 1995 December 5, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 Light Weight/P ROC Mix Design No. YLW4P110 FIELD & LAB Date Sampled: 10-25-95 Time Sampled: 8:04 a.m. Sampled By: V. Lane Slump: 4 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2805748 Concrete Temperature: 83 OF Time Batched: 7:34 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: '10 cu.yds. Ambient Temperature: 80 OF Water Added At Site: 0 gals. Weather Condition: Partly Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: 2nd Floor Departures Column Line I-Kto 4-N Sample at I-N-M RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-1-95 7 3 28.10 119,500 4,250 11-22-95 28 3 28.08 156,000 5,560 11-22-95 28 3 28.08 147,500 5,250 5,410 H REMARKS This Form Conforms With ASTM C-39 120 Cubic Yards of 190 Cubic Yards 11111011 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: V. Lane Fre J. alzer, P.E. cc: Client (2) Ma eri s Te 'ng - Department Manager B R P H Architects (1) U ers I En ineering Sciences, Inc. City of Sanford (1) by/mlr L- Project No.: U N I'VERRSAAkhL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E153 November 10, 1995 December 5, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 Lt-Wt./P-Roc at 28 days Mix Design No. YLW413110 FIELD & LAB DATA Date Sampled: 10-25-95 Time Sampled: 5:18 a.m. Sampled By: VL Slump: 43/4 in. Truck No.: 884 Air Content (by volume): N/S % Ticket No.: 2805732 Concrete Temperature: 83 OF Time Batched: 5:02 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 73 OF Water Added At Site: 10 gals. Weather Condition: N/S Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd Floor Departures, Column Line I-K to 4-N, Sample at 4-Q.5 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-1-95 7 3 28.10 130,000 4,630 11-22-95 28 3 28.08 160,000 5,730 11-22-95 28 3 28.08 151,000 5,410 5,570 H REMARKS This Form Conforms With ASTM C-39 '20 cubic yards of 190 cubic yards v,,\i W V F I M 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) gjl/mlr artment Manager Sciences, Inc. 'UNIVERSAL Project No.: Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E241 November 10, 1995 December 5, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP Date Sampled: 10-31-95 Time Sampled: 8:09 a.m. FIELD & LAB DATA Sampled By: VL Slump: 4'/2 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2805935 Concrete Temperature: 82 OF Time Batched: 7:57 a.m. No. of Cylinders Cast: 4 quantity of Load: 110 cu.yds. Ambient Temperature: 76 OF Water Added At Site: N/S gals. Weather Condition: Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd Level Column Line 3 to 6/K to R (Sample at 3 to 4/L to M) RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-7-95 7 3 28.13 119,000 4,230 11-28-95 28 3 27.95 143,000 5,120 11-28-95 28 3 27.95 140,000 5,010 1 5,070 H REMARKS This Form Conforms With ASTM C-39 '120 cubic yards of 190 cubic yards M mr, V-,-\i R 0 F] __ 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane CFredcc: Client (2) B R P H Architects (1) City of Sanford (1) gjl/mlr nalz i, P.E. sting - epartment Manager ngin er g Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E239 November 10, 1995 December 5, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 10-31-95 Time Sampled: 5:06 a.m. Sampled By: VL Slump: 5 in. Truck No.: 884 Air Content (by volume): N/S % Ticket No.: 2805922 Concrete Temperature: 81 OF Time Batched: 4:56 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 68 OF Water Added At Site: 15 gals. Weather Condition: Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd Level, Column Line 3 to 6/K to R (Sample at 4-5, Q-R) Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-7-95 7 3 28.13 112,000 3,980 RESULTS of TESTING 11-28-95 28 3 1 27.95 147,500 5,280 11-28-95 28 3 27.95 140,000 5,010 5,150 H REMARKS This Form Conforms With ASTM C-39 120 cubic yards of 190 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane F e Tsalngineering e P. . cc: Client (2) M e- epartment Manager B R P H Architects (1) UnivSciences, Inc. City of Sanford (1) gjl/mlr Project No.: UNIVERSALReport No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E154 November 10, 1995 December 5, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 Lt-Wt./P-Roc at 28 days Mix Design No. YLW4P110 FIELD & LAB DATA Date Sampled: 10-25-95 Time Sampled: 6:04 a.m. Sampled By: VL slump: 4 in. Truck No.: 318 Air Content (by volume): N/S % Ticket No.: 2805738 Concrete Temperature: 84 OF Time Batched: 5:44 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 73 OF Water Added At Site: 10 gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd Floor Departures, Column Line I-Kto 4-N, Sample at 4-P.5 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-1-95 7 3 28.10 108,000 3,840 11-22-95 28 3 28.08 141,000 5,020 11-22-95 28 3 28.08 150,000 5,340 5,180 H REMARKS This Form Conforms With ASTM C-39 ,70 cubic yards of 190 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) gjl/mlr ,.E. epartment Manager ng Sciences, Inc. Project No.: lk ff ff� Report UNIL Da a 1stlIssue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E117 November 9, 1995 December 5, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 pumpable Mix Design No. R4065Z Date Sampled: 10-23-95 Time Sampled: 1:41 p.m. Sampled By: V. Lane Slump: 8 in. FIELD & LAB DATA Truck No.: 884 Air Content (by volume): N/S % Ticket No.: 2805684 Concrete Temperature: 85 OF Time Batched: 1:19 P.M. No. of Cylinders Cast: 4 Quantity of Load: 17 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 14 gals. Weather Condition: Partly Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Stairwell No. 1, Second Pour RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-30-95 7 3 28.00 89,500 3,200 11-20-95 28 3 27.06 131,000 4,700 11-20-95 28 3 27.06 128,000 4,590 4,650 REMARKS This Form Conforms With ASTM C-39 1 7 Cubic Yards of 7 Cubic Yards 1 7�1_ 1 M, 0 VIN 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) by/mlr E. ?partment Manager ig Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E601 December 6, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 11-22-95 Time Sampled: 9:22 p.m. Sampled By: Art R. Slump: 5 in. Truck No.: 663 Air Content (by volume): N/S Ticket No.: 62-2806754 Concrete Temperature: 60 OF Time Batched: 8:56 p.m. No. of Cylinders Cast: 4. Quantity of Load: ' 10 cu.yds. Ambient Temperature: N/S ° F Water Added At Site: 0 gals. Weather Condition: Sunny Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Welcome Center, slab on ground between column lines C-D and 12-13 (sample from 3 feet north of column line C, 3 feet west of column line 13) RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-30-95 7 3 28.14 74,000 2,630 12-20-95 28 12-20-95 28 H REMARKS This Form Conforms With ASTM C-39 '190 cubic yards of 200 cubic yards IVI 0.0-0 Technician:A.R. cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) mlr 4ris er, P.E. - Department Manager eering Sciences, Inc. L 0 '"IVERSAL Project No.: Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E599 December 6, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 11-22-95 Time Sampled: 6:31 a.m. Sampled By: V. Lane Slump: 3'/2 in. Truck No.: 593 Air Content (by volume): N/S Ticket No.: 2806737 Concrete Temperature: 62 OF Time Batched: 6:15 a.m. No, of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 46 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Welcome Center, slab/column line 11-C to F-19, Seminole County RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-30-95 7 3 28.14 77,500 2,750 12-20-95 28 _ 12-20-95 28 H REMARKS This Form Conforms With ASTM C-39 '100 cubic yards of 200 cubic yards � 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar Technician:V. Lane cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) mlr P.E. Department Manager ring Sciences, Inc. L 1 Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E458 December 6, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3000 psi at 28 days Mix Design No. P3065V FIELD & LAB Date Sampled: 11-15-95 Time Sampled: 1:15 p.m. Sampled By: Contractor Slump: 5 in. Truck No.: 843 Air Content (by volume): N/S Ticket No.: 2806473 Concrete Temperature: 69 OF Time Batched: 12:51 p.m. No. of Cylinders Cast: 4 DATA Quantity of Load: '10 cu.yds.' Ambient Temperature: 60 OF Water Added At Site: 0 gals. Weather Condition: N/S Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Column pads departures T.1-7 to T.1-2 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-22-95 7 3 28.08 75,000 2,670 12-13-95 28 12-13-95 28 REMARKS I This Form Conforms With ASTM C-39 '20 cubic yards of 30 cubic yards VM1\1 M 2 P-1 [fl 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar Technician cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) mlr P.E. Department Manager ring Sciences, Inc. L. Project No.: UNIVERSAL Report No.: i Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.ost Office Box 521837 Longwood, Florida 32752 15347-009-01 E600 December 6, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 11-22-95 Time Sampled: N/S Sampled By: V. Lane Slump: 61/2 in. Truck No.: 593 Air Content (by volume): N/S Ticket No.: 2806744 Concrete Temperature: 68 OF Time Batched: 7:20 No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 50 OF Water Added At Site: 15 gals. Weather Condition: Sunny Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Welcome Center, slab/column line 11-C to F-19 (sample at E-14 to F-15) RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-30-95 7 3 28.14 74,000 2,630 12-20-95 28 12-20-95 28 H REMARKS This Form Conforms With ASTM C-39 1140 cubic yards of 200 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar Technician:V. Lane cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) mlr P.E. Department Manager gyring Sciences, Inc. ■ l Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: i 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E284 November 10, 1995 December 6, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 Pumpable at 28 days Mix Design No. R4065Z FIELD & LAB DATA Date Sampled: 11-1-95 Time Sampled: 1:37 p.m. Sampled By: V. Lane Slump: 5'/2 in. Truck No.: 143 Air Content (by volume): N/S % Ticket No.: 2806005 Concrete Temperature: 85 OF Time Batched: 1:17 p.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 87 OF Water Added At Site: 20 gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Stairwell No. 1, 3rd Pour Formed Tie Beam RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-8-95 7 3 28.03 96,000 3,420 11-29-95 28 3 28.18 130,000 4,610 11-29-95 28 3 28.18 130,000 4,610 4,610 H REMARKS This Form Conforms With ASTM C-39 '20 cubic yards of 20 cubic yards . VM00IM 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) gjl/mlr P.E. Department Manager ?ring Sciences, Inc. Project No.: El06 009-01 UNIVERSAL Report No.: E106 ENGINEERING SCIENCES Date 1st Issue: November 2, 1995 Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: November 21, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 31/2" X 31/2" X 7" GROUT PRISMS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. 12083026 FIELD & LAB DATA Date Sampled: 10-19-95 Time Sampled: 12:40 p.m. Sampled By: NR Slump: 8 in. Truck No.: N/S Air Content (b.y volume): N/S % Ticket No.:\� 343505 Grout Temperature: 86 OF Time Batched: 11:45 a.m. No. of Prisms Cast: 3 Quantity of Load: 9 cu.yds. Ambient Temperature: 80 OF Water Added At Site: 10 gals. Weather Condition: Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: N/S Location of Placement: I Tie beam, on high wall at Customs area Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-26-95 7 N/S 15.76 45,100 2,860 11-16-95 28 N/S 17.80 72,500 4,070 11-16-95 28 N/S 14.75 67.500 4,580 4,325 REMARKS This Form Conforms With ASTM C-39 FAF1 ON I, IN III 1 = Cone, 2 = Cone & Split,3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold Cylinder/CB = Corner Break Technician:N. Russo cc: Client (2) B R P H Architects (1) City of Sanford (1) gjl/Is E. ?partment Manager Ig Sciences, Inc. ■ UNIVERSAL Project No.: 15347-009-01 Report No.: 57404 ENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Date: November 18, 1995 Environmental Sciences - Construction Materials Testing ' 3532 Maggie Blvd. • Orlando, FL.32811 - (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: Column Pad for Canopy, Footings - Native i Referenced Datum: 0 = Bottom of Foundation Footing I Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 11-10-95 Laboratory: AASHTO T180 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Note: Test No. 1 is part of the Welcome Center: Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. Column Pad F-19, 0 - 1 foot 102.3 13.2 98.1 7.7 95.9 2. Column Pad U-10, 0 - 1 foot 102.3 13.2 102.5 10.9 100.2 3. Column Pad U-11, 0 - 1 foot 102.3 13.2 102.3 12.6 100.0 4. Column Pad U-12, 0 - 1 foot 102.3 13.2 97.4 12.2 95.2 Technician: VL cc: Client (1) �Fr BRPH (1), City of Sanford (1) is U n alzer, P.E. s ing - Department Manager ;I Ineering Sciences, Inc. UNIVERSAL ENGINEERING SCIENCES Project No. 15347-009-01 Consultants In: Geotechnical Engineering • Report No. 57448 Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL, 32811 • (407) 423-0504 • FAX (407) 423-310®ate: November 19, 1995 REPORT ON SITE INSPECTION Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport; Sanford, Florida P.O. No. 733-104 Scope of Field Work: Tension on A325 3/4 inch Diameter and 11/4 inch Diameter Bolts Date Inspected: 11/15/95 Inspected By: K. Carlton Travel Time: 2 hrs. Total Time on Project: 2.hrs. Inspecting: N/S Testing: N/S On November 15, 1995, a representative of Universal Engineering Sciences, Inc. (UES) was present at the above site as requested. A325 Bolts The A325 3/4 inch diameter and 11h inch diameter high strength bolted connections were tested for required tension between Column Line 6 - 10, M - 5 second floor. The bolts were tested in accordance with AISC Table 4 requirements. The bolts tested were found to meet or exceed the minimum requirements. cc: Client (2)B R P H Architects (1) City of Sanford (1) mm Fre J. zer, P.E. at r' g - Department Manager Univ rsal g1Ceering Sc"ces; Inc. Project No.: 15347-009-01 UNIVERSALReport No.: D988 Date 1st Issue: October 30, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: November 19, 1995 i 3532 Maggie Blvd. • Orlando, FL.32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 10-13-95 Time Sampled: 4:55 a.m. Sampled By: VL Slump: 5'/2 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2579777 Concrete Temperature: 83 OF Time Batched: 4:34 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 75 OF Water Added At Site: N/S gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Slab on Grade, Column Line J-3/C1 to K.8/C4 - Sample at K/C1 RESULTS Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-20-95 7 3 28.10 80,500 2,860 11-10-95 28 3 28.12 105,000 3,730 of TESTING 11-10-95 28 3 28.12 190.000 3,880 3,810 H REMARKS This Form Ccnforms With ASTM C-39 '10 cubic yards of 40 cubic yards �M®0E 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) mm , Y.E. Department Manager :ring Sciences, Inc. 7 Project No.: UNIVERSALReport No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 i COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E108 October 30, 1995 November 19, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 10-17-95 Time Sampled: 5:47 a.m. Sampled By: VL Slump: 6 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2579886 Concrete Temperature: 78 OF Time Batched: 5:15 a.m. No. of Cylinders Cast: 4 quantity of Load: '10 cu.yds. Ambient Temperature: 74 OF Water Added At Site: 15 gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Storage Slab, Column Line 17-P.5 to 18-0.5, Sample at 17-Q.5 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-24-95 7 3 27.95 86,500 3,090 11-14-95 28 3 28.03 103,000 3,670 11-14-95 28 3 28.03 106,000 3,780 3,730 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 120 cubic yards I no d! I 1 -11 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) mm P.E-. Department Manager ring Sciences, Inc. Project No.: 15347-009-01 UNIVERSAL Report No.: D987 Date 1st Issue: October 30, 1995 ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: November 19, 1995 3532 Maggie Blvd. • Orlando, FL.32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R40652 FIELD & LAB DATA Date Sampled: 10-13-95 Time Sampled: 1:50 p.m. Sampled By: AR Slump: 73/4 in. Truck No.. 531 Air Content (by volume): N/S % Ticket No.: 2579835 Concrete Temperature: 90 OF Time Batched: 1:23 p.m. No. of Cylinders Cast: 4 Quantity of Load: '8 cu.yds. Ambient Temperature: 89 OF Water Added At Site: N/S gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Formed Tie Beam at Stairwell No. 1 (first pour) RESULTS Of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-20-95 7 3 28.10 125,000 4,450 11-10-95 28 3 28.12 113,000 4,020 11-10-95 28 3 28.12 107,000 3,810 3.920 H REMARKS This Form Conforms With ASTM C-39 ,8 cubic yards of 8 cubic yards INM®0N 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:A. Robinson cc: Client (2) B R P H Architects (1) City of Sanford (1) mm e Izer, P-.E. Mat ri Is' ! iinr - Department Manager niv s I ineering Sciences, Inc. SAL Project No.: jUNIVER Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL.32811 • (407) 423-0504 - FAX (407) 423-3106 - -`- COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E071 October 30, 1995 November 19, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 10-17-95 Time Sampled: 9:13 a.m. Sampled By: VL Slump: 7 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2579905 Concrete Temperature: 79 OF Time Batched: 9:00 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: N/S ° F Water Added At Site: 5 gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Level 1 Transit Lounge, Column Line C5 - JA to 4-L, Sample at 4-K RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-24-95 7 3 27.95 88,000 3,150 11-14-95 28 3 28.03 108,000 3,850 11-14-95 28 3 28.03 111,500 3,980 3,920 H REMARKS This Form Conforms With ASTM C-39 1120 cubic yards of 150 cubic yards MM®0Ifl 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) mm .4i e malzer, P.E. U iv�I ==;, esting - Department Manager ersa ` gineering Sciences, Inc. Project No.: UNIVERSAL � Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL.32811 (407) 423-0504 • FAX (407) 423-3106 ' COMPRESSIVE STRENGTH OF 31/2' x 31/2" x 7" GROUT PRISMS 15347-009-01 E001 October 30, 1995 November 19, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P. O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. 14083034 FIELD & LAB DATA Date Sampled: 10-13-95 Time Sampled: 1:04 p.m. Sampled By: AR Slump: 8 in. Truck No.: N/S Air Content (by volume): N/S % Ticket No.: 216202 Grout Temperature: 87 OF Time Batched: 12:36 p.m. No. of Prisms Cast: 3 Quantity of Load: '8 cu.yds. Ambient Temperature: 89 OF Water Added At Site: N/S gals. Weather Condition: P Cloudy Contractor: Mark Construction Admixture: N/S Supplier: N/S Location of Placement: Northeast Wall, Column Line 1/X1 to C1/K9 Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (sq.in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-20-95 7 N/S 13.30 31,500 2,370 11-10-95 28 N/S 14.51 60,500 4,170 11-10-95 28 N/S 12.86 53,500 4,160 4,170 REMARKS This Form Conforms With ASTM C-39 '8 cubic yards of 8 cubic yards s 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold Cylinder/CB = Corner Break Technician: A. Robinson cc: Client (2) B R P H Architects (1) City of Sanford (1) mm P.E. Department Manager ring Sciences, Inc. i Project No.: 15347-009-01 UNIVERSALReport No.: E109 ENGINEERING SCIENCES Date 1st Issue: October 30, 1995 Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: November 19, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 10-17-95 Time Sampled: 7:29 a.m. Sampled By: VL Slump: 7 in. Truck No.: 143 Air Content (by volume): N/S % Ticket No.: 2579897 Concrete Temperature: 80 OF Time Batched: 7:06 a.m. No, of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 78 OF Water Added At Site: 20 gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Level 1 Transit Lounge, Column Line C544 to 4-L, Sample at Column Line 1-K RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-24-95 7 3 27.95 83,000 2,970 11-14-95 28 3 28.03 104,000 3,710 11.-14-95 28 3 28.03 111,000 3,960 3,840 H REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 70 cubic yards `�' M 0 F I In 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) mm P.E. Department Manager ring Sciences, Inc. UNIVERSAL Project No.: Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: - Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 15347-009-01 E457 November 27, 1995 6" X 12" CONCRETE TEST SPECIMENS 0 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065 FIELD & LAB DATA Date Sampled: 11/13/95 Time Sampled: 11:01 A.M. Sampled By: VL Slump: 6'/2 in. Truck No.: 87 Air Content (by volume): N/S % Ticket No.: 2806393 Concrete Temperature: 75 OF Time Batched: 10:34 A.M. No, of Cylinders Cast: 4 quantity of Load: '10 cu.yds. Ambient Temperature: 70 OF Water Added At Site: 10 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Outside slab from Structure 9-E to north side of Custom's area Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/20/95 7 3 27.86 67,500 2,420 RESULTS of TESTING 12/11/95 28 12/11/95 28 H REMARKS This Form Conforms With ASTM C-39 '70 cubic yards of.80 cubic yards vi NIN 1 = Cone, 2 = Cone & Split, 3 =_Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CS = Corner Break Technician:VL cc: Client (2) B R P H Architects (1) City of Sanford (1) Is A.E. epartment Manager ng Sciences, Inc. Project No.: UNIVERSALReport No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E456 November 27, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065 FIELD & LAB DATA Date Sampled: 11/13/95 Time Sampled: 8:21 A.M. Sampled By: VL Slump: 6 in. Truck No.: 691 Air Content (by volume): N/S % Ticket No.: 2806381 Concrete Temperature: 68 OF Time Batched: 7:55 A.M. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 58 OF Water Added At Site: 10 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Outside slab from Structure 9-E to north side of Customs area, sample at 30 feet east/Stair 9-E, Seminole County RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/20/95 7 3 27.86 66,000 2,370 12/11/95 28 12/11/95 28 H REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 30 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL Fred J. ' er, P.E. cc: Client (2) a ng - Department Manager B R P H Architects (1) Unive ` neering Sciences, Inc. City of Sanford (1) Is I Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd: • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E342 November 27, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R4065Z Date Sampled: 11/08/95 Time Sampled: 10:17 A.M. Sampled By: VL Slump: 7'/2 in. FIELD & LAB DATA Truck No.: 318 Air Content (by volume): N/S % Ticket No.: 2806232 Concrete Temperature: 80 OF Time Batched: 9:58 A.M. No. of Cylinders Cast: 4 Quantity of Load: 16 cu.yds. Ambient Temperature: 78 OF Water Added At Site: 8 gals. Weather Condition: Partly cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Stairwell Nos. 5 and 6, 2nd level deck and steps, sample at No.6, 2nd deck, Seminole County RESULTS Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11 /15/95 7 3 27.99 81,000 3,100 12/06/95 28 of TESTING 12/06/95 28 H REMARKS This Form Conforms With ASTM C-39 16 cubic yards of 6 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2) B R P H Architects (1) City of Sanford (1) Is malzer, P.E. rting - Department Manager ineering Sciences, Inc. Project No.: UIN` I V"'E Rz'rm3`)' L Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: I MI. Environmental Sciences • Construction Materials. Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E388 November 27, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP Date Sampled: 11/10/95 Time Sampled: 7:37 A.M. Sampled By: VL Slump: 5 in. FIELD & LAB DATA Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2806312 Concrete Temperature: 74 °F Time Batched: 7:16 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 60 OF Water Added At Site: 20 gals. Weather Condition: Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd level, Column Line L-6 to S-9, sample P-0/6-7, Seminole County RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/17/95 7 3 28.10 89,000 3,170 12/08/95 28 12/08/95 28 H REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 180 cubic yards NIN M Ifl, 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL a er, P.E. cc: Client (2) Mat i stin -Department Manager B R P H Architects (1) ers I Eng'sn ering Sciences, Inc. City of Sanford (1) Is �. Project No.: 15347-009-01 UNIVERSALReport No.: E387 Date 1st Issue: November 27, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/10/95 Time Sampled: 6:06 A.M. Sampled By: VL Slump: 5 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2806305 Concrete Temperature: 72 OF Time Batched: 5:44 A.M. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 57 OF Water Added At Site: 30 gals. Weather Condition: Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd level, Column Line L-6 to S-9, sample at M/N-7/8, Seminole County RESULTS of Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11 /17/95 7 3 28.10 88,000 3,130 12/08/95 28 12/08/95 28 H REMARKS This Form Conforms With ASTM C-39 160 cubic yards of 180 cubic yards rvi W [4 k 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2) B R P H Architects (1) City of Sanford (1) Is e alzer, P.E. t T ting Department Manager U E gineering Sciences, Inc. Project No.: Un OHL J I V E "R E-3 A L Report Date 1stt Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E386 November 27, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/10/95 Time Sampled: 5:00 A.M. Sampled By: VL Slump: 4'/z in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2806299 Concrete Temperature: 72 OF Time Batched: 4:29 A.M. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 57 OF Water Added At Site: 10 gals. Weather Condition: Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd level Column Line L-6 to S-9, sample at L-6, Seminole County RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect: Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/17/95 7 3 28.10 97,500 3,470 12/08/95 28 12/08/95 28 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 180 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone $ Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL Fnversg Izer, P.E. cc: Client (2) stl g - Department Manager B R P H Architects (1) I Engi eying Sciences, Inc. City of Sanford (1) Is Project No.: UNIVERSALReport No.: Date 1st Issue: ENGINEERING SCIENCES Date end Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E385 November 27, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/11/95 Time Sampled: 8:55 A.M. Sampled By: RH Slump: 5 in. Truck No.: 143 Air Content (by volume): N/S % Ticket No.: 2806373 Concrete Temperature: 78 OF Time Batched: 8:25 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 73 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column line L-12 through S-16, north, 2nd floor Date Tested Age . Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/18/95 7 3 28.10 100,000 3,560 RESULTS 12/09/95 28 of TESTING 12/09/95 28 H REMARKS This Form Conforms With ASTM C-39 '160 cubic yards of 180 cubic yards N M 0 F-1 5 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:RH cc: Client (2) B R P H Architects (1) City of Sanford (1) Is artment Manager Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences - Construction Material s.Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E389 November 27, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/13/95 Time Sampled: 8:43 A.M. Sampled By: VL Slump: 5'/2 in. Truck No.: 399 Air Content (by volume): N/S % Ticket No.: 2806319 Concrete Temperature: 78 OF Time Batched: 8:17 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 72 OF Water Added At Site: 10 gals. Weather Condition: Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: 2nd level column line L-6 to S-12, sample at Q-R/8-10, Seminole County RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/17/95 7 3 28.10 112,500 4,000 12/08/95 28 12/08/95 28 H REMARKS This Form Conforms With ASTM C-39 1160 cubic yards of 180 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2) B R P H Architects (1) City of Sanford (1) Is P.E. Department Manager 'ing Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: LU ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E384 November 27, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida P.O. No. 733-104 DESIGN DATA I Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/11/95 Time Sampled: 8:00 A.M. Sampled By: RH Slump: 6 in. Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 2806369 Concrete Temperature: 77 OF Time Batched: 7:34 A.M. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 69 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column Line L-12 through S-16, northeast corner, 2nd floor Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/18/95 7 3 28.10 90,000 3,200 LREARKS 12/09/95 28 12/09/95 28 H This Form Conforms With ASTM C-39 '120 cubic yards of 180 cubic yards ® 3 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:RH cc: Client (2) B R P H Architects (1) City of Sanford (1) Is :er, P.E. g - Department Manager leering Sciences, Inc. ... 7 Project No.: UNIVERSALReport No.: Date 1st Issue: ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: . Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E382 November 27, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/11/95 Time Sampled: 5:45 A.M. Sampled By: RH Slump: 5'/z in. Truck No.: 143 Air Content (by volume): N/S % Ticket No.: 2806361 Concrete Temperature: 78 OF Time Batched: 5:16 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 65 OF Water Added At Site: 10 gals. Weather Condition: Dark Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column line L-12 through S-16, Center, 2nd Floor Date Tested Age Days Type of Fracture Test Specimen X-Sect Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) RESULTS of TESTING 11/18/95 7 3 2,810 102,500 3,650 12/09/95 28 12/09/95 28 H REMARKS This Form Conforms With ASTM C-39 '40 cubic yards of 180 cubic yards � 9 6 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:RH cc: Client (2) B R P H Architects (1) City of Sanford (1) Is artment Manager Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E383 November 27, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida-P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. Y30LWP FIELD & LAB DATA Date Sampled: 11/11/95 Time Sampled: 6:40 A.M. Sampled By: RH Slump: 6 in. Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2806364 Concrete Temperature: 79 OF Time Batched: 5:47 A.M. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 65 OF Water Added At Site: 10 gals. Weather Condition: Dark Contractor: Advanced Site Admixture: N/S Supplier: Rinker Location of Placement: Column line L-12 through S-16, East side, 2nd floor RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11/18/95 7 3 2,810 95,000 3,400 12/09/95 28 12/09/95 28 H REMARKS This Form Conforms With ASTM C-39 '80 cubic yards of 180 cubic yards LIE�I���I 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CS = Corner Break Technician:RH cc: Client (2) B R P H Architects (1) City of Sanford (1) Is partment Manager g Sciences, Inc. _-` CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS � (;I 0,1F�1C L��/�j `�� ���" ✓PERMIT NUMBER q�J Total Contract Price of Job,.",(J,( J�(i�'"' ,. _ Total Sq. Ft. Describe Work Type of Construction Number of Stories Occupancy: Residential LEGAL DESCRIPTION TAX I.D. NUMBER OWNER ADDRE CITY TITLE ADDRE CITY BONDI ADDRE CITY ARCHI ADDRE CITY MORTG ADDRE CITY CONTR ADDRE CITY Appli indic of a const for E OWNER all w and z ON TH ISSUE THE I YOUR NOTIC restr this entit ACCEP THE R I Number of Dwellings Commercial lease attach printout Flood Prone (YES) Zoning _ Industrial = Seminole Count, CITY OF SANFORD FIRE -DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 DATE: % < PERMIT #: _ 1 4 BUSINESS NAME ADDRESS: j PHONE NUMBER:( ) PLANS REVIEW BURN PERMIT TANK PERMIT ❑ TENT PERMIT ❑ ❑ REINSPECTION ❑ ❑ FIRE SYSTEM a� AMOUNT $ COMMENTS:Z.010�_ Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. I certify that the above information is true and I/ correct and that I will comply with.all applicable codes and ordinances of the City of Sanford, Florida. p icants Si ature ... ..... _... ..... ..... .... .... ..... ..... .... .... .... .... .... _..... .... ..... ..... .... ..... ..... _.... ... ... ..... .... ... ..... _..... ..... .... _ FIRE PROTECTIBY.COMPUTER DESIGN ... ..... _..... ..... ..... ... ..... ..... ..... ..... __... .... ..... ..... ..... ..... ..... .... ..... ..... ..... ..... ..... _..... .... _..... ..... ... .... ..... ..... ..`��.. ..O00000000C�. .00: ..�0:.' .�000VV00000.. .or .00, 000000} 1000000 .2: .00: 10} (00) (00) !P!!!! (00) (00) (000) (000} PPP! (0CC} (000> (06} WWWWW� WWWW��W���WWWWWW�WW�W W����WWWW�WWWWW����WW WW��WWWWW�W���WWWWW WWW����WW�WWWWW�WW WWWWWWWWWWWW W�WWWWW�WW�� FIRE TURNS US ON ! '—'-'- PAGE 001 WIGINTON FIRE SPRINKLERS, INC ============================= LONGWOOD, FLORIDA 32752 407-831-3414 HYDRAULIC DESIG" INFOKMHrIom eHLL/ NONE - INTERNATIONAL DEPARTURES BUILDING DATE - 202595 LOCATION - SANFORD, FLORIDA BUILDING - ZONE 5 SYSTEM NO. - G CONTRACTOR - MARK CONSTRUCTION COMPANY CONTRACT NO. - 95253-5 CALCULATED BY - W.D.P. I;RAWINS NO. - 8 C3NSTRiCTION: ( } COMBUSTIBLE (X> NON-COMBUSTIBLE CCCWPANCY - SEATI�G CEILING HEIGHT - 10.33 3 |(X)NFPA 13 ( )LT. HAZ' ORD. HAZ.SP. (X)1 ( }2 ( )3 ( }EX.HAZ' Y 11 }NFPA 231 ( }NFPA 231C FIGURE CURuE S |( }OTHER T it }SPECIFIC RULIN,.3 MADE BY DATE M } AREA OF SPRINKLER OPERATION 1500 1 SYSTEM TYPE SPRINKLER/NOZZLE | DENSITY-GPM/Ft^2 '15 1 (X) WET MAKE RELIADLE D | AREA PER SPRINKLER 120 DRY MODEL F1 E | ELEVATION AT HIGHEST OUTLET 27 } ( ) DELUGE SIZE 1/2" S 1 HOSE ALLOWANCE GPM -INSIDE 100 1 ( ) PREACTION K-FACTOR 5.62 I 1 RACK SPRINKLER OLLOWANCE 0 1 ( > TEMP.RAT.155 D } HOSE ALLOWANCE GPM -OUTSIDE 150 ! N } 1 NCTE CALCULATION i GPM REQUIRED 510.83 PSI REQUIRED 45.16 SUMMARY 1 C-FACTOR USED: OVERHEAD 120 UNDERGROUND 150 ============================================================================= A i WATER FLOW TEST: i PUMP DATA: } TANK OR RESERVOIR; A t DATE OF TEST 1/l8/95 i | CAP. 7 i TIME OF TEST } RATED CAP. 0 } ELEV. E 1 STATIC ?PSI) 56 @ PSI 0 | 9 | RE5IDUAL (PSI) 36 ELEV. 0 | WELL S i ELEVATION r 1 LOCATIOA APPROX. SC FEET DUE SOUTH OF SOUTH/EAST MOST COANE� OF EXISTING TERMINPL. 1 SJURCE OF INF3RMATIDN CITY OF SAMF[i9D FIRE DEPARTMENT. L COMMODITY LOCATION * 1 STORAGE 47. AREA AISLE W. * } STDPASE METHOD: SOLID PILED % PALLETIZED A RACK ( } SINGLE ROW ( ) CONVEN. PALLET ( } PUTO. STORAGE ( } ENCnp. R 1 ( } DOUBLE ROW ( � SLAVE PALLET 7 } SOLID SHELF ( } NON ( } OPEN SWELF C| ====='`~=====================�=====�======================�============ 4 A FLUE SPACIN,­ TO CRTLINS � � ! LONGITUDINAL TRANSVERSE E } 1 HORIZONTAL BARRIERS PROVIDED: -`N!73 - DIAMETER !TNCH� LENGTH FLDw(sPm} TRESSURE (p= ' WIGINTON FIRE SPRINKLERS, INC. -------------------------- Water Supply Curve ------------------------------- I Static Resid. Press.= 56.000 Press.- 36.000 PSI | PSI � } . � . I | Resid. Flow = 1010.000 GPM | � . Press Available at -----------------------------------� | . 510.83 GPM } � . 50.333 pSI � } Safety Margin � 5.178 PSI------- }� . | | v . Flow Available at Demand | � <------------- }*(----- 725.5e GP� � 1 Safety Margin 214.69 GPM . | | Total System � 510.83 GPM . � 45.15 PSI \� ' | ..... ..... .___..... ... ......... ..... .... .... .... ..... _.... _ ..... ..... ..... _.... ..... ___... ..... ..... ..... ..... _______... ... ... ___..... ..... ..... ... ..... ... ..... ..... ..... ..... ..... ..... ..... .... ... ______.... ... ... ..... ..... ..... _..... WIGINTON FIRE SPRINKLERS, INC. JOB- INT`L DEPARTURES BLDG JOB ` NO- 95253-5 -6 DATE 102595 PAGE 3 | FITTING NAME TABLE ABBREV. ��ME A Alarm Valve B Buttorfly Valve C Roll Groove D Dry Pipe Valve E 90" Standard Elbow F 45" Elbow ' G Gate Valve H Kennedy Wafer Check Va, I Grooved Check Valve J ` Central Shotgun Valve K 90' Medium Turn Elbow ' L 90' Long Turn Elbow M Grooved 90 Ell M Grooved 45 Ell O Grooved Tee P Viking Deluge Va Q Detector Check Valve R Reliable Deluge Va S Swing Check Valve T 301 Flow - Tee or Cross U Milwaukee ButterballL Va. V CPVCTee Branch W CPVC Tee Run X Y CPVC 901 Ell CPVC 45' Ell ` ' WIGINTON FIRE SPRINKLERS, INC. JOB- INT'L DEPARTURES BLDG JOB NO- 95253-5 -6 DATE 102595 PAGE 4 |' NODE ELEVATION SPRINKLER PRESSURE FLOW NOTES NO. ______________________________________-_________________________________________ (FT.} K-FACTOR (PSI) (U^S.GPM> 1 27.00 10,8 2 27.00 12.1 3 27100 13.4 4 27.00 16.3 � 5 27.00 10.6 6 27.00 11.5 7 27.00 12'6 8 27.00 15.4 9 27.00 10.5 10 27.00 11.6 11 27.00 12'8 ' 12 27.00 15.5 13 27.00 19.8 14 27.00 20,3 15 27.00 12.2 16 27.00 13.3 17 27.00 16'4 18 27.00 18.8 19 27.00 20.0 1A 27.00 ` 5.62 10.5 18.2 20 27.00 12^3 21 27.00 13.6 22 27.00 ' 16.4 21 24 27.00 27.00 18.9 20.1 25 27.00 20'i 26 27.00 20.2 27 27.00 21.2 28 27.00 22.0 29 27.00 22.8 2A 27.0-D 5.62 11.4 19.0 3� 31 27.00 27.00 2316 24.5 32 3A 27, 27.0V 5.62 25.6 12.7 20.0 22.0 4A 41,-( 27.00 27.00 5.62 15.4 18.8 5A 27.0� 5.62 10.3 18.{} 6,::� 27.00 5'62 11'2 18.8 7A 8A 27.00 27-00 5.62 5'62 12.2 15.0 l9.6 21.8 9A 27.00 5.62 10.2 18.0 . 10A 11A 27.00 27.00 5.62 5.62 11.3 12.5 18.9 19.8 12A 13A 27.00 27.0C 5'62 5.62 15'1 18.7 21'8 24.v:�.' UML MY: DSR5 0.0V 0.00 1- 39.7 39'1 45.1 100'0 150.� CONN TSR5 0.0V 27.00 26M i l L____� - .--. I __._ -' ��- .'�� � ' WIGINTON FIRE SPRINnLERS, INC. JOB- INT"L DEPARTURES BLDG JOB NO- 95253-5 -6 DATE 102595 PAGE 5 | | | | ' HYD. Qa DIA. FITTING PIPE Pt Pt � REF "C" or FTNG`S Pe Pv ' �****** NOTES ****** POINT Qt Pf/F Eqv. Ln. ' TOTAL Pf Pn | 18.25 1.049 1E 2.00 0.67 10.54 10.54 K = 5.62 1A C=120 0.00 2.00 0.00 0.00 _______________________________________________________________________________ 18.25 0.1086 0.00 2.67 0.29 0.00 Val = 6.77 � 18.25 ' 10.83 K 5.545 .... ..... ..... _.... ..... ..... _.... ..... ..... ..... _..... .... ..... ..... 19.04 .... ..... ... .... _------------------------------------------------------------ 1.049 1T 5.00 0.67 11-48 _ � 11.48 K - 5.62 Q C=120 0.00 5.00 0.00 0'00 ..... ..... ..... ..... ..... ..... ..... 19.04 ..... ..... ... ..... ..... ..... .... ..... 0.1181 ���.... .... .... ... ��... ..... ... 0.00 .... �..... ..... �... 5.67 ..... ... ... ..... ..... .... .... ..... ..... 0.61 ..... ..... ..... .... ..... ..... ..... ..... 0.00 Val 7.07 �.... ..... �.... ... �������.... .... ... ..... ..... ..... �..... ..... ..... ... ..... ..... .... 5.4ea ------------------------------ 20.04 1,049 ___________________________________________________ IT 5.00 0.67 12.71 12.71 K= 5.62 � 3A C=120 0.00 5.00 0.00 0.00 . _.... ..... _..... .... ..... ..... ... 20.04 ... ..... ... ..... _.... ..... ..... 0.1305 ..... .... .... ..... ..... .... ..... .... ..... ..... ..... ..... 0.00 ..... .... .... .... _..... 5.67 ..... ..... ..... ..... ..... .... ..... ..... _ 0.74 ... ... ... ..... ..... ..... _____________________________ 0.00 Val 7'44 � _..... .... ..... ..... .... ..... ..... .... ..... ..... ..... .... ..... ..... ..... ..... _..... ..... ..... ..... _..... ..... ..... ..... ..... ..... ..... ..... ..... ..... .... ..... ..... .... ... ..... ..... ..... ..... ..... ..... ..... ..... ..... ____________... ..... ..... ..... ... ... ..... ... ..... ... _... ..... ..... ..... ..... ..... ..... ..... ..... 22.09 1.049 IT 5.00 0.67 15.45 15.45 K = 5.62 4A C=120 0.00 5.00 0'00 0.00 22.09 0.1552 0.00 5.67 0.88 0.00 Vel = 8'20 ..... ..... ..... ______... ..... ..... _.... ..... ..... .... _..... ..... ..... ..... ..... ... _.... ..... .... .... .... ... __..... ... ... ...... .... ..... .... .... .... ..... ..... ..... _.... ... .... ..... ______..... ..... .... _______________ _______________________________________________________________________ 18.04 i.04e 1E 2.00 0.67 10.31 10.31 K = 5'62 ` C=120 C'00 2.00 {}.00 0.00 18,04 0.1086 0.00 2.67 0.29 0.00 Val = 6.7:� _..... __..... ______.... ... .... ..... ..... ..... ___________..... ... __________..... _..... ..... _..... ..... __... ..... ..... .... ... _________.... ..... ..... --- ..... ______..... ..... __ 5 18.04 10.6� K = 5.542 _... ..... ..... _.... ..... .... ____.... ..... ..... ..... .... _.... ..... ... ..... ______________.... ..... ..... .... ..... .... ..... __..... ..... ______..... __..... ..... .... _... ..... ..... _..... .... ___... ..... ..... __..... ..... 18.81 1.049 1E 2.00 0.67 11.20 1 1. 20 K = 5.62 ' 6A C=120 0.00 2.00 0.00 0.00 18'81 0'1161 0.00 2.67 0'31 0.00 Val 98 ' _______________________________________________________________________________ ----'--------..... ..... ..... ... .... ..... --.... ..... ..... ..... -------.... -..... ..... ..... ... .... ..... -..... ----------------------------------- 19.69 1.049 1E 2.00 0.67 12.2c 12.28 K = 5,62 7A C=120 0.00 2.00 0.00 0.00 19.69 0.1235 0'00 2.67 0'33 0.00 Vel = 7'31� -..... .... _____--___________-_.... ..... ..... .... ..... __..... ________..... ..... ____________..... .... __________..... ..... .... ..... ... _______ '-'NITS - DIAMETER (INCV; LING -A (FOOT! 71W (GPm} GREWP"E :Tzl:: | ` ' WIGINTON FIRE SPRINKLERS, INC. JOB- INT'L |. ~~~ ^.,. � | ~�'..`'~.�~ ~�~~ DEPARTURES BLDG JOB NO- ~~~ ',~ 95253-5 ~~�~~ ~ -6 DATE ~ ~'''� 102595 PAGE 6 ^.�~~~ '''~� ~ � ! | Qa DIA. FITTING PIPE Pt Pt � | REF "C" or FTNG'S Pe Pv ******* NOTES � POINT Qt Pf/F � �qv. Ln. ' TOTAL Pf Pn 1 � 7 19.69 12.61 K ' 5.544 . .... ..... ..... ..... ..... ... .... ..... ... ..... ' . _..... ..... ..... _____ 21.83 .... ..... .... ..... ..... 1.041 _.... ..... ... .... .... 1E ..... ..... .... ..... ..... 2.00 ..... ..... ..... ..... ..... ..... ..... 0.67 ...... __ 15.09 ... ... ..... _-_ 15.09 .... ..... .... ..... K = ..... ____'_______-..... ..... 5.62 / 8A | C=120 0.00 2.00 0.00 0'00 | | ------------------ 21.83 0'1498 .... .... .... -..... .... ------�------------------------------�----------�------ 0.00 2.G7 0.40 0.00 Vol | 8 21.83 15. K 5.546 � _..... ____..... .... ... .... i _.... ..... ..... ... ________________________ 18.00 1.049 1E 2.00 ..... ... ... ..... 0,67 ... ... __________ 10.26 ... ... ______________________ 10.26 K 5.��2 9A C=120 0.00 2.00 0.00 ' 0.0V | ------------------------------------------------------------------------------- | 18.00 0.1048 0.00 2.67 0.28 0.00 Vel = 6.68 10 18.93 11.66 K = 5.544 ------.... ..... ... ..... ------... ..... -..... ..... ..... ..... ... --.... ..... ..... ..... ..... .... -..... ..... ..... ... ... ... ..... ..... ..... ... ..... ..... .... ..... ..... ..... ------..... ------......... .... ... ..... .... ... ..... ..... .... ... .... ---- 19.89 1.049 1E 2.00 0.67 12.53 12.53 K 11A C-120 0.00 2.00 0.00 0.00 19'89 0.1273 0.00 2.67 3.34 0.00 VW 7.38 '--------------------------------^-----------------------------------------... ... ..... ..... 11 19.89 12.37 X = 5.545 ________________________________-___________--______-________________________- 21.87 1.049 1E 2.00 0.67 15.15 15.15 K = 5.62 ` 12A C=120 0.00 2.00 0.00 0100 21.87 0.1498 0.00 2.67 0.40 0'00 Vol 8.12 .... ... ..... ___..... .... ____________-____________..... .... _.... ..... ..... ... ______..... .... _.... ..... ___..... -____..... ..... ____.... ..... .... _ 13 24.35 19.84 K = 5.467 - '-'---' ~ ^ | | JOB- INT'L DEPARTURES BLDG WIGINTON FIRE SPRINKLERS, INC. JOD NO- 95253-5 -6 DATE 102595 PAGE HYD. Qa DIA. FITTING PIPE Pt � PL.- REF "C" or, FTNG'S Pe Pp NOTES ****** POINT cot Pf/F ` Eqv. Ln. ` TOTAL Pf Pn 18.25 1.049 0.00 12.00 10.83 10.83 � I, C=120 0.00 0.00 0.00 0.00 ' 18.25 0.1100 0.00 12.00 1.32 0.00 ____________..... Val 6.77 ..... ..... ..... ... ..... ..... ..... ..... ..... -------------------------------------------------------- 19.04 1.380 0.00 12'00 12.15 12.15 ..... 2 C=120 0.00 0.00 0.00 0.00 37'29 0'1083 0.00 12.00 1.30 0.00 Vel 8.00 ..... --..... ..... .... ..... ..... ---------... ..... -----... 20.03 ... ..... .... ... ..... ..... ..... 1'380 ... ..... ... ..... ..... ..... ..... ..... ..... ... .... 0'00 .... ..... ... ..... .... ..... ... -... 12.00 .... ..... .... ..... ..... ..... -.... 13.45 ... .... ..... ..... ..... ..... ... 13.45 ----------..... - ` 3 C=120 0.00 0.00 0.00 0.00 57.32 ..... __.... 0.240() ..... ..... ..... ... V.0O ..... ..... 12.00 ..... ..... 2.88 ..... ... 0.00 .... .... ..... Vel 12'30 ..... ... ..... _.... .... .... __..... ..... ..... _______.... ` ..... 22.09 ... ..... 1.610 ..... __..... ... .... ..... ..... .... 0.00 ..... ..... ..... ..... ..... _..... 1M00 .... ..... ..... .... ..... ..... 16.33 ..... ..... _..... 16.33 ..... .... ___________ 4 C=120 0.00 0.00 79.41 0.2075 0.00 12.00 2.49 0.00 Val = 12.51 ----------------------------------------------- 0.00 2.067 IT 10.00 9.63 ________________________________ 18.82 18.82 4D C=120 0.00 10.00 0.00 0.00� ` 79.41 0.0611 .... ..... ..... ..... 0.00 ..... ..... ..... ..... ..... ..... ..... ..... ..... ..... ..... 19.63 ..... ..... ..... ..... ..... ..... ..... ..... ..... 1.20 ..... ..... ..... .... ..... ..... ..... .... 0.00 ..... ..... _..... ..... ... ..... Vel = 7.59 .... _..... ..... ..... .... ..... ..... ..... .... ..... ..... ..... . ...... ..... .... .... _ 14 79.41 20.02 K = 17.747 _..... ..... __... ..... ..... _ ..... ..... ..... ..... ... ..... ..... ..... 18.04 ___..... ... ..... ..... 1.049 ..... ..... ..... ..... ..... .... ..... ..... _____ 1E 2,00 ..... ..... ... ..... ..... .... ..... 13.17 ... ____..... ______________ 10.60 . 10.60 .... ..... ..... ..... ___..... ..... ____..... ..... 5 C=120 0.00 2.00 0.00 0.00 _..... ..... ..... .... _..... .... ... 18-04 ..... _..... ... .... ..... .... ..... 0.1074 .... ... ... ..... ..... ..... ..... 0.00 ... .... ..... ..... ..... .... .... ..... ..... .... .... 15.17 ..... ..... ..... ..... ..... ..... _... ..... 1.63 ..... ___..... .... ..... 0.00 _____.... ..... VeI 6'70 __... ..... ... __..... .... _..... ..... ... ..... .... ..... _..... .... ..... ..... 16 36.85 13.3� K = 1C.06� | ~ ^ WI8INTON FIRE SPRINKLERS, INC. | JOB- INT'L DEPARTURES BLDG JOB NO- 95253-5 -6 DATE 102595 PAGE 8 / / HYD. Da DIA. FITTING PIPE Pt Pt � REF "C" or FTNGvS Pe Pv a****** NOTES POINT Qt Pf/F Eqv. Ln. ' TOTAL Pf Pn � | | � 17 56.55 16.44 K = 13.948 ------------------------------------------------------------------------^------ � 21.83 1.049 1T 5.00 1.17 15,49 15.49 � 8 C=120 0.00 �5.00 0.00 0'�0 � 21.83 0.1539 0.05 6.17 ().95 0^0(} Yel 8.10 | --�-----------------------'�-----------------�-------------�----�--------------- i 56.54 1.610 0'00 12'00 16.44 16.44 ! 17 C=120 0.00 0.00 0.00 0'00 � � ! | ' 78.37 ' 0.201G -------------------------------------------- 0.00 12.06 2.42 0.00 Val � 12.35 . � 0.00 2,067 1T 10.00 9.63 16.86 _�_____-___________... 18.86 , ... .... � 18 C=120 0.00 10~0() 0,00 0.00 | . 78 37 ^ ----- 0 0601 ^ _------ _______---- ^ � 00 ___----- ^ 19 63 ____---- � ^ 1 18 ____---- ^ 0 00 Val _--- ______ = 7 9 ^ 4 ... ____.... .... ____ / / 19 / | 78 37 . 20. 04 K = 17 . � 5V8 ' ..... ..... .... ..... ..... � .... ..... ..... ..... ..... ... 18.00 ..... ..... _..... ..... ..... ..... 1.049 __.... ..... ..... 1E ... ..... _..... ..... ... 2.00 ..... ..... .... ..... ..... ..... __.... 15100 ..... ..... .... .... ..... ..... ..... 10'54 ..... .... ..... ..... ____..... ..... ..... ... 10.5-,"� ..... ... __..... ..... .... ..... ..... ..... .... .... ..... ___ ! � C=120 � 0.00 2.00 0.00 0.00 ' ______________________________________________________________ 18.00 0.1070 0.00 17.00 1.02 0.00 VeI ----- = 6.68 ____-______----_ 20 18.00 12.J6 K ' 5.119 � 22 5E.82 16.4K = 13.990 - _..... ..... .... _... ..... ..... ..... -_... ..... ..... .... ... ..... _... ..... ..... ..... __-... ..... ... __... -.... __-__..... ---____--..... __-____--_ .V:-T 71M77in !INSH� 1ENOTA :70CT} FLOW <3M PRESSURE �p= WIGINTON FIRE SPRINKLERS, INC. JOB- INT'L DEPARTURES BLDG JOB NO- 95253-5 -6 DATE 102595 PAGE g | ' HYD. Da DIA. FITTING PIPE Pt Pt REF "C" or, FTNG'S Pe Pv ******* NOTES | . POINT . Qt Pf/F Eqv. Ln. ^ TOTAL Pf Pn | ' ' 21.87 1.049 IT 5.00 1.00 15.55 15.55 12 C=120 0.00 5.00 0.00 0.00 ! | 21.87 0.1550 3.00 6.00 0.93 0.00 Val G.12 / 56.82 11610 0.00 12.00 16.48 16.44 22 C-120 0.00 0.00 0.00 0.00 � 78,69 0.2033 0'00 12.00 2.44 ` 0'00 . ..... .... ..... Val ..... ..... .. = 12.4C . ..... .... ..... ..... ..... ..��������� ..... ..... ... �..... ..... ..... ..... ..... ..... . 0.00 2.017 . ..... IT 10.00 .... ..... ..... ... 9.63 ..... ..... ..... ..... . 18.95 18.92 � 23 C=120 0.00 10.00 C-00 0.00 � ----__.... ..... __..... 78.69 __.... ..... ..... ..... ..... 0.0601 ..... ___�_____ 0.00 ..... ..... ..... ..... .... _... ..... 19.0 __..... ..... .... ..... ..... ... 1.18 __________'__________ 0.00 Val 7.52 ..... ..... __..... ... ..... .... ____... ..... _ � 24 78.69 20.1 K = 17.55o � _______________________________________________________________________________ 24.35 1.610 0'00 12.00 19.84 19.84 13 C=120 0.00 0.00 0.00 0.0D ` 24.35 0.0233 0.00 12.0C _..... ____ 0.28 ... _.... ______-_______-___-_�__________ 0.00 Val 3.84 0.00 2.067 IT 10.00 9.63 20.12 2C.12 ' / | 25 C=120 0.00 10.00 0'00 0.00 i , � / 24.35 _..... 0.0066 ... ..... ..... _.... ..... ..... 0.00 ..... _..... ..... ... ____..... ..... 19.63 ..... ..... ..... __..... ..... ..... 0.13 ____..... ..... ..... ... ..... 0.00 ___________-____-- Val ~ 2.33 ..... ... _-____ _-..... ..... _..... ..... ... ..... ..... ..... ..... ... ..... ..... 79.41 ... _..... ..... .... .... ..... ..... .... ... .... 4'260 .... ..... ..... _.... ..... .... ... .... 0.00 .... ..... .... ..... ..... _..... ..... 8.83 .... .... ..... .... ..... ___..... ..... ..... 20.02 20.02 ..... ..... ..... .... .... ... __..... ..... ..... ..... ..... .... ..... ..... ..... ..... ..... ..... ... _..... ..... 1 C=120 0.00 0.00 0.00 0-00 79.41 0.0022 0.00 8.83 0.02 0'00 Vol = 1'79 7(}.38 4.260 0.00 10.17 20.04 20.04 ' 19 C=120 0.00 0.00 0.00 0.00 157.79 - 0.0058 0'00 10'17 V'06 0.CC Vol 3.55 __-__''___________-_' 78.69 4.2W _'___________-______-__-' C,M 11,00 2(}.10 2C.1C _---_-_- -_--_-_-_-- 24 236'48 C=120 0.0136 0.00 0.00 0.00 11.00 0.00 0.00 0.15 0.00 Vat = 5.�� ..... .... ... __-_ ..... -______________-__--__-_--_-____' 24'35 26 4.260 10 C=120 21.07 0.00 33.00 21,07 20.2E 2C.2".'-. 0.00 0.00 26O.83 0.0164 0.00 59.07 0.97 0.00 Val = 5.67 _. .. 0.00 4.2G0 M 8.9Z ... ..... ..... ..... ..... ..... 42.3[} _-_-__ --_ 21.22 2�1.22 27 C=120 0'00 8'96 0'00 0'0C 260.31 0.0112 0.00 S1.34 0,84 C.SC Val ~ E.5� 0.00 28 4.26O 1M C=120 6.9s 0-00 42.13 8.96 22.OE 22.06 0.00 0.00 260.83 0'0162 0'00 51'00 0.83 0.00Ve: 5.87 -- -__-__ -M:-E - 57AMETTV ____�____' "TNTK ---____-____-... 1ENSTH !FC077 ..... ..... ..... ..... _____-..... =LD4 (GPY� ..... .... ... - --^___-_______-- -2772= :731: � - - WIGI%TON FIRE SPRINKLERS, INC. � JOB- INT,L DEPARTURES BLDG JOB NO- 95253-5 -[� DATE 102595 PAGE 10 � | . HYD. Qa DIA. FITTING PIPE Pt Pt REF "C" or FTNG,S Pe Pv ******* NOTES ****** POINT Mt, Pf/F Eqv. Ln. ' TOTAL pf Pn 0,00 4.260 1M 8.96 15.00 22.89 22.89 29 C=120 1O 21.07 J0.03 0.0� 0.00 _ 260.83 ..... ..... 0`0164 ..... ..... 0.00 ... 45.03 ..... ..... .... ..... 0.74 ..... ..... 0.00 ..... ..... ..... ___ VsI ..... _______________..... 5.S7 ..... ..... .... __..... 0.00 ..... .... _..... ..... __.... 4.260 1M ..... ... ..... ..... .... ..... ..... 3.96 ..... ..... ..... _..... 46.42 ____..... ..... 23.63 __.... 23.63 ..... 3C C=120 0.00 8.96 0'00 0.00 260.83 0.0164 0.00 55.38 0.9I .... 0.00 Vel .... .... ..... ..... _..... .... 5.87 __... ... .... ..... ..... ..... .... __ 0.00 4.260 2M 17.91 49.08 _..... ... ... 24'54 ______..... 24'54 .... .... 31 C=120 0_00 17,g1 C,00 " 0,0~ 26O.83 0'0162 0.00 66.99 1.09 0.00 Val 5'87 ______________________________________________________-_________-____________ 0.00 4.260 3M 26.87 30.67 25.63 25.53 32 C=120 0.V3 26.87 0.00 0.00 260.83 0.0163 0.00 57.54 0.94 0.00 Vol 5,87 _______________________________________________________________________________ 0.00 4'2s0 1B 15.80 10.67 26.57 26.57 T535 C=120 is 28.97 71.12 11.26 0.00 260.83 0.0163 1T 26.34 81.79 1.34 0.00 Val 5.87 _-_---_______________________________________________________________________�_ 100.�00 6.357 1T 37.71 4-00 39.17 39.17 Qa = 100 BSR5 C=120 0.00 37.71 0.43 0.00 360.33 0.0043 0.00 41.71 0.18 0.00 Vol = 3.65 -- __-_-__-__-________________________________________________________________ 0.00 8.249 1E 28.13 5.00 39.78 39.78 UG1 C=140 0.00 28.13 0.00 0.00 360.83 ..... 0.0009 ..... ..... ..... .... 0.00 ..... ____',_.... 33.13 ... ___..... ..... __..... 0.03 ..... ... ..... ..... ..... ..... ..... 0.00 ... ..... ..... .... __-____-_ Vol = ..... ..... 2.17 __-..... ..... ..... ... _..... ..... .... ..... ..... --- --_... ..... .... .... ..... ..... ... ..... 0.00 ..... ..... _..... .... 7.980 ..... 4E 108.68 95.00 39.61 39.81 UG2 C=150 13 6.04 167.55 5.10 0.00 Fixed Loss TONN 360.33 1�50.00 510.63 0.0009 1T' 52.S3 262.55 0.24 45.15 0.00 . .... ..... ... Val Oa K = 2.31 ..... .....��� 76.02,:� CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS r-d ckve' l!IT PERMIT NUMBER Total Contract Price of Job -0y0, &)(� , CO Total Sq. Ft. Describe Work Type of Construction Number of Stories Occupancy: Residential LEGAL DESCRIPTION TAX I.D. NUMBER OWNER _ ADDRESS CITY L TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS /l 7/-)Y'l '- I Flood Prone (YES Number of Dwellings Zoning _ Commercial Industrial lease attMh printout from Seminole Count, STATE CITY STATE BONDING COMPANY ADDRESS CITY ARCHITECT ADDRESS _ CITY MORTGAGE LENDER ADDRESS CITY STATE STATE STA,TE E NUMBER ZIP 3ZE1_� / ZIP ZIP ZIP ZIP � z CONTRACTOR PHONE NUMBER ADDRESS / 'mil C ST. LICENSE NUMBER CITY STATE ZIP / *************************************************************************************** Application i hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating Construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO'OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. Q H f4J U b 0 a O i c a 3 -- o E x M o Z >. H H ' N H M w c o u o M (n M -0 �1 a o a) >4 Z a H Signature of Owner/Agent & Date Type or Print Owner/Agent Name Type or Print Signature of Notary & Date Signature (Official Seal) V i 0 I4 �v y 0 0 � fc � ro h r+ m rn a o n ctor & Date o n "< , H H "< Z �n ractor's ame o a o- E ro of Notary & Date F1_ icial Seal) k fi Notary Public, State of Florids CINDY L. JORDAN My ComrrL Exp. May 31, 1998 Comm. No. CC 378989 Application Approved BY: Dater / �S FEES: Building Rad Police Fire OU Open Space Road Impact Application 1V 'U- PERMIT VALIDATION: CHECK CASH DATE BY ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) 0 ro ro n 0 **** THIS APPLICATION USED FOR WORK VALUED. $2500.00 OR MORE CITY OF SANFORD FIRE -.DEPARTMENT FEES FOR SERVICES PHONE #: 407-_322-4952 DATE: PERMIT BUSINE S N :/r7 #: �v ADDRESS: '4=0:r `/ e�%C 'Ap6p' C PHONE NUMBER:( ) PLANS REVIEW ❑ TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM AMOUNT $ COMMENTS: Zpn��i���,o�/•�%1/l�ifj !n/ Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any furthe services can take place. I certify that the above information is true and correct and that I will comply with all applicable codes and ordinances of the City of Sanford, Florida. / n n 0. Sanford IVIA Prevention Ap?]/scants Signjtur ` FIRE PROTECTION BY COMPUTER DESIGN _.... ..... ..... ... ..... .... _____________________________ ..0000000000:. ..���.. '.:0�.. ' .:0000000000.. .00; .::0000> (0000:;. :00. .V: .00, 000000> (000000 :0:. to, .0: .00: .00)!! !V!!!(0o. :00. :0. (0> (00} (00} (00) 400> 10> (00) (000) (000) (000} (000) 400> WWWWWW ��WW�WW �WWWWW WWWWWW` ^ WW�WW�W ^ ` �vWWwWW WWWWWW ^~ �WW�WWW ^~ ww�www WWWWWW ^^^ WWWWW�`JW ^^^ Wil J l.;W W114WWIli 'Ili ' WWWWWWWWWWW�WW�WWW�WW WWWWW�WWW�WWWWWWWWWWW ��WWWWWWWWWWWWWWWWW WWWWWWWWWWWWWWW�W� FIRE TURNS US ON ! * WIGINTJN FIRE SPRINKLERS, INC. * * * * 450 SOUTH C.R. 427 * * LONGW�O�, FLORIDX 32752 * * 407-831_3414 * * PROJECT NAME; INTERNATIONAL DEPARTURES BUILDING ~ � CONTRACTOR: MARK CONSTRUCTION COWAN`,` ^ * D/A LOCATION: SANFCRD, FLORIDA * * SYSTEM NO. 1 � * CONTRACT NO. 95253-1 � � � PAGE 001 . WIGINTON FIRE SPRINKLERS, INC. ============================================================================= LONGWOOD, FLORIDA 32752 407-831-3414 / HYDRAULIC DESIGN INFORMATION SHEET NAME - INTERNATIONAL DEPARTURES BUILDING DATE - 110295 LOCATION _ SANFORD, FLORIDA BUILDING - ZONE 1 SYSTEM NO. - 1 CONTRACTOR - MARK CONSTRUCTION COMPANY CONTRACT NO. - 95253-1 ` CALCULATED BY - W.D.P. DRAWING NO. - 3 CONSTRUCTION: ( > COMBUSTIBLE (X) NON-COMBUSTIBLE CEILING HEIGHT 11 OCCUPANCY - INS S |(X)NFPA 13 ( )LT. HAZ. ORD. HAZ.GP. (X}1 ( }2 ( }3 ( }EX.HAZ. Y it )NFPA 231 ( )WFPA 2310 FIGURE CURVE * I( )OTHER .�n � . T it )SPECIFIC RULING MADE BY DATE M } AREA OF SPRINKLER OPERATION 1570 | SYSTEM TYPE SPRINKLER/NOZZLE } DENSITY-GPM/Ft-2 .15 1 (X) WET MAKE RELIABLE D } AREA PER SPRINKLER VARIES | ( ) DRY MODEL F1 . E 1 ELEVATION AT HIGHEST OUTLET 11.5 1 ( ) DELUGE SIZE 1/2" ` S 1 HOSE ALLOWANCE GPM -INSIDE 100 1 ( ) PREACTION K-FACTOR 5-62 I 1 RACK SPRINKLER 0 ! ( > TEMP.RAT.155 G | HOSE ALLOWANCE GPM -OUTSIDE 150 1 N | ` I NOTE CALCULATION | GPM REQUIRED 568.01 PSI REQUIRED 38.75 SUMMARY } C-FACTOR USED: OVERHEAD 120 UNDERGROUND 150 W 1 WATER FLOW TEST; | PUMP DATA: 1 TANK OR RESERVOIR: A | DATE OF TEST 1/18/95 | ! CAP. T 1 TIME OF TEST } RATED CAP. 0 | ELEV. E | STATIC (PSI) 56 1 @ PSI 0 | R ! RESIDUAL (PSI) 36 ) ELEV. 0 I WELL } FLOW (GPM} 1010 } } PROOF FLOW GPM S } ELEVATION 0 I } U T, | LOCATION APPROX. 90 FEET DUE SOUTH OF SOUTH/EAST MOST CORNER 7 ! OF EXISTING TERMINAL. L i SOURCE CF' INFORMATION CITY OF SANFORD FIRE DEPARTMENT. Y'i C ! COMMODITY CLASS LOCATION O 1 STORAGE HT. AREA AISLE W. )4 | STORAGE METHOD: SOLID PILED I PALLETIZED % RACK � } | Q } SINGLE ROW ( > CONVEN. PALLET ( ) AUTO. STORAGE ( ) ENCAP' S | R ! ( ) DOUBLE ROW ( ) SLAVE PALLET ( > SOLID SHELF ( ) NON � } A | ( } �ULT' R�W < } OPEN SHELF ` . R | K 1 FLUE SPACING CLEARANCE:STORAGE TO CEILING A ! 1 LONGITUDINAL TRANSVERSE E } I HORIZONTAL BARRIERS PROVIDED; UNITS - DIAMETER (INCH} LENGTH (FDOT) FLOW(GPM) PRESSURE (PSI) '---- — ------ PAGE 002 WIGINTON FIRE SPRINKLERS, INC. ------------------------ 2- Water Supply Curve ------------------------------ I Static Press.= 56.000 PSI } } . ! Resid. Press.=` 36.000 PSI } | . 1 Resid. Flow = 1010.000 GPM � � . Press Available at ------------------- ----------------� � . 568.01 GPM | 49.104 PSI ' | } Safety Margin | 10.349 PSI------->1 . | } v . Flow Available at Demand � � < .... ..... . -------}*(----- 932.26 GPM } } \ \ \ } Safety Margin } \ \ \} 364.25 GPM . | l Total System � Demand � 568.01 GPM � 38.75 PSI ................................................................... � . | ` WIGINTON FIRE SPRINKLERS, INC� ' . ! � JOB- HYDR-ACC Area No. 1 JOB NO- 95253_1 -1 DATE 091995 PAGE 3 . ' ` ^ ' ` ^ ' FITTING NAME TABLE ABBREv. NAME A Alarm Valve B Butterfly Valve C Roll Groove D Dry Pipe Valve E 90' Standard Elbow F 45` Elbow G Generic Gate Valve K Generic Detector Check V L 90' Long Turn Elbow Medium Turn Elbow Q Generic Flow Control Val S Generic Swing Ch T 90' Flowthru Tee W Generic Wafer Ch Z Generic Wafer Ch � L� r JOB- HYDR-ACC Area No. I WIGINTON FIRE SPRINKLERS, INC. jOB NO- 95253-1 -1 DATE 091995 PAGE NODE ELEVATION SPRINKLER PRESSURE FLOW NOTES NO.. (FT.) K-'-FAC•TO (PSI) m S. sC"m) ------------------------------------------------------------------------------------ i_' 1 1. 50 5.52 11.2 M IS 3 1 , 50 5. 1. ,_.. r, 20. i 11. ri_ 0 C 2 15.9 22 L.�L:.. i_ L_ . c: 11. 50 5. L.i' 1 1. 5 19; 1 17.7 10 1 1. '._CF 5. GL._ 11.3 I B. IS ti 5.Y V r _ 11. M_) 5. 6 i' 15.S 22. i' 13 11. SO 5.62 92 ; 17.1 14 1 1. 5 5 •i 11.0 18.6 _ 5.62 12.8 20.1 1,' 11.5 1z.1 13 1 i. 5iF 14.5 5_ 11. 22"_1 20 11.50 12.5 21 11. 50 ice.. S 2 11.50 [ 121.W 2l 11. 50 16.9 29 . 11. 50 213. 2 .:..i 1 1. 50 2l. 4 0". .i 1. M) 27.5 , .....1 .. .. I __ WIGI:'•JTON FIRE SPRINKLERS, INC. JOB NO- 95253-1 -1 DATE 091995 PAGE G<< DIGS. FITTING, PIPE Pt Pt. PEE „C C. or, s-TC'JSI Pe P'r NOTES 1 C= 1 :-) IT 5.00 9.00 0.00 0 0. ]._}+") 12.82 -------------------------------------------------------------------- i ` 1 1 i'_• _ 0.00 16.29 1.90 �_). i_`)_` 7 �`rl1'�� -_ G. 9 i 1 18 82 ..... 13.11 K 5. IX-1 ------------------------------------------------------------------------------- 18. 85 1.049 isE - 4.00 6.96 11.25 11. 2.5 K .. 5. 62 a C ' 1 2 y) IT 5.00 9.00 0.00 ..)0 ..). 00 `_. 0.1165 _ _ _ ram:_ 1 n. 81 1. 3r1'•_` IT 6.00 7.00 13.11 13.11 37.66 0.1100 0.00 13.00 1143 0.00 ,_))_) Val == 8.08 - !"`..._ 1 ._•,:_} 0.00 ti) jam):") \ - 0.00 y\. 00 ---------------------------------------------------------------------------- ._S i . l •i'_ 1.380 . - - 5.83 14.54 14. r' 58.45 0.2487 0100 5.83 1.45 0.00 Val .l _.. 12. 5.1. ]:::. ):::, u i 1?. . E f_) .: .._ 4.00 21.50 15.99 15.99 1 ., ..... 5.62 80.92 0.0011 0.00 8.83 0.01 0. 00 Vol °_. 1. 821 24 8 0 9 •r 23. . 1D 1 S. n - 18.00 0.1070 0.00 21.67 2.32 0.00 '•_)0 Val ._ G. i:_•f{ - ,i-i 19.12 - 9 1.049 i E 2.00 I. c r, 11.58 K = 5,- ---------------------------------------------------------------------------------- 19.12 0.1200 0.00 0 3.33 1.00 ti>. _ 0 Val _ 7. 1'..` UNITS - DIAMETER &INCHT LENGT� ?FOOT! FLOW &GPM) PRESSURE 477:: L._._ WIGINTON FIRE SPRINKLERS, INC. | | JOB- HYDR-ACC Area No. 1 JOB NO- 95253-1 -1 DATE 091995 PAGE 6 HYD. Da DIA. FITTING PIPE Pt Pt .REF "C" or, I . FTNS`S Pe Pv. ******* NOTES ****** POINT Qt Pf/F Eqv. Ln. TOTAL Pf Pn 18.00 1,380 0.00 12.00 12.58 12.58 20 C=120 0.00 0.00 0.00 0100 ������������������������������������������������������������������������������� 37.12 0.1075 � 0.00 12.00 1.29 0.00 Vel = 7.96 21 37.12 1 13.87 K = 9.968 ___________________________________________________________________________�_-_ 20.09 1,049 1E 2.00 1.33 12.77 12.77 K = ' 5.62 7 ' C=120 IT 5.00 � 7.00 0.00 0.00 20.09 0.1320 0.06 8,33 1'10 0.00 Vel = 7.46 37.12 _.... .... ..... 1.380 ___..... ..... ... _________... O'00 _.... .... 12'00 13-87 13'87 __________________ ' �1 C=120 0.00 0.00 0.00 0.00 _______________________________________________________________________________ � 57.21 0.2391 ~ 0.00� 12.00 2.87� 0.00 Vel = 12.27 ` 22 57.21 ' ` 16.74 K = ` 13.983. ..... ... ... ..... ..... ..... ..... ..... .... .... .... ..... ..... ..... ___... 22.08 ..... .... _..... ..... ..... 1.049 � .... ..... ..... ..... 1E ..... ..... ..... .... ..... ... ..... __.... 2.00 ..... ... __..... _ 1,33 ..... ..... __... ..... ..... ..... ... 15.44 ... ..... ..... ..... .... .... 15.44 ... ............. K = .... _______________ 5.62 8 C=120 IT 5.00 7.00 0.00 0.00 22.08 0.1560 0.00 {}.33 1.30 0.00 Vel = 8.20 ---------- -------------------------- 57.21 1.610 0.00 = -------------------------------------------- 24.00 16.74 16.74 22 r=120 0.00 0.00 0.00 0.00 ..... ..... ..... ..... ..... _.... 79.29 ..... .... ... _..... ..... ..... ..... ..... 0.2066 .... .... 0.00 24.00 4.96 0.00 Vel = 12.50 ..... 0.00 _..... .... ..... .... ..... 2.VS7 ______________________________________________________ 1E 5.00 9.50 21.70 21.70 � 23 C=120 17 10.00 15.00 0.00 0.00 ... ..... .... .... 79.29 _____... ..... ..... ..... 0.0608 ... 0.00 24.50 1149 0.00 Vel = 7.58 ..... 80.93 4,260 0.00 8'08 _..... ..... _______ 23.19 ..... ..... ..... .... 23.19 ..... .... ..... .... ..... _.... .... ..... ... .... .... ..... ..... ..... ..... _--- 24 C=120 0.00 0.00 0.00� 0.00 ... ..... ..... .... ..... .... .... 2g 160.22 ..... ..... ... ..... _________________________-__-__________________________________--__ 160.22 0.0074 ' 0.00 8.08 0,06 23.2s 0.00 Val = 3.61 33,230 .17.78 1.04T 1.049�2E 4.00 12.92 10.01 10.01 _K K = 5.62 9 C=120 IT 5.00 9.00 0.00 0.00 ' _____________________________________________________________________________'_ 17.78 0.1049 � 0.00 21.92 2'30 0'00 Vel 6.60 25 17.78 12.3:�. ' x 5.008 __________________-________________________________________________________ 18'89 1.049 1E 2.00 1.58 11.30 11.30 K = 5.62 1V C=120 IT 5'00 7.00 0.00 0.00 18.89 0.1177 8.58 1.01 0.00 Vel = 7.01 ____________-_______________________________________________________________ �NITS - DIAMETER (INCH) LENCTH 170CT> FLOW (GPM} -_ PRESSURE (7G: ------�------------� � --- ----- '-- ' - ----- ' -1 ' " ~ WIGINTON FIRE SPRINKLERS INC � � JOB- F�YDR_ACC Area No. 1 JOB NO- 95253-1 -� DATE 091995 PAGE 7 ' HYD. Da DIA. FITTING PIPE Pt Pt REF "C" or . FTNG`S Pe Pv NOTES POINT Qt Pf/F Eqv. Ln. TOTAL Pf Pn 17.78 , 1 380 . 0 00 � 12.00 . 12 31 . 12 31 . 25 C=120 0.00 0.00 0.00 0.00 _______________________________ 36.67 0.1050 0,00 ----------------------------------- 12.00 1.26 0.00 Val = 7.87 2S 36. 36.67 / 13.57 _______________________________________________________________________________ 19.84 1.049 1E 2.00 1.58 12.47 12-47 K = 5.62 11 C=120 IT 5.00 7.00 0.00 0.00 ______ 19.84 ..... 0.1282 .... .... ..... .... ... 0.00 8.58 1.10 0.00 Val = 7.37 .... ..... .... _.... ..... ..... ..... ..... ..... 36.68 _..... _..... 1.380 ..... ..... ___________________________________________________ 0.00 14.50 13.57 13.57 26 C=120 0.00 0.00 0.00 ` 0.00 56.52 0.2337 .... .... ..... .... ..... ... ..... ... �..... ` 0.00 ... ... ________________________________________________ 14.50 3.39 0.00 Val = 12.12 27 56.52 16.96 K = 13.725 ' _______________________________________________________________________________ 22.20 1.049 1E 2.00 1.58 15.60 15.60 K = 5.62 12 C=120 IT 5.00 7.00 0.00 0.00 22.20 0.1585 0.00 8.58 1.36 0.00 Val = 8.24 _______________________________________________________________________________ 56.52 1.610 0.00 24.50 16.96 16.96 27 C=120 0.00 0.00 0.00 0.00 78.72 0.2036 0.00. 24.50 4.99 0.00 Val = 12.41 _..... ..... __ ... ..... ..... ..... ..... ..... ---------------------------------------------------------------- 0.00 2.067 1E 5.00 6.50 21.S5 21.95 .... 28 C=120 IT 10.00 15.00 0.00 0.00 78.72 0,O604 0.00 _ ..... _______________________________-___ 21.50 1.30 0.00 Val 7.53 ..... ..... _..... ..... .... ..... __-_- ___-_________________________ 160.21 4.260 0.00. 11.08 13.25 23.25 29 C=120 0.00 0.00 0.00 0.00 __-________________________-_________________________________________ 238.93 0.0135 0.00 11,08 0.15 0.00 Val = 5.38 31 238-93 23'40 K = 49.391 ..... ..... ..... ..... .... ..... ..... .... _..... .... .... _____... 17.10 .... ..... ..... .... ..... ..... 1.049 ..... .... .................. 1E _____ 2.00 ..... ..... _..... ..... .... ..... .... 11.33 ..... _..... ..... ..... ..... ..... ..... 9.26 ..... ..... ..... ..... ..... ..... ..... 9.26 .... ... K = 5.62 1J C=120 1T 5.00 7.00 0.00 0.00 17'10 0.0971 0'00 18.33 �1.78 0.00 Val - 6.35 ' ____________________________________________________________________-_____-_ 18'58 1.380 IT 6'0c 12.00 11.04 11.04 K = 5.62 Y4 C=120 0.00 6.00 0.()() 0,0C 35.73 0.1005 0.00 18.00 1.81 0100 Val = 7.67 --------------------------- 20.14 1.380 IT _______________________________________________ E.00 12.00 12.85 12.85 K = 5.62 15 C=120 0.00 6.00 0.00 0.00 55.92 0.2294 0.00 18.00 4.13 0'00 Val 11.g9 _ ___________________________________________________________-______________- =73 - DIAMETER (INCH} LENSTH (FC= FLOW 13pM) PRESSURE (pll: L- JOB- HYDR-ACC Area No. 1 WIGINTON FIRE SPRINKLERS, INC. JOB NO- 95253-1 -1 DATE 091995 PAGE HYD. Oa DIA. FITTING PIPE F7, Pt REF "C" or . FTNG'S Pe Pv ******* NOTES *****» POINT Qt Pf/F Eqv. in. / TOTAL Pf Pr, 23.16 1.610 0.90 24.00 16.98 16.98 K = 5.62 16 C=120 0.60 0.00 0.00 0.00 79.08 0.2054 0.Q0 24.00 4-93 0.00 Val = 12^46 -------------------------------------------------------- 0.00 2.067 1E 5.0O 9.50 21.91 __________________-__ 21.91 ..... ... 30 C=120 1T 10.00 15.00 0.00 0.00 79.08 0.0608 0.60 24.50 1'49 0.00 Val = 7.56 _________________-________ 238.93 4.260 1T ______________________________________- 2E.14 25_<}0 23.40 22.40 31 C=120 0.60 26.34 0.00 0.00 316.01 0.0235 0.00 L 51.34 1.21 0.00 Val 7.^6 ................................ 0.00 4.260 ............................................... 0.00 99.25 24.61 24.61 7� 32 C~120 0.�0 0.00 0.00 0.00 318.01 0-0236 0.00 L 99.25 2.35 0.00 Val = 7.16 -------------------------- 0.00 6.357 5M ---------------------------------------------------- 75.42 68.00 26.96 26.96 ' 33 C=120 0.00 75.42 0.00 0.00 318.01 0.0033 0A0 141.42 0.47 0.00 Val = 3.21 ..... ..... ..... _..... .... __.... .... ..... ..... ..... ... _..... 0.00 ... .... ..... ..... ..... ..... ..... ..... 6.357 ..... ..... ..... _.... 1M ..... .... ..... �_------------------------------------------- 15.08 31.25 27.43 27.43 .... .... ..... _..... _____ 34 C=120 0.00 15.08 0.00 0.00 318.01 0.0034 0.00 46.33 ..... 0.16 .... _..... ..... ______________________________ 0.00 Vel = 3.21 _.... ..... ____ ..... ___..... ... __ 0,00 ..... ..... ..... _... ..... ..... 6.357 ..... .... ... ..... ..... 2M .... .... ... ..... ... ..... 30.17 .... .... ..... ..... ___..... 6.17 ..... 27.59 27.59 35 C=120 0.00 30.17 0.00 0.00 318.01 0.0033 0.60 36.34 0.12 0.00 Val = 3.21 ... ..... ..... ..... ..... .... ..... ... ... ..... ..... ..... ..... ..... ..... ..... ..... 0.00 ..... ... ..... ..... ..... ..... .... 6.357 ..... ..... ..... ..... ..... 1B ..... .... .... ..... ..... ___ 12.i57 ..... ..... ..... -..... .... .... 10.67 .... ..... ... ..... _..... .... ..... 27.71 ..... .... .... ..... .... .... .... 27.71 .... --- _..... ..... ______________ TSR1 C=120 is 40.£2 90.50 4.55 0.00 318'01 0.0033 1T 37.71 101.17 0.34 0.00 Val = 3.21 -..... 100'00 .... ____... ..... 6.357 ..... ..... ..... ..... _ 1T ..... _�..... _______-___________-__________________�_______ 37'71 10.00 32.60 32.60 Qa = 100 BSR1 C=120 000 37.71 0.43 0.00 418.01 _..... ..... ..... ..... ..... .... 0.0056 __..... ... ..... ... _..... .... ..... ... ..... ______________ 0,00 � 47.71 ..... 0.27 ... ..... ..... .... _... ..... ..... ..... 0.00 ..... .... ... ... ________ Val = 4.23 ------------- _ US 0.00 8'249 C=140 1E 28./13 400 5.00 2S.13 33.30 0.00 33.30 0.00 418.01 0.0009 0,00 33.13 0.03 ..... 0.00 .... ..... Val .... ..... = 2.51 .... ..... _..... ..... .... ___..... _..... ..... ... ..... ..... _.... .... ... ____..... ..... ... 0.0() .... ..... _..... ..... _..... 7.980 ..... ... _..... ..... 4E 108~68 ___..... ... .... ..... ..... ... ..... ..... ..... ... ..... ..... 95.00 ... _..... ..... ... ... ..... 33.33 ___.... ..... 33.JJ .... ' �_ UG2 C=150 10 � 6.04 167.55 5.10 0.00 Fixed Loss = +5'1�; 413.01 . 0.0012 1T 52. 33 . 262 55 0.32 0'0C Val = 2.68 ------------------------------- 150 00 . ___................. � _________________ Da ..... ..... .... ..... ..... ..... ..... _'- = 150.00 CO%N 36.75 K = 91.242 WIGINTON FIRE SPRINKLERS, INC. P.O BOX 520160 LONGWOOD, FL 32752-0160 (407) 831-3414 Jacksonville O Tampa ° Pompano ° Miami TO: City of Sanford 1303 S. French Avenue Sanford, FL 32771 LETTER OF TRANSMITTAL DATE: 11/22/95 1 JOB NO. 95253 ATTN: COMMERCIAL PLANS REVIEW RE: International Departures Building 1 Red Cleveland Blvd. Sanford, Florida Permit # WE ARE SENDING YOU +Attached ❑ Under separate cover via _ ❑ Shop drawings ❑ Prints Plans ❑ Samples ❑ Copy of letter ❑ Change order ❑ the following items: ❑ Specifications COPIES DATE NO. DESCRIPTION 4 1of1 Fire Sprinkler Drawings - Zone 1 Revisions 4 1of1 H draulic Calculations 1 Permit Application 1 Certificate of Insurance 1 Certificate of Competency THESE ARE TRANSMITTED as checked below: For approval ❑ Approved as submitted ❑ Resubmit _copies for approval ❑ For your use ❑ Approved as noted ❑ Submit _ copies for distribution ❑ As requested ❑ Returned for corrections "eturn 2corrected prints 1�40r review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS Please review and return two sets with your stamp of approval and/or comments. Notify our office when plans are ready for pick up. Should you have any questions, please call our office. Thank Youll J COPY TO SIGNED: Cindy L. Jordan, Permit Administrator Wayne Paycer, Mr \ NOV 2 71995 CITY OF 5AT4,FORl7 FIRE. DEPT. 0 L-- FIRE PROTECTION BY COMPUTER DESIGN ..�0�.. ..:�:.. ..000000000��' .:0000000000.. .00: .;;0000) (0000::. :00. .0: .00: 000000) 0000000 to;. :0' ' .0: .00: .00> ! ! !V! !! (00. :00' :C. 10> (00) (00) !!!!!!! (00) (00} (0) 100> (000) (000) (000) (000) (00) WWWWWW �WWWWWW �WWWWW ��WWWW�� ^ WWWWWWW ^ WWWWWW W, WWWWW ^^ WWWWWWW ^^ WWWWWW WWWWWW ^^^ WWWWWWW ^^^ WWWWWW WWWWWW ^^ ^^^^^ ^^ WWWWWWW ^^ ^^^^^ ^^ WWWWWW WWWWWW ^^^ ^^^^^ ^^^ WWWWWWW ^^^ ^^^^^ ^^^ WWWWWW WWWWWWWWWWWWWWWWWWWWW WWWWWWWWWWWWWWWWWWWWW WWWWWWWWWWWWWWWWWW WWWWWWWWWWWWWWWWWW WWWWWWWWWWWW WWWWWWWWWWWW FIRE TURNS US ON ! * WIGINTON FIRE SPRINKLERS, INC' * � * 450 SOUTH C.R. C. R427 * LONG�COD, FLORIDA 32572 * * 407-831-3414 � * PROjECT NAME: INTERNATIONAL DEPARTURES BUILDING ' * CONTRACTOR: MARK CONSTRUCTION COMPANY ° * D/A LOCATION; SANFORD, FLORIDA ' * SYSTEM NO. 2 � * CONTRACT NO. 95253-1 * PAGE 001 WIGINTON FIRE SPRINKLERS, INC. LONGWOOD, FLORIDA 32752 407-331-3414 HYDRAULIC DESIGN ESIGN INFORMATION SHEET NAME INTERNATIONAL DEPARTURES BUILDING DATE _1 1 - 9f LOCATION — SANFORD7 FLORIDA BUILDING .__ ZONE 1 SYSTEM NO. -•- 2 •••r:.q`,r-rt;;-:CTOR ..... MARK CONSTRUCTION lyOMr,.'-NY CONTRACT_— '_15'.:�3 ! CALCULATED BY .._ W.D.P. I?E'%..}v'aSr'ti: NO. -- 4 CONSTRUCTION: )COMBUSTIBLE f X ; NON—COMBUSTIBLE CEILING HEIGHT 13 OCCUPANCY — BAGGAGE AND TICKET COUNTERS c_ I ,' .; •} ,tF)LT. HAZ. 1. ` D- HAZ. ^r`., (X ) I ) ' \ . { ) `; . , ) OTHER T E,)SPECIFIC RULING MADE BY D; I AREA OF SPRINKLER OPERATION ..5.>:� > SYSTEM T'S _ SPRINKLER/NOZZLE # DE#''aSIT`}r.._`:,#"`Ml'E'-4:.�2 .15 1 : i WET #'ilAKE•_= RELIABLE * # AREA �1`E(R 1�'��"RIr`1,,.._._1i`c t^� �^� 'rs�:�;iEc, # r ..:E?, MODEL 1 '••- 1 ELEVATION ION )-�_#_ #...E I T#-1j." ���T O ETl t_T 11.5 # , ? DELUGE t EGE SIZE i 2'' # HOSE ALLOWANCE GPM —INSIDE %L # ', ? REACTION i', _... i"-Y-}CT O,', 5.62 >. # #•`,AC#'•, SPRINKLER ALLOWANCE :> 1 ); 1 TEMP.RAT.155 # Ei':...5:::}i_. ;~i,_LOv`rA)'kL_•L Br r'j O� E S .;. r?i_ 150 # 14 # # NOTE CALCULATION # Gt->'> REDUIRED 534.73 PSI REOUIRED .}- SUMMARY # C— 1-AC-#"Cl USED: OVERHEAD E,`;}...#i_Y:.};_l 120 UNDERGROUND ,OUr'4D 1 5_+ 1'' 1 WATER ;::f;; FLOW -#-c-...T # PUMP DATA: TANK OR RESERVOIR; P T TIME OF TEST I RATED CAP. 0 1 ELEV. . , RESIDUAL ELEV. WELL 1 FLOW (' W (GPM) M) E; 1 i:} 1 �.i,irt::-: FLOW BPI,,! , ) >.._ _,, ,tip>-r,. _ .. _ PROOF :� , r' LOCATION APPROX. —PRO%. 90FEET DUE SOUTH OF _ r`-1 — ST MOST CORNER P I OF EXISTING TERMINAL. 1 SOURCE OF INFORMATION CITY OF SANFORD FIRE DEPARTMENT. # COMMODITY r D I STORAGE HT. AREA AISLE W. N 1 STORA3E METHOD: SOLID PILED PALLETIZED RACK 1 1 f ) SINGLE ROW { ) cO rLN. PALLET f \ AUTO. STORAGE _._ AP. i R 1 .' 1 ^ 1 C! C: ROW ! SLAVE EPALLET f Sf r !_:' E f ON ._ , , .�ii��.E.>_t��. ,� , J � .=':ir r � ? SOLID _ I.1 ��i-#._LE-' A 1 LONGITUDINAL TRANSVERSE # # 4-IOR I Z ONTAL BARRIERS PROVIDED: PAGE 002 WIGINTON FIRE SPRINKLERS, INC. -------------------------- Water Supply Curve ---------------------�------ } I Static Press.= 56.000 PSI � � . 1 Resid. Press.= 36.000 PSI ! | . } Resid. Flow = 1010.000 GPM ! � . Press Available at -----------------------------------� | . 534.73 GPM � | . 49.832 PSI � ' } Safety Margin I f 9.608 PSI ------- }I . } } v . Flow Available at Demand � / <-------------}*(----- 888.44 GPM � } \ \ \ I Safety Margin | \ \ \} 353.71 GPM . | } Total System \ \ I . | } Demand � 534.73 GPM \ I } 40.22 PSI \1 . | ..... ..... ..... ..... .... .... ..... .... .... .... .... .... ..... .... ____________________________________________________________ WIGINTON FIRE SPRINKLERS, INC. FITTING NAME TABLE ABBREV. A Alarm Valve B Butte of! f Valve C Roll Groove D Dry Pipe Valve � 90" Standard Elbow F 45' Elbow G Generic Gate Valve K Generic Detector Check V L 90, Long Turn Elbow M 90" Medium Turn Elbow Q Generic Flow Control Val S Generic Swing Oh, T 90' Flow thru Tee W Generic Wafer Ch Z Generic Wafer Ch r WIG1NTON FIRE SPRINKLERS, INC. JOB- 1. YDR-ACC Area No. 2 JOb NO- S5253 -1 s •""i_' DATE 091995 PAGE i.f. NODE ELEVATION SPRINKLER PRESSURE FLOW NOTES NO.. (FT.) K-•FACTOR (PSI) 4 U. S. Ofi1M.> ----------------------------------------------------------------------------- 1 11. 50 5. 62 12.:} 19. 21 1. 50 5.62 12.8 20.8 3 11. 50 5.62 i2.0 . 19, 15 4 1 1. ri_1 r, i 1. 20.9 11. 50 r_ .62 13.9 _'__ r3 20. i 11. emu'.. Wit. Gi_ 12.2 1 T. f: 5.62 ri 11. 50 5. 62 11.9 19.3 1 1 11. 50 C. 62 14.2 21.2 12 •- i 3 11. 50 5. 6;._, 1 a . , 20. G .� 11.5 1CD.L 1 _ 1 '' "">_D 14. .. 1 1. Y' D 14, rD `_ _ 15.1 i9 11.50 15.�. 0-, 1 1. 50 15.7 2 _ 11. rJ.i_ _ 3. _ 22 11. 50 24.1 _ 1 .} 50 is B.7 -D 11.50 29.1 r• U 32 0. 00 3 •'fir .. 3 w ^ WIGINTON FIRE SPRINKLERS, INC. HYD. Qa DIA. FITTING PIPE Pt Pt REF "C" or FTNG"S Pe Pv *******.NOTES POINT Qt Pf/F Eqv. Ln. TOTAL Pf Pn 19.50 1.049 0.00 14.38 12.04 12.04 K = 5.62 � 1 C=120 0.00 0.00 0.00 0.00 19.50 0.1237 0.00 14.38 1.78 0.00 Vol = 7.24 _______________________________________________________________________________ 20.90 1.380 IT 6.00 2.46 ' 13.82 13.82 K = 5.62 2 C=120 0.00 6.00 0.00 0.00 40.40 0.1264 0.00 8.46 1.07 0.00 Vol _________________ = 8.67 -------------------------------------------------------------- 0.00 3.260 0.00 9.00 i4.89 14.89 15 C=120 0.00 0.00 0.00 0.00 _.... ..... ..... ..... 40.40 .... ... _________________________________________________________________.... 0.0011 0.00 9.00 0.01 0.00 Val = 1.55 ..... ..... z6 � 40.4. 14.90 K = 10.465 _______________________________________________________________________________ 19.51 1.049 0.00 14.38 12.05 12.05 K = 5.62 ' 3 C=120 0.00 0.00 0.00 0.00 19.51 0.1244 0.00 14.38 1.79 0.00 Val = 7.24 _.... ..... ..... 20.91 1.380 IT 6.00 2.46 13.84 13.84 K= 5.62 4 I C=120 0.00 6.00 0.00 0.00 40.42 0.1252 0.00 8.46 1.06 0.00 Val = 8.67 _______________________________________________________________________________ 40.39 3.260 0.00 9.04 14.90 14.9O 16 C=120 0.00 0.00 0.00 0.00 _... .... ..... .... ......... ......... 80.81 .... ..... ..... .... ..... .... ..... .... 0.0077 ..... ... _... ... ..... ______ 0.00 ..... ... ..... ..... _ 9.04 ... ..... ..... 0.07 ..... ..... ..... .... ..... ..... ..... .... 0.00 ... ..... ..... ..... ..... ..... ..... Val .... ..... ..... .... = ..... ..... ..... ..... ..... 3.11 .... .... ..... ..... .... ..... ..... ... -..... .... 17 80.81 14.97 K = 20.888 19.55 1.049 1.049 0.00 14.38 12.10 1A.10 K = 5.62 5 C=120 0.00 0.00 0.00 0.00 19.55 0.1251 0.00 14.38 .... ..... ..... 1.80 ..... ... __..... .... ..... ..... 0.00 ..... ..... ..... ..... .... ..... Val _.... ......... .... = ..... .... .... ..... ..... 7.26 ..... ..... ..... ..... ___ _ ..... ..... _..... ..... ... .... ..... .... ' ..... .... .... .... ... __ 20.95 ..... ..... ..... ..... ..... ____ 1.380 .... ..... ..... ..... IT ... _..... .... ..... _ 6.00 ..... ... ..... ..... ..... .... 2.46 13.90 13.90 K = 5.62 6 C=120 0.00 6.00 0.00 0.0C 40.50 0.1264 0.00 8.46 1.07 0.00 Val = 8.69 .__- - _-________________________-_____________________________________________. 80.82 3.260 0.00 9.04 14.97 14.97 17 C=120 0'00 0.00 0.00 0.00 ___________________________________________________________________________ 121'32 0.0143 0.00 9.04 0'13 0.00 Val = 4.66 18 121.32 15.10 K = 31.222 ------------------------------------- 19.64 1.049 0.00 -______________________________ 14'38 12.21 12.21 K = 5.62 7 C=120 0.00 0.00 0.00 0.00 19.64 0.1258 0.00 14.38 1.81 0.00 Val = 7.29 __ ____________________________________________________________________________ UNITS - DIAMETER (INCH} LEN67H (FOOT} FLOW (GPM} PRESSURE (PSI (' ^ WIGINTON FIRE SPRINKLERS, INC. JOB- HYDR-ACC Area No. 2 JOB NO- 95253-11-2 DATE 091995 PAGE 6 HYD. Da DIA. FITTING PIPE Pt Pt REF "C" or FTNG'S Pe Pv NOTES POINT Qt Pf/F Eqv. Ln. TOTAL Pf Pn 21.04 1.380 IT 6.00 2.46 14.02 14.02 K = 5~62 8 C=120 0.00 6.00 0.00 0.00 ... ... ..... ..... 40.68 ..... 0.1276 0.00 8.46 1.08 0.00 Val = 8.73 ..... ... __ ... .... ..... ..... _.... .... .... 121.32 ..... ..... ..... ..... ..... ..... ..... 3.260 ..... ..... ..... ..... .... ..... ..... ..... ..... ..... _.... 0.00 ..... ..... ..... .... ..... ..... ..... .... 9.33 _------------------ 15.10 15.10 _________..... ... ____ 18 C=120 0.00 0.00 0.00 0.00 _______________________________________________________________________________ 162.00 0,0246 0.00 9.33 0.23 6.00 Val = 6.23 19 162.00 15.33 K = 41.374 _..... ..... ..... __.... ..... ..... ..... ..... ..... .... .... .... .... ..... 19.39 .... ..... .... ..... ..... ..... ... 1.049 ..... ..... ____ ... ..... ..... __..... 0.00 ..... ..... ..... ..... ..... ..... ..... 9.58 __________________________ 11.90 11.90 K = ..... ..... .... ..... ____..... ..... 5.62 1D. C=120 0.00 0.00 0.00 0.00 _______________________________________________________________________________ 19.39 0.1231 0.00 9.58 1.18 0.00 Val = 7.20 2V. 33 1.380 0.00 9. 58 13. 08 13.08 K "= 5.62 10 C=120 0.00 0.00 0.00 0.00 39.72 0.1221 0.00 9.58 1.17 0.00 Val = 8.52 21.21 1.610 IT 8.00 0.54 14.25 14.25 K = 5.62 III C=120 0.00 8.00 0.00 0.00 60.93 0.1264 0.00 8.54 1.08 0.00 Val = 9.60 _______________________________________________________________________________ 162.00 3.260 0.00 9.63 15.33 15.33 19 C=120 0.00 0.00 0.00 0.00 _________________________________________________________________________ 222.93 0.0446 0.00 9.63 0.43 0.00 Val = 8.57 20 222.93 15.76 K = 56.147 _.... .... ..... ..... -.... ..... ..... .... ..... ..... .... .... ..... ... ..... 19.67 ... _..... ..... .... _..... 1.049 ..... .... ..... ___ ... ..... .... .... ..... ..... 0.00 ..... __..... ..... ..... ..... ..... 9.58 _.... ..... ..... ..... ... ... ..... 12.25 _.... ..... ..... ..... .... ..... 12.25 ..... ... ..... ..... K = .... ..... ..... ___..... ..... ..... __- -' 5.62 12 C=120 0.00 0'00 0.00 0.00 19.67 0.1252 0.00 9.58 1.20 0.00 Val = 7.30 _..... ..... ..... ..... _.... ..... ... ..... ... _.... 20.61 ..... .... .... ..... __..... 1.380 .... _.... ..... ..... ..... .... ..... ..... _.... ..... 0.00 ..... ... _________________________________________ 9.58 13.45 13.45 K = 5.62 13 C=120 0.00 0.00 0.00 0.00 40.28 0.1252 0.00 9.58 1.20 0.00 Val 8.64 --.... ..... ... ..... .... ---.... ..... ..... ..... ..... ... 21.51 -... ..... ..... -..... ... ..... 1.610 -..... ..... ..... ... IT ..... ... ---... 8.00 ... ..... ... --- ..... ..... ---- 0.54 ..... ..... ..... ... ..... ..... ... ..... 14.65 ..... ..... ..... ..... ..... .... 14.65 .... .... .... K = .... ---.... ..... .... --.... .... ..... ----- 5.62 14 C=120 0.00 8.00 0.00 0.00 61.79 0.1299 0.00 8.54 1.11 0.00 Val = 9.74 --------------------------------------------------------------------------------------------����� 222.94 3.260 1T 20.16 30.50 15.76 15.76 20 C=120 0.00 20.16 0.00 0'00 284.73 0.0708 0.00 50.66 3'59 0.00 ____ Val ..... .... 10.94 ..... ..... ..... ..... ..... _- - - _..... .... ___________ ..... 0.00 ..... _..... ..... ______ 4.260 .... .... 6M .... _---___-__-_____- 63.22 130.00 ..... ..... .... ..... ..... .... 19.35 ..... ... 19.35 ... ..... ..... ..... .... ..... ..... 21 C=120 0.00 63.22 0.00 0.00 284.73 0.0192 0.00 193'22 3.72 0.00 Val 6.41 .... ..... UNITS - ... ..... _..... .... ..... ..... ... .... DIAMETER .... ... .... ..... ..... ... ___ (INCH) ..... __... ..... ... _-------------------------------------------------- LE%07H (FOOT) FLOW (GPM) PRESSURE 1717' `' ~ WIGINTON FIRE SPRINKLERS, INC. JOB- HYDR-ACC Area No. 2 JOB NO- 95253-11-2 DATE 091995 PAGE 7 HYD. Qa DIA. FITTING PIPE Pt Pt REF "C" . or, FTNG,S Pe -'Pv ******* NOTES POINT Qt Pf/F Eqv. Ln. TOTAL Pf Pn 0.00 4.260 1T 26.34 30.00 23.07 23.07 22 C=120 0.00 26.34 0.00 0.00 284.73 0.0191 0.00 56.34 1.08 0.00 Val = 6.41 �������������������������������������������������������� 0.00 4.260 3M 31.61 59.00 24.15 24.15 ..... ..... ..... ... ..... ..... ..... �� 23 C=120 0.00 31.61 0.00 0.00 284.73 0.0192 0.00 90.61 1.74 0.00 Val = 6.41 ... ..... ... .... .... ..... ..... ���... .... ..... ..... ..... ..... ..... .... .... ����������������������������������������������������� 0.00 4.260 2M 21.07 73.00 25-89 25.89 .... 24 C=120 2T 52.68 73.75 0.00 0.00 ' ^ 284.73 0.0192 0.00 146.75 2.83 0.00 Val = _____________________ 6.41 ..... ..... ..... ..... ... _..... .... --- ..... -------------------------------- 0.00 6.357 5M 75.42 _-------------- 66.00 28.72 28.72 33 C=120 0.00 75.42 0.00 0.00 284.73 0.0026 0.00 141.42 0.38 0.00 Val = 2.88 _______________________________________________________________________________ 0.00 6.357 1M 15.08 31.25 29.10 29.10 34 C=120 0.00 15.08 0.06 0.00 284.73 0.0028 0.00 46.33 0.13 0.00 Val = 2.88 _______________________________________________________________________________ 0.00 6.357 2M 30.17 6.17 29.23 29.23 35 C=120 0.00 30.17 0.00 0.00 284~73 0.0027 0.00 36.34 0.10 0.00 Val = 2.88 0.00 6.357 1B 12.57 10.67 29.33 29.33 TSR1 C=120 is 40.22 90.50 4.55 0.00 284.73 0.0026 IT 37.71 101.17 0.27 0.00 Val = 2.88 __ 100.00 6.357 IT 37.71 10.00 34.15 34.15 Ca = 100 BSR1 C=120 0.00 37.71 0.43 0.00 384.73 0.0050 0100 47.71 0.24 ______ 0.00 .... Vel _.... ..... .... ..... ... 3.89 ___________ .... ..... ... 0.00 _.... ..... ..... ..... ___________ 8.249 1E ..... ... ..... 28.13 .... ..... ... .... _... ..... ..... ... 5.00 .... ..... ..... .... 34.82 ..... ..... 34.82 UM C=140 0.00 28.13 0.00 0.00 384.73 0.0009 0.00 33.13 ..... ..... 0.03 ... __________________.... 0.00 Val = 2.31 _..... ..... ..... ..... ..... _.... ..... ..... _ __..... ... ..... _..... ... ..... ..... _____.... .... 0.00 ..... _.... ..... ..... ..... ..... 7.980 ..... ..... _... 4E ..... ..... ---- ..... ... 108.68 ______..... 95.00 34.85 34.85 UG2 C=150 1G 6.04 167.55 5.10 0.00 Fixed Loss +5'A0 384.73 0'0010 IT 52.B3 262.55 0.27 0.00 Val = 2.47 150.00 Qa = 150.00 CONN 534.73 4V.22 K = 84.313 i �5 �. CITY OF SANFORD, FLORIDA ! AP IjCATIO,N, (FJOR BUIL NG E/(RMIT i PERMIT ADDRESS Central Florida Regional ` Airport PERMIT NUMBER -a Total Contract Price of Job $22 , 620. 00 Total Sq. Ft. Describe Work Installation of automartcire sprinkler system Type of Construction 9 Flood Prone (YES) (NO) Number of Stories 9 Number of Dwellings Zoning Occupancy: Residential Commercial Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER OWNER Federal Aviation Authority PHONE NUMBER ADDRESS , n, Box 20636 CITY At] anta STATE CA ZIP 10390 TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY BONDING COMPANY ADDRESS - CITY ARCHITECT ADDRESS _ CITY MORTGAGE LENDER ADDRESS CITY N/A STATE STATE STATE STATE ZIP ZIP ZIP ZIP CONTRACTOR Southern Fire PrntPcti nn of Orinndn PHONE NUMBER — ADDRESS 3801 E. SR 46 ST. LICENSE NUMBER/,n77 �nnn1 on CITY Sanford, STATE Fl ZIP 3777�_c Application is hereby made to obtain a permit to do the work and installations_ --i n. indicated. I certify that no work or installation has commenced prior to —the issuance V of a permit and that all work will be performed to meet_.stand'ards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. **************************************************************************************** y ro Z 1< m o 'L7 " r* ->G-55 (D o 03 ti Signature of Owner/Agent & Date Signature of Cont actor & Date 0,a Robert H. Caldwell, Jr. Z Type or Print Owner/Agent Name Type or Print Contractor's Name 0 Signature of Notary & Date Signature of Notary & Date ( official Seal) ( Official SeCAROL ANNE O'DELL iNota D bli^ st G i4 C w 3 O M x Q Z > '-I H N •-i (0 w r. o N o M m a) 4-3 14 R, O a) >1 Z a H Application Approyed BY: _ FEES: Building / Open Space PERMIT VALIDATION: CHECK ry u .., ate of Florida My Comm. expires July 11, 1997 Comm. No. CC 301557 Date: Radon Police Fire Road Impact Appl'ca ion CASH DATE ORIGINAL (BUILDING) YELLOW (CUSTOMER) --r7- PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) 0 ro ro n 0 C n r~ m a **** THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE DATE: - BUSINESS ADDRESS: PHONE NUMBER: CITY OF SANFORD FIRE -DEPARTMENT FEES FOR SERVICES PHONE 4 407 322 4952 PERMIT # : 1(0'- J PLANS REVIEW ❑ TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM AMOUNT $ COMMENTS : Z/7 6 /.Ct J f ?�:.S�ai . ��r �Y S /,e •,.. ZQ- Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. - C/., Sanford Fire Prevention I certify that the above information is true and correct and that I will comply with all applicable codes and ordinances of the City of Sanford, Florida. piic ny Signature 44- V? FR C3 r, 1 1: R 13 1011: fLj iIi 177" 17? IE7 EV X, -F cl 1*1111 F3 Vi\� IN.4 F-7 �.�:...:p;:... � r )^E- ..1"E.. _ih� ...7 rt...ih'i....��q:... Via.. �� ....p.r.....}r..._Td- A2- lM:....y.c.. .f;f ....,rq' . _�„p_ .. y,F_ ..:� h_ • \ CONTRACTOR SOUTHERN FIRE PROTECTION I ,i-lil.,.: : - SANPORD AIRPORT CONTROL TOWER LOCATION snNFORD AIRPORT CITY OF SANFORD FL. SYSTEM NO, I Of, I coNTRnET NO. 95057 SOUTHERN FIRE PROTECTION ******************************************************************************** 3801 E. S.R'46 SANFORD, FL — 407-323-4200 ' | HYDRAULIC DESIGN INFORMATION SHEET NA!1E SANFORD AIRPORT CONTROL TOWER DATE 10/15/95 LOCATION SANFORC^A{RPORT CITY OF SANFORD FL. ) BUILDING CONTROL TOWER ' SYSTEM NO. 1 OF 1 ' CONTRACTOR SOUTHERN FIRE PROTECTION CONTRACT NO. 95057 CALCULATED BY R,L._J. _ _ -� __ ' DRAWING NO. 1 OF 1 CONSTRUCTION:( )COMBUSTIBLE (X)NON-CONBUSTIBLE CEILING HEIGHT 87 OCCUPANCY CONTROL TOWER OFFICE8 � S !(X)NFPA13 (X)LT'HAZ. ORD. HAZ.GP. ( )1( )2P >3( )EX.HAZ. ' Y !( )NFPA 231 ( )NFPA 231C FIGURE 5-2.3 CURVE 1 ' / S '( )OTHER | T !( )SPECIFIC RULING MADE BY E===...==.. DATE M !AREA OF SPRINKLER OPERATION 1000 =... z" .===...~.������' SYSTEM TYPE !DENSITY- GPM .1 (X)WET( )DRY( )DELUGE( )PREACTION | D !AREA PER SPRINKLER 225 SPRINKLER OR NOZZLE ! E !HOSE ALLOWANCE GPM -INSIDE 100 MAKE VIKING MODEL M S !HOSE ALLOWANCE GPM -OUTSIDE 0 SIZE 1/2 K-FACTOR 5.5 . l !RACK SPRINKLER ALLOWANCE � TEMPERATURE RATING 155 G ! N ! .CALCULATION ! GPM REQUIRED 22@w97 PSI REQUIRED 51.59 ST BASEOFRISER / SUMMARY ! C FACrOR USED: _ OVERHEAD 120 UNDERGROUND 150 W !WATER FLOW TEST_ ! PUMP DATA ' TANK OR RESERVOIR / A !DATE OF TEST 10/14/95 ! RATED CAP 0 ' - ! CAP. 0 i T !TIME OF TEST 1:00 ! AT PSI 0 ! ELEV. 0 E !STATIC (PSI) 60 ! ELEV 0 ! � R !RESIDUAL (PSI)- 35 / `'~^' �� � / � i WELL !FLOW FLOW (GPM) _ 9071 ! ! PROOF FLOW GPM 0 | S !ELEVATION 2.5 U P! P !LOCATION :CITY OF SANFORD WATER MAIN � L !SOURCE OF INFORMATION :SANFORD FIRE MARSHAL Y ! - !COMMODITY CLASS - - LOCATION C !STORAGE HT. AREA AISLE.WIDTH O !STORAGE NETHODISOLID PILED.-%- PALLETIZED % RACK. � M M ! ! ( )SINGLE ROU ( )CONVEN. PALLET ( N'TO. STORAGE ( )ENCAP. � ! R ! ( )DOUBLE ROW ( )SLAVE PALLET ( )SOLID SHELVING A )NON-ENCAP. S ! A ! ( )MULTIPLE ROW ( )OPEN SHELVING T O / K / FLUE CLEnRnNCE:STORAGE -' - - TO CEILING R ! ! LONGITl]DIMAL TRANSVERSE A ! ! ==========�==�=================================�=���==����==========.== G ! ! HORIZONTAL BARRIERS PROVIDED: E ! ! UNITS - DIAMETER.(IHCK)- LENGTH (FOOT) FLOW (GPM), PRESSVRE (PSI) _ 077­ J: E-E 077,�����-1"- 1 (3 hi ' '-- - - 1:13 1"l'����F4,.'1F-) EE E-3 1 (E;� ********************* SOUTHERN rIRE PROTECTION OF ORLAND8 ******************** JOB- SANFORD AIRPORT CONTROL TOWER JOB NO 95057 DATE 10/15/95 PAGE 1 HYDRLC. QA DIA._ EQUIV. PIPE PT PT REF. FLOW ,C" FITTING FTGS. PE PV ***** NOTES ***** POINT QT LOSS/F LENGTHS ST. PF' PN 14.77 0=120 2E 2.0 1.33 7.21 -Q=K*SQR(P): P= 7.21 1 -1.049 4.00 0.00 K= 5.500 V = 5.48 14.7 ---------------------------------------00 2 14.7 7.61 ------------------- CS 1 __________-_________________________________________________________-__________ 14.81 . C=120 1E 2.0 1.33 � 7.25 SK*SQR(P): P= 7.25 3 1.@49 IT 5,0 7.0� 0.00 K= 5,500 V = 5.5 ------------------------------------------------------------ 14 81 . ��Q746 -- 8.33 0.62 - - � rr 14.81_ ' _ __- 7.88 .. ------------------ -{�S 2 - ^ � ^ ' 14.77 _________-_________________________________________ Ca12N 13.83 7.61 ' QA= 14.77PT= 7.61 2 _ 1.380 '-' 0.00 ' 0.00 VELOCITY = 3.17 . 14 ����i�i95 ..... ... .... ____..... .... .... ______________________________________________ 13.83 -' 8.27 - - ' ^ 1E--� � ---' = ^. 3�25� 7.88 - ' - - QA= 14.81PT= 7.98 4 1.610 4.00 0.00 VELOCITY = 4.66 29.58 _-__-__________________________________________________________________________ 0.0333 7.25 0.24 ' ^ 0 �� C 120 - = 12.67 8.12 QA= 0.00PT= 8.12 9 | ^ 1 61Q ^ 0 00 ~ 0 00 _ - VELOCITY = 4.66 | 29, 58_Q. 0333�_____=__���__�2. 67 Q. 42 _ _ __ ._ _ ' ° 29 58 | ^ | 10 - -� _------------- ' __----- 8.54 ___________________ CS 3 ____-___^_____'-------------------------------- _______________-______ 14..-2 ' C=|2Q 2E 2.0 1,33 7.17 Q=K*SQR(P): P= 7.17 6 -1.049` 4.00 0.00 K= 5'500 V = 5.46 _14..720.0738 - - '-5.33 0.39 ' __________________-____________________________________________________-_______. 14 72 7.56 CS 4 5 � _______________________________________________________________________________ 14.82 C=120 1E 2.0 1.33 7.26 Q=K*SQR(P): P= 7^26 8 1~�049 IT 5.0 _. 0.00 _ K= 5,5�0 V = 55 14.82 0.0747 - 8.33 0.62 - ' ---------------------------------------------------------- K____________________ 14.82 7.89 CS 5 7 _..... ... ________�.____________________________________-___________-____________ 14.72 C=120 1E 3 � 13 83 7 56 ~ ~ . . . QA= 14.72pT= 7.56 5 1.380 3.00 0.00 VELOCITY = 3.16 14.72 0.0194 16.83 0.33 _ SOUTHERN FIRE PROTECTION OF ORLANDO JOB- SANFORD AI19P06T CONTROL TOWER JOB NO 95057 DATE10/15/95 PAGE 2 yDRLC, Q ^C" EQUIV. PIPE PT PT ' REF. FLOW VIA. FITTING FTGS. PE PV ***** NOTES ***** | POINT QT LOSS/F LENGTHS TOT. PF PN ' 14.83 -C=120 -'- 3.25 7.89 - - QA= 14.83PT= 7.89 ' 7 1,380 IT 6.0 6.00 0.00 VELOCITY = 6.34 ! --------------� 29.55 0.0704 .... ..... -.... 9.25 0.65 / i 29.58 C=120 ---------------------------------��----_--------------- 1E 5.0 1,50 8.54 � QA= 29.58PT= 8.54 i 1� 2.067 5.08 0.00 VELOCITY = 5.65 _______-_____- 59.13 0.0355 _ 6.50 0.23 - 0.00-C=120 ..... ..... ---------------------------------------------------------- - ' 12.00 8'77 - - -QA= 0'00PT= 8.77| 11 2.067 1T10.0 10.00 0.00 VELOCITY = 5^65 22.00 0. 78 . 59.13 ------------------------------------------------------------ 9.55 | CS 6 - -------------------------------------------------------������������������� 14.95 C=120 1E 2.0 1.50 7.38 Q=K*SQR(P): P= 7.38 � 12 4049 -' --£.00 0.00 - i -K=''5.500 V = 5.55 � ' 14.15 0.0753 ..... ..... .... .... .... --------------------------------------------------------- '-- - 1'50 0.27 13 14.95 ... ` ` 7.65 ___ CS 7 ________________________ 14.55 '� C=120 ___________-__-________________________________________ 1E 2.0 2.00 7.0� � Q=x*SQR(P): P= T � 14 --- 1.049 IT --7100 0.061 '- '� K= 5.500 V = 5.4 � ------------------------------------------------------------- 14.55 0.0722 9.00 0.65 i ! 14.95 C=120 ^ 7.50 7 65 ^ 7_________________ / � QA= 14 95PT= 7 65 ^ ^ | 13 1.380 0.00 0.00 VELOCITY = 6.33 ! ________-________-_________-___________________________________________________ 29.50 0.0702 7.50 0.53 � � 15. 73 C=120 1E 4. 0_ .' -3. 00 8.10 -- / ' K= -5. 500 P= 8.18 . 15 1.610 4.00 0.00 ^ VELOCITY = 7.13 � 45. 23 V. 0730 7.00 0. 51 ----- _ 0.00 ------------------- C=120 _-------------- 6.00 ____________________________ 8.69 . QA= 0.00PT= 8.69 16 1.610 0.00 0.00 VELOCITY = 7.13 45.230.0730 6.00 0.44 ' _____________________________________________________________________ 16~61 C=120 1.00 9.13 K= 5.500 P= 9.13 17 - 2.067 1T10.0- 10.00 0.00 VELOCITY = 5.91 ----------------����������������---------- 61.84 0.0386 - _ - - 11.00 0.42 2 � _ 59.13 C=120 - 1.00 ---------���������������............... 9.55 QA= 59.13PT= 9.55 18 2.097 1T10.0 10.00 37.68 VELOCITY = 11.56 � _____________________________________________________________-_________________ 120.11 K 1336 11.00 1.47 ^ PE= FOR HT. OF 87. 0 0.N0 C=120 2E10.0 80.00 48.70 QA= 0.00PT= 48,70 TAM, -4.260 20.00 0.00 VELOCITY = 2.72 120.97 0.0039 100,00 0.39 , --- 3OUTHERN FIRE PROTECTION OF ORLANDO � ` *********************| JOB- SANFORD AIRPORT CONTROL TOWER JOB NO 95057 DATE 10/15/95 PAGE 3 | |!YDRLC, QA ' "C" [�QUIV. PIPE PT �T / REF. FLOW -DIA. .. FITTING FTGS, PE PV ***** NOTES ***** | | POINT � UT LOSS/F LENGTHS - ' TOT _'. PF ' - PN 120.97 ..........- ================================================== 49.10 CS a | | BASR | | ----------------------------- ' 180.00 0=150 ------------------------------- 6E15. 1 150,00 49.10 ___-______________� QA' 100.00PT= 49.10 | BASR 4.240 1T30.2 120.80 0.00 VELOCITY = 5.02 ------------------------------------------------------------------------------- 220.97 0.0081 '-' 010,8Q 2.21 - - � | 0.00 .C=150 5.00 51.3Q i QA= 51.30 0 00PT= | ./ HOSE 4.200 1T30.2 30.20 0.00 VELOCITY = 5.02 ____-_________________________________________________________________________ 220.97 . 0.0081 35 2Q .� 0.29 22@ ~ . 97 51.59 _ � ' ~ ' | CORN ' --------------------------------�=�----------------------------- ! ' ' i � --------------- | ********************* SOUTHERN FIRE PROTECTION OF ORLANDO JOB- SANFORD AIRPORT CONTROL TOWER JOB NO 95057 DATE 10/15/95 PAGE 4 � ' 14'77 2(<<<4<(<<<<<<((<<<((<<<<9 V ; 29.58 i 14.7714.81 ~ � V � 1 3 6 � - ^ ^ ^ 14.7214182 29.58 ' ^14.72 ^ ^ _ 29'55 59.13 ^ ^ 14.59.13 14. 95 ~` 45.23 61.84 ^ 120.97 220.07 12<<(13<<<15<<<16<((17<<(18<((TASR<BASR<HOSE<CONN 29.50 45.23 120.97 - 220.97 ` _ - � . ~ - -----------'- - - ' '--- -'' ' ' . / SOUTHERN FIRE PROTECTION OF ORLAND8 JOB- SANFORD AIRPORT CONTROL TOWER JOB NO 95057 DATE 10/15/95 PAGE 5 ' \ =============================================================================== � F= ci rR - 10 1711 Ur= -r- 17t C3 �t "i f7� \ | - . � DENSITY X AREA .10@ X m�-0� ' � - � | � `n. a � OYERAGE = 20__97 GPM = Q.97___ _ -- RCCKS - 0.0� l INSIDE HOSES = 100.00 � OUTSIDE HOSES / - ! FLOW REQ'D FOR 6YSTEM = 120.97 -- FLOW AT BASE OF RISER - 220.97. / MIN FLOW AT BASE OF RISER = 120 97 � _- . TOT�L FLOW = 220.97 ' Omit PRESSURE - 6Q` �Q ' i CESlDUDL PRESSURE = 35. G0 ws1UU0L FLOW = 930. 00 | FLOW FROM CITY SUPPLY AT 20PSI = 1160 GPM | PRESSURE FROM CURVE I TOTAL FLOW ' -- = 58.1Z-' / ELEVATION = 2.50 FOOT = 1.08 , NO. DIA "C" LENGTH FACTOR + FLOW PF FLOW ' VELOCITY ! ADDITIONAL VALVE LOSS ETC 7.00 ' ^ =i | SAFETY MARGIN = 0 00 � � PRESSURE AVAILABLE FOR SYSTEM = 52`22 � -'- ' - - | / ! , ^ | , - '_- ' -. SOUTHERN FI�E PROTECTION OF ORLAN�U * *** ! JOB SANFORD AIUpORT CONTROL_TOWER_ JOB NO 95057 DATE 10/15/95 PAGE 6 SUPPLY ! --'--------- - - ----------_____________________............ / / ! ! ST[O'IC rRES ~' ` 60.000 PSI. . / . . . / Y . C . . � | ` V / E ! . PRES. AVAILABLE 58'139 {PSl SAFETY MARGIN ^ . ! 6.549 PSI v ! SYSTEN DEMAND--) *--------`-----* * <-- FLCW AVAILABLE ' | | ! 120.96 GPM / 100 GPM HOSE ^ . /99.44 GPM i ' ! / E ! TOTAL DEMAND 51.590 PSI AT! 220.96 GPM ! / U -- ----------- | / - --- ! / / C - RESIDUAL PRES�^ �>* 35.000 PSI AT | . . ' /D - 900.00 GPM / /N ' ! /A ` | /M 116��32 GPM * ' | . � ' /E _ AT 20.000 PSI / 36,600 PSI (ELEVATION,' ` ! ' , ! / ! ~ / !..... ..... ..... ..... .... --..... -... ----------_-_______________________________________________/ FLOW (GPM) _ -- - - FLOW SUMMARY _ - ' SYSTEM FLOW �120.96GPM INSIDE HOSE 100.60 GPM TOTAL DEMAND 220.96 GPM _ .. . ......... . . ..... All C-3 t"A CJ I S-1 1: F" K 1=0 IQ cil -3*- AK- I,;[-- - Tl- --x% C-3 ll'-1 op C-) Cli -F- I-1 FEE FZ PA V 3: FR EE A*. lzv A"t Aet SOUTHERN FIRE PROTECTION * CONTRACTOP SANFORD CONTROL TOWER. X. * NAME SANFORD AIRPORT SANFORD FL. it LOCATION * SYSTEM NO. I * CONTRACT NO. 95037 ' SOUTHERN FIRE PROTECTION | ************************************** 3801 E. S.R.46 SANFORD, FL ' 407-323-4200 HYDRAULIC DESIGN INFORMATION SHEET ==================================== '-- NAME SANFORD CONTROL - TOWER - -- - DATE 10/14/95 / | LOCATION SANFORD AIRPORT SANFORD FL. BUILDING BASE BUILDING ' � SYSTEM NO. 1 � CONTRACTOR SOUTHERN FIRE PROTECTION CONTRACT NO. 95057 1 CALCULATED BY R.L.J. DRAWING NO. 1 OF 1 � � CONS TRUCTI8N:( )COMBUSTIBLE (X)NON-COMBUSTIBLE | CE�ILING HEIGHT i OCCUPANCY CONTROL TOWER OFFICES < / S !(X)NFPA13 (X)LT.HAZ. ORD. HAZ.GP. ( )1( )2( )3( )EX.HAZ. | Y !( >NFPA 231- ( )NFPA 231C -- FIGURE 5-2.3 CURVE 1 � S !( )OTHER T /( )SPECIFIC RULING MADE BY - DATE � � E W AAREA OF SPRINKLER OPERATION 1363 SYSTEM TYPE � !DENSITY- GPM .1 (X)W'T( )linY( )DELUGE( )PREACTION . � | D !AREA PER SPRINKLER 225 SPRINKLER OR NOZZLE ' E- !HOSE ALLOWANCE GPM -INSIDE 100 MAKE VIKING MODEL M S !HOSE ALLOWANA GWOUTSIDE 0 SIZE 1/2 K-FACTOR 5.5 I !RACK SPRINKLER ALLOWONCE 0 TEMPERATURE RATING 155 .'~ | / CALCULATION ! GPM PEOUIRED 464.51 PSI REQUIRED 50.14 ATDQSE OF RISER SUMMARY ! C FACTOR USED: OVERHEAD 120 UNDERGROUND 150 W !WATER FLOW TEST / PUMP DATA -- / / TANK OR RESERVOIR ' - ' -� - | A 'DATE OF TEST 1@/14/95 / RATED CAP 0 � � / CAP 0 � | � T !TIME OF TEST 1;00 ! AT PSI 0 .^ ! ELEY. 0 / ! E !STATIC (PSI) 68 '' 1�LEV 0 ' ' R !RESIDUAL (Phi) 35 ! ! WELL !FLOW (GPM) 900 ! ! PROOF FLOW GPM 0 | S !ELEVATION 2.5 ! ! | / | / | U | / / P P !LOCATION :CITY OF SANFORD WATER MAIN . .L !SOURCE OF INF]]RMATION :R.Q"J. Y! � ================================================================================ !COMMODITY CLASS LOCATION C !STORAGE HT. AREA AISLE WIDTH O !STORAGE METHOD:SOLIO PILED % PALLETIZED % ' 'R}��K-% M ! ! ( >SINGLE_ROW ( )CONVEN,_PALLET ( )AUTO. STORAGE ( )ENCAP. ! R ! '( )DOUBLEROW ( 'fSLAVEPALLET ( )SOLID SHEL-7mG ( )NON-ENCAP. ° S ! A ! ( )MULTIPLE ROW ( )OPEN SHELVING T O ! % ! FLUE CLEARANCE:STORAGE TO CEILING R ! ! LONGITUD\NAL TRANSVERSE G ! ! HORIZONTAL BARRIERS PROVIDED: UNITS - DIAMETER (INCH) LENGTH (FOOT) FLOW (GPM) PRESSURE (PSI) ILJJ_ E­ F_> 1�> �7_; 1: t-3 1 ********************* SOUTHERN FIRE PROTECTION OF ORLANDO JOB- SANFORD CONTROL TONER JOB NO 95057 DATE 10/14/95 PAGE 1 ! HYDRLC. GA DIA. EQUIV. PIPE PT PT REF. FLOW- "C" FITTING-' FTGS. PE PV ***** NOTES ***** POINT QT LOSS/F LENGTHS TOT. PF _PN =============================================================================== 21.12 C=120 1E 2.0 8.00 14.75 Q=K*SQR(P): P= 14.75 � 1 1.049 IT 5.0 7.00 0.00 K= 5.500 V = 7.84 � 21.12 0.1439 15.00 2.16 ! __________________________________________________________________-_----------- | ! 2 21 12 . - . 16 9� - CS 1 | | . -------------- . - _�_--------------------------------- 20.59 C=120 1E 2.0 9.00 ______���-�_-------------------- 14.02 ' Q=K*SQR(P): P= 14.02 | 3 1.049 2T 5.0 12.00 8.0!-",.! K= 5.500 V = 7.64 20, 59 1373 21.00 2. 88 . . | __-_-__________________________-______�_________________ 21 12 C=12Q ^ 9 00 ^ 16 9@ �A= 21.12PT= � 16.9� ' | 2 _1.380 0.80 - 0.00 _ VELOCITY = 8.94 � 41.71 0.1333 9.00 1.20 _________________ ------------------------------------------------------------- 41.71 _- - 18.10 -1_CS 2 | --------..... ! ..... ____ .... ..... ..... ... 22.50 .... -.... ..... -.... .... G=120 ..... --------------------------------- 1E 2.0 1,50 16.73 ------------------- Q=K*SQR(P): � / P= 16.731 _1.049 IT 51_0 _ _ 7. 00 0.00 _. _ 5. 500 V = 8, 35 22,50 8.1617 8.50 1.37 _K= ___-______________________________________________________________-____________ ' 41 -�- ^ / = C 120 --' ---1 . 50 �^ 18 10 ^ = *�^ QA 4- 71PT 10.101 ' =| 5 1^ 610 ^ 0.00 ^ 0 0� VELOCITY = 1Q.l1 i | � 64 21 _� _- . 0 1397 . - --'� 11 50 . -- -- I.GI 1 61 - -- ------------------------------------------------------------------------------- 64. 21. 19.71 ' '-- CS 3 - ! � 7 ] !' 23.48 C=120 1E 2.0 1.50 18.22 ___-_____________ Q=K*SQR(P): P= 18.22i / 6 1.049 IT 5.0 7. 00` 0.00 K= 5.500 V = 8.71 ' / ' 23.48 0.1758 - 8.50 1.49 | � / 64.21 .... ..... __--____-_-_______-___-________________-_________________. C=120 2.00 19.71 QA= 64.21PT= 19.7.1. ' � 7 2.067 1T10.0 10.00 0.00 VELOCITY = 8.38 -187. 69 0.0736 1000 0.80 - ----------------- 87.69 ________________________________________-_____________________ 2@.60 CS 4 . 8 . � 66.87 0=120 __________________________________________________ 6.50 17.61 Q=K*SQR(P): P= 17.61 11 _1,380 0.00 0.00__ K= 5.500 V = 14,34 . 66.87 0.3192 - 6.50 2.08 ----- -38.53 ___________________________-____-_-_____________-__-____-___-_ C=120 8.00 19.68 K= 5'500 P= 19.68 10 1.360 IT 6.0 6^00 0.00 ' = VELOCITY 6.08 ' 28.34 0.0652 14.00 0.91 ' - ' SOUTHERN FIRE PROTECTION OF ORLANDO - JOB S�NFORD CONTROL TOWER JOB NO 95Q57 DATE.^/14'95 A ' T� 1W , PAGE 2 i _ HYDRLC. CA G. EQUIV. PIPE PT PT REF. - FLOW'--DIA. FITTING ---F-FGS. PE PV '****4-NOTES POINT UT LOSS/F LENGTHS AT. PF PN � 28.34 20.60 ' CS 5 ' � .... .... ..... ____________-__-_-_-_-______________________________________________________ _-18.74 C-120 1E_2. 0- --1.50 20.66 - � -Q"/*SQR(P): P= 20.66 ` 9 1:049 IT 5.0 -7.00 0.00 K= � 5.500 V = 6.95 / -______________________-______-_________________________-___-_____________-__- -10.71-0.1153 8.50, -0.98 | i -10'70 - 19.68 CS 5 mm ' -21.61 - ' .C=120 1E ... .... ..... .... .... 5.�/ __-__-_____-_-_____________ -���: 80 15. �3' - _ 'Q=KWUR(P): � P= 15'43 � 13� 1.049 IT 5.0 7.00 0.00 K= 5.500 V = 8.2 ' _.______________________________________________________________________________ 21.�61 0.1501 14.50 2.18 ' 11 21.61 17.61 CS 6 | ` i � --------------------- 44.19 C=120 ------------- 6.00 '���____�______�_____________-_ 19.68 ,QA= 44.19PT= � 19.68 ' 10 1.610 IT 8.0 8.00 0.00 VELOCITY = 6.96 _______________________________________________________________________________ 44.19 0.0780 14.00 0.38 44.19 20.66 �q 7 9 - � ___-_____________________________________________________________________-_____ 22.18 C=120 1E 2.0-- 1.50 16.27 Q=K*SdR(P): / ' P= 16.27 . / 12 1.049 IT 5.0 7.00 � 0.00 K= 5,5@0 V = �.2� \ 22.18 0.1576 - 8.50 1.34 '- - ! � 22.18 -7--------------------------------------------------------- - 17.61 CS 8 � 11 ` � ! _______________________________________________________________________________ 22.84 -C=120 2E 3.0 22.00 17.24 - Q=K*SQR(P): � P= 17,24 1 22 1.380 6.00 0.00 ' K= 5.500 V = 4.9 � 22.81 0_0437 ... .... ----------------------- 28'00 1.22' , � 23.63 C=120 5.00 ----------- 18.46 ........ _.............. K= 5.500 P= . 18.46 � 21 1.320 0.00 0.00 VELOCITY = 9.96 ' 46.47 _..... 0:1628 ... ______---------------------------------------------- 5.00 0.81 .24.15 0=120 �-i.610 1.00 -19.28 K= 5'500 P= 19.28 20 zT'AN� 8.00 0.00 ^ - VELOCITY - 11.12 70.62 0.1666 9.00 1.50 1.� 19 7Q �2- . ' ' _____________________ 20.78 '' ---------------- Cc `9� *******»************* SOUTHERN FIRE PROTECTION OF ORLANDO JOB- SANFORD CONTRA TOWER _- - ���� JOB NO 95057- DATF'W14/95 PAGE 3 HY1-l"PLC. OA ^C^ EOUIV. PIPE PT PT REF. FLOW DIA. FITTINS FTGS. PE PV ***** NOTES POINT =============================================================================== UT LOSC/F LENGTHS TOT. PF PN _21.48 C=120 - _ _6.00 15.26' - Q=K*SQR(P): P= 15.26 14 1.049 0.00 0.00 K= 5.500 V = 7.97 -------------- 21.48 _____________________-_-________________-__________________-_____ 0.1485 6.00 0.89 22.10 C=120 8.00 16^15 'k= 5.500 P= 16.15 15 1,380 0.00 0.00 VELOCITY = 9.34 _________________________________-_______________________________-_____________ 43.58 0.1445 8.00 1.16 21.94 '' C=120 1E 4.0- -'_ 4.50 -- 17.3!;-,! _ QA= 21.94PT= 17,30 16 1.610 IT 8.0 12.00 Q.0Z., ^VELOCITY = 10.32 ______________________________________-________________________________________ 65.52 0.1431 16.50 2.39 . ' 24.41 C=120 4.00 19.70 K= 5.500 P= 19.70 18 _-2.067 1T10.0 10.00 0.00 VELOCITY = 8.59 __-_______-_-___-_____-________-____________________-__________________________ 89.93 Q.0772 14.00 1.08 89,9J 20.78 CS 10 -' --------------------- 21.94 C=120 =--------------------- 1E 2.0 2.00 15.91 __________-_____-______- Q=K*SQR(P>: P= 15.91 17 1.049 IT 5.0 7.00 0.00 K= 5.500 V = 8. 14 _______________________________________________________________________________ 21.94 0.1544 9.00 1.39 21.94 17.30 CS 11 16 - _ ------------------ 116.03 0_-________-___________'_______�_____��_�___.________________ G=120 ' 5.00 20.6@ QA= 116.03PT= 20.60 8 3.260 0.00 0.00. VELOCITY = 4.46 116.03 _____________________________________________________________________ 0°0134 5.00 0.07 87.93 C=120 3.00 20.66 QA= 87.93PT= 20.66 9 _31260 -- 0.00 0.00 ' - VELOCITY = 7.84 _______________________________________________________________________________ 203.96 0.0381 3.00 0.11 160. 53 ' C=120 4E 7M 62.50 20.78 -00. 160. 55PT= 20.73 19 3.260 I/15.0 43.00 3.90' VELOC1TY = 14.01 ---�������������������������������������������������������������������������� 364.51 Q.1118 105.50 11.80 PE= FOR HT, OF 9.0 0.00 C-120 1.00 36.47 QA= 0.00PT= 36.47 TA3R _ ' _4. 260 _' 0. @0 0.00 -' ' _VELOCITY 364.51 ---- 0.0383 9.00 0.27 7== 364.51 ---------- ==----------------------------- 36.75 =___________________ CS 12 BASR _..... __________________-____-_________________________________________________ 100.00. C=136� 6E15.1 40.00 36.75 --QA= 100.00PT= 36.75 8AEA 4.240 2T30.2 376.00 0.00 VELOCITY = 10.55 464.51 0.0322 225, 00F' _ 416.00 13.40 - - --- ' - ' --' --- '-- --1 SOUTHERN' FIRE PROTECTION OF ORLANDO | � *************x*xy*«*x JOB- SANFORD CONTROL TOWER - JOB NO 95057 � DATE 10/14/95 PAGE 4 | HYDRLC. QA "C" EQUIV. PIPE PT PT � | REF. FLOW DIA. FITTING FTGS. PE PV - ***** NOTES | POINT =============================================================================== QT _LOSS/F LENGTHS TOT. PF PN 464.51. | | | _.... ... .... _-___... | ' i / � |~ .... .... __- '_-_--_.... ..... _-__________________________-___'__-_______________ ~ - - - - | | - | | . SOUTHERN FIRE PROTECTION OF OPLANDO JOB NO 95057 DATE 10/14/95 pouE 5 � JOB- SANFORD CONTROL TOWER .**FLOW ' 9 6 -4' ' ^ - . � 18.74 23.4822.��21'12 '' i ^ / 66.87 V 87.69 ^ ^41.71 7)>>}5)>>>2 j , 64 21 V —V0.59 -' - - | V | -- '- --' ! / . ^18.74 21.61 / 9i> > > 10> 66.87 V ! 22.18_ | ' --- V / - 17 ^ -M. 94 203. 96 ' 22 84 21.48 ^65.52 ^70 . 62 . 14<<(15((<16<(<18((<19>>)20>>>21>>>22 43.58 89.93 ^ 46.47 364.51 . ^ TASR ^ 364.51 - ^ ' BASR ^ 464.51 CONN / SOUT||ERH F1PE PROTECTION OF ORLANDO *x***********n*n»**« JOB- SANFORD CONTROL TOWER JOB NO 95057 DATE 10/14/95 PAGE 6 =============================================================================== . . ' � | ' | F; F--'(-:) r-,Z 1-3 co c3 P4 w rR C3 L_ IF C3 hJ En F;Z. | DENSITY X AREA _ -' - -_ - ' 0.100 X 1363.00 = 136.30 OVERAGE = 228.21 QPM = 228.21 RACKS = 0.00 INSIDE HOSES = 100.00 OUTSIDE HOSES - = 0.00 - FLOW REDID FOR_SY5TEM 364.51— FLOW AT DACE OF R19ER = 4E4.51 MIN FLOW AT BASE OF RISER = - 36�4.51 - — - ' TOTOL FLOW ^ = 464.51 ' . ' ' STOTIC PRESSURE = 60.00 ` - RESIDUAL PRESSURE = 35.00 RESIDUAL FLOW = 900.00 - FLOW FROM CITY SUPPLY AT 20PSI = 1160 GPM PRESSURE FROM CURVE @ T3TOL FLOW = 52.64 ELEVATION =- 2.50 _ FOOT = 1"`08 , , L[NGT1| FACTOR + FLOW PF FLOW VELOCITY ADDITIONAL VALVE LDSS, ETC. = 0.0Q SAFETY MARGIN = 0.00 PRESSURE AVAILABLE FOR = SYSTEM - 53.72 ' - - -` 3OUT||E|lm FIRE PROTECTION OF ORLANDO JOB- SANFORD CONTROL TOWER JOB NO 95057 DATE 10/14/95 PAGE 7 SUPPLY !-' '----' ------------------------------------------------------�---! ! . ' i STATIC PRES. / »(-- 60.000 PSI ' - / | �L / | ! .0 ! . U / / � ' ! . E . - PRES. AVAILABLE_ ! � . - 52.645 PSI ! ! SAFETY MARGIN ' 2 505 PSI. v | - ' ^ ' SYSTEM DEMAND } �� - ' -- -------------* * (-- FLOW AVAILABLE' . | 364.51 GPM / 100 GPM HOSE ^ . 544.28 GPM ! | . / / / E ! TOTAL DEMAND A.146 PSI AT! ! / R ! 464.51 GPM . . / C RESIDUAL PRES.->* ! ! / 35.000 PSI AT / ! / D 900.00 GPM . ! / . /M GP � 1160.32 M * ! | ��T 2� 0��- PSI ^ . i . | �.-- 2,820 PSI (ELEVATION) / / ` !--------------------------------______-______________________________ ' - '-' FLOW (GPM) FLOW SUMMARY SYSTEM FLOW 364.51 GPM INSIDE HOSE 100.00 GPM TOTAL DEMAND _ 464,51 GPM _ ' L-� TO SOUTHERN FIRE PROTECTION OF ORLANDO, INC. 3801 East State Road 46 SANFORD, FLORIDA 32771-9155 (407) 323-4200 FAX (407) 328-8931 City of Sanford WE ARE SENDING YOU 3a Attached ❑ Under separate cover, via q Shop drawings ❑ Prints ❑. Plans ❑ Copy of letter ❑ Change order ❑ I Truin ap CT ° HIIMNC I°- I DATE ' 10-16-95 JOB NO. 95057 ATTENTION Perfrix.ttin Department ":,Base -Bldg. And Contral Tower! -- Sanford Airport ❑ Samples the following items: ❑ Specifications COPIES DATE NO. DESCRIPTION 4 10-16-95 1 of 1 Fire -Protection Plans 1 10-16-95 1 of 1 Permit Application THESE ARE TRANSMITTED as checked below: For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US, REMARKS P fi i COPYTO File SIGNED: Richard Johnston if enclosures are not as noted, kindly notify us at once. STf�AyTE�yO�Fr��FLORIDAOff MUM b&Ahi`M9Nf 60 1N9UMAN69 ULLANAM991 PLOMM I CEIl1SlCla�RME����t�N�� THIS CEkTtt IES THAfi 11 d 6 k tt N CAL MOLL J T aeo.i �Agt 9T t8 "TAU A sANFdatl# OL J9ff &Ott 'v 00SINr-ss cmt;AtJtiAttbW t;.d014t11M fbit atjbfC ; fV N $ t lA I�ti tN ' CONTIZACTUR I irtr-Wr)ts Nit :Ott:Uf fib tl ONIA etA $Ul$ A � � �� Al KNUWLEDGE i . SCI ENCEb ANd SKILL TU IN't`E�L�t3t tt A� UTtt 9�� � ��t� ALTERi FtFPA IRi OR S F2VICE ALL fYf3Es OF aE Melt. la �05� � ���:, tit ENGINCERF.D SY:STEMSf j �� o► 95 07 is 1T 74v2brfalti�attdt�d lt��tlf5 041 ISSUE DATE TYPE CLASS COUNTY `L(CPNSE OR PtRMIT NUM6Ep APPLICATION TAXES L FEES C ODE v x'pATE y FIAP MAMMAL,,;_ i �. :...;..'! ;i G.; i;%Ji: :: ;::;C;:.:,: < ..... .:;: '::; ::::.::;,:;:::::.;:. ; ;::: i s i::: i,:; : ;' :::?` :::...... :;: ;:;<>ii iiGi ii ? '<?3 ? ?<E:...........i'? i2! vi;i ;i siY Nisi `:>? ': i ii :ii i>: i'ISSUE DATE MWD'.:ii;..:: 1) }::.::.::::.i}ii:.iiiiiii::.::•:i::::v:•iiiiiii:4?iiiiii:::C.ii»J: - - 12-20-94 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE INSURANCE OFFICE OF DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE FLORIDA, INC. POLICIES BELOW. PO Box 162207 COMPANIES AFFORDING COVERAGE ALTAMONTESPRINGS, FL :.......................... ..... ..................................................................... ............................. .................... .................. 32716-2207 COMPANY LETTER A. VALLEY FORGE INS. CO. - CNA ................................ _............_......._.....__.._. _..._....................................._.............. ..............._......................... ................................... ............................ ........ .................... COMPANY LETTER B TRANCONTINENTAL INS. CO. - CNA INSURED SOUTHERN FIRE PROTECTION OF ORLANDO, INC. COMPANY C LETTER TRANSPORTATION INS. CO. - CNA 190 SR 419 WINTER SPRINGS,FL 32708 COMPANY D LETTER FCCI FUND COMPANY E LETTER THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, D(CLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. .......................................................................................................................................................................:.......................................................................................................................... CO : LTRa rypE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE (MM/DD/YY) POLICY EXPIRATION LIMITS DATE (MM/DD/YY) 'GENERAL LIABILITY GENERAL AGGREGATE COMMERCIAL GENERAL LIABILITY X:::;......... PRODUCTS-COMP/OP AGG. ..............................................:.. } LQOQQQQ..................... A CLAIMS MADE OCCUR ?.:.......: X... PERSONAL &ADV. INJURY 510.00000..................... . C0121222621 Ol-Ol-95 OWNER'S 3 CONTRACTORS PROT. Ol-Ol-96 EACH OCCURRENCE .................................................. .hQQQQQQ..................... _.......................................__...._._.; FIRE DAMAGE (Arty one fire) ............................._....... S 50000 .................... ..... MED. EXPENSE (Any one person) S5000 AUTOMOBILE LIABILITY COMBINED SINGLE S SOOOOO ANYAUTO X..' LIMIT i ALL OWNED AUTOS B ODILYINJURY SCHEDULED AUTOS (Pa person)S O B BUA121222635 01-01-95 HIRED 01-01-96 BODILY INJURY ................................. :...X NON -OWNED AUTOS .; (Per accident) ................................. 5 0 GARAGE LIABILITY ER PROPERTY DAMAGE $ 0 EXCESS LIABILITY EACH OCCURRENCE S 1000000 ................... C ':...X_: UMBRELLA FORM CUP121222652 01-01-95 : AGGREGATE 01-01-96.................................................... S DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/SPECIAL ITEMS SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE City of Sanford EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO P 0 Box 1778 MAIL >.0_.DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR Sanford, FL 32772 LIABILITY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE CITY OF SANFORD FI.RE:DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 DATE: PERMIT BUSINESS NAME://',-, ADDRESS: f ,�'„,%C/� ✓cam/,ate, z/ /��/� PHONE NUMBER:( ) PLANS REVIEW ❑ TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM ' AMOUNT $ �C COMMENTS: Fees must be paid to Sanford Park Avenue, Sanford, Florida. Proof of payment must be made before any further services c J I certify that the above information is true and V correct and that I will comply with all applicable codes and ordinances of the City of Sanford, Flor/i�da. Building Department, 300 N. Phone # 330-5656. to Sanford Fire Prevention an take place. Sanfo d Fi e Prevention A0 liggnts Signatu �C 1-708-2'72-0293 UHDER.WR I TERS LAB. 5`7 P01 AUG `.` ' 95 10: 46 - -� A16 FIRE RESISTANCE DIRECTORY (BXRH) FIRE RESISTANCE RATINGS - ANSI/UL263 (BXUV)—Continued Design No. P265 Restrained Assembly Rating-1 Hr Unrestrained Assembly Rating-1 Hr Unrestrained Beam Rating-1-1/2 Hr 27 We" WA. D' T 1. Metal Reef Deck Panels —No. 26 MSG min gals or painted steel. Panels continuous over two or 'more spans. End laps to occur over puriins with panels overlapped a min of 4 in. A line of sealant or tape sealant may be used at panel side and end laps. See Roofing Materials and -Systems Directory -Metal Roof Deck Panels (fPJV) category for names of manufacturers. 2. Panel Fasteners —As specified In the respective Classified Roof Deck Construction Number for the Metal Roof Deck Panel 3. Salta and Blankets' —Faced compressible 3 In. thick glass fiber batt Insulation, weighing be- tween 0.6 and 0.7 pef. Installed at the bottom aide of the roof dock panels and supported by the steel mesh item 4. Any glass fiber batt materiel bearing the UL Classification marking. See Batts end Blankets' (BZJZ) Category in Fire Resistance Directory or Betts and Blankets' (BKNV) In Building Materials Directory for list of Claasified companies. 4. Steel Meeh—Hexagonal shaped wire mesh, with 1 In. wide openings, made from No. 20 ga gaiv steel wire. Draped over purlins under Insulation Item 3. 8, Steel Roof Purllna--C- or Z-shaped, min 8 in. deep, weighing min 3.9 lb per lineal ft made from min No. 16 MSG galy or painted steel. Spaced max 60 In. OC. Purlins may be stiffened at the supports If required per structural design. 6. Beam -Steel I beam sections designed as structural supports to the roof purlins. Min weight of steel I beam is 3.9 lb per lineal ft. 7. Cold -Rolled Channels —No. 16 MSG cold -rolled steel channels, 1.1/2 in. deep min, with 9/16 In. flanges. Installed perpendicular to the purlins, spaced 24 in. O.C. and located as needed to support the ceiling. Cold -rolled channels supported by No. 12 SWG steel hanger wires; twist - tied to steel roof purlins. Hanger wire attachment to purlins not to exceed 80 in. O.C. along cold -rolled channel• and located at ends of cold -rolled channels at wells. 8. Hanger Wire —No. 12 SWG gafv steel wire, twist -tied to cold -rolled channels. Hanger wires shall be spaced 48 in. O.C. along main runners adjacent to intersections with cross toes, with additional wires located adjacent to main runner splices. One hanger wire is required at first hole of main runner web outside of the fixture grid module at each corner of light fixture, and at midspan of all 4 h cross tees. 9. Air Duct —Min 0.023 in, thick (24 gauge) gale steel. Total area of duct openings per 100 sq ft of ceiling area not to exceed 576 sq in. with area of ind. duct openings not to exceed 576 sq in. Max dimension of openings 30 in. Inside and outside faces of duct outlet throat protected with 1/16 In. thick ceramic fiber paper laminated to the metal. Duct supported by 1-1/2 in. deep, min 0.063 In. thick (16 gouge) cold -rolled steel channels spaced not ovor 48 in. O.C. suspended by 12 SWG gafv steel wire. 10. Damper —Min 0.056 in. (16 gauge) gafv steel, sized to overlap duct opening 2 In, min. Protect- ed on both sides with 1/16 In. thick ceramic fiber paper laminated to the metal and held open with a Fusible Link (Bearing the UL Listing Mark). In lieu of the damper described above, Duct Outlet Protection System A. as described in the General Information Section may be used with steel ducts. 11. Fixtures, Recessed Light—jBearing the UL Listing Markl. Fluorescent lamp type, steel housing, nom 2 by 4 ft size. Fixtures spaced so their area does not exceed 24 sq ft per 100 sq h of telling area. Wired In conformance with the National Electric Code. 12. Fixture Protection —Acoustical Material --Cut to form a five -sided enclosure, trapezoidal in cross-section. The fixture protection consists of 23-3/4 by 47.3/4 in. by 6/8 or 3/4 in. thick top piece; two 8-7/8 by 473/4 in. by 5/8 or 3/4 in. thick side pieces, and two 5-7/8 by 23- 3/4 In. by 5/8 or 3/4 In. thick end pieces. The side pieces and top pieces are laid in place and each and piece attached to the top piece with three 8d nails spaced 8 in. O.C. Armstrong World Industries, Incr--6/8 In. Type PC; 5/8 in. or 3/4 In. Type P 13. Steel Framing Members• —Main runners nom 12 ft long spaced 4 ft O.C. Cross tees nom 4 ft long installed perpendicular to main runners and spaced 2 ft O.C. For nom 24 by 24 In. pan- els, cross tees nom 2 ft long installed perpendicular to 4 ft crags tees and spaced 4 ft O.C. Armstrong World Industries, Ina —Types AFG, FST-6000..8000 13A. Steel Framing Members' —For use with nom 600 by 600 or 1200 mm metric size panels de- scribed under Item 15 main runners nom 3600 mm long spaced 1200 mm O.C. Cross tees nom 1200 mm long installed pependicular to main runners and spaced 600 mm O.C. For nom 600 by 600 mm panels, cross tees nom 600 mm long installed perpendicular to 1200 mm crass tees and spaced $200 mm O.C. Armstrong World Industries, Ina —Types AFG, FST-6000, -8000 14, Acoustical Materiel'—Nom 24 by 24 or 48 in. by 5/8 or 3/4 in. thick lay -in panels. Border panels supported at wells by min 0.016 In. thick (26 gauge) pointed steel angles with 7/8 In. logs, (S) v Surface perforations. LOOK FOR MARK ON PRODUCT iti y C° G co L t)Mao'aa a ~ 0.50J0-a10�m« Cc'�_ LL` ov-•-— +. aC? ^4 a o_rt'q�Nu��mcp o -L v 2 CD U m n C m _ u.. a a Qa c ._ m m c�a23omcU �EZ> ^�ma�Eiic v.00E uao _ `o E ao 'D 2ini� tr CD '°aa EQaaaP5 tp M d `o m ct.": InG 0 `a ., c cc (0 c c a >. a:co rn Ca V0 O °•m c aTm n� m U\ � yaCaLvy UJI w cEEa�,-"=mm z 1 �E.t:Naa��mm Q (n 7m 3 ; cm > Q�tnX .- r j Z ma 0` a m 3� m e E a l cc Q Ea 3N p= cv ° c •� qJ li -0 c p. V C .0 O a l0 dl m yy00,2 b ry 0 V. QUFi-J� QBEoocao}aqc c �~ea cb QZ 1Em� �mE U2 Ea_ a ?Q°aZa a`V Zc> c-v a mm" amNA C N� W 0. aC75ac, crn`�a LC 0 m a ~ ._ w p C t1t EZ:-0 1 m=Ev°Q CC oao.0- =07; °r�C. Z Ex: no �m m ;Y CITY OF SANFO!,I, FLORIDA 9 PERMIT NO. DATE — THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOL- LOWING ELECTRICAL WORK: r OWNER'S ADDRESS OF JOB- / / 0/ ELEC. CONTRA/��441,25 &6 164/ w� ✓/�/ /�"J � G Resadenfiel Non-residenfiaL— Subjeef fo rules and regulations of fhe city end national electric codes. Number AMOU T Alteration Addition Repair an f Service Residential Commercial Mobile Home Factory Built Housing New Residential 0-100 Amp Service 101-200 AmR Service 201 Amp and above U a NtV C New Commercia P ervice Application Fee I' TOTAL By signing this application 1 am stating I will be in compliance with the NEC including Article 110, Section 110-9 and 110-10. 1 Bui Official Maifer CI rician STATE COMPETENCY NO. 1729 George Jenkins Blvd. Lakeland, Florida 33801 (813) 687-6369 f r 'atkins Electrical Contractors, Inc. — Commercial/Industrial 24.Hour Service POWER OF ATTORNEY POLK COUNTY, F L 0 R I D A JOHN WATKINS President a t TO WHOM IT MAY CONCERN: I HEREBY AUTHORIZE ROGER MAGUIRE TO ACT AS MY REPRESENTATIVE TO CONDUCT BUSINESS FOR WATKINS ELECTRICAL CONTRACTORS, INC. ALSO, THE ABOVE REFERENCED SHALL BE AUTHORIZED TO SIGN ANY NECESSARY PAPERWORK REQUIRED TO OBTAIN A BU I LD I N G' PE RM I T F ROM THE COUNTY OF SEMINOLE , CITY OF SANFORD SINCERELY, WATKINS ELECTRICAL CONTRACTORS, INC, , A4 / YA 14j, � J HN W. WATK rRS, PRESIDENT DATED THIS 15 DAY OF NOTARY PUBLIC MY COMMISSION EXPIRES DECEMBER , 199 5 BONNI J OARCEA My Cortvnioolon CC48133S m 0 Expires Jul. 17, 19N i"' OF f0" CITY OF SANFORD, FLORIDA ,APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS ae`pf Ci •eve (a,d PERMIT NUMBER b U 0 V 0 k a rz 0 Total Contract Price of Job Describe Work 5er'eev, Ejgc� Type of Construction 1v�w Number of Stories Occupancy: Residential Number of Dwellings Commercial Total Sq. Ft. _709 lood Prone (YES) (NO _ Zoning Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER OWNER � V W VN4_- �&Ct k 6 ADDRESS 1C�6r1 C der n (`C�,VZ r, CITY \pq,,ca i_00 6 STATE TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY STATE BONDING COMPANY ADDRESS CITY ARCHITECT ADDRESS _ CITY MORTGAGE LENDER ADDRESS CITY STATE STATE STATE PHONE NUMBER zip 32-`752- ZIP ZIP ZIP ZIP CONTRACTOR Lr1{ CLnA 0 :SCy e_er\ �_ Auvlr) J () PHONE NUMBER 5(6 Z. -6 D 6 O ADDRESS n ST. LICENSE NUMBER 'S 56669 CITY A }��ry-,n►,i )-e �pr)n!;, S STATE i (/�, ZIP 3 "2715-4 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FJ.QRIDA LIEN LAW, FS713. /�j% Z/ `� ,,,I CD CD ID o 0) /gl7nr.of Owner Agent & Date nature of Contrac or & Date / 0a�F-' e �l N C OJ13 r a ✓ d) ct� �LV \ C�c� ~ z Type or Pr±14t Owner/Agent Name Type or Print contractor's Name o . x a! ] NI I l� rtlllflnonl ignature of Notary & Date 'Vignature of Nota y & Date %h�adlL. MAT �°; 5.,s3i7il7i.G7i7J %a f a (Off 1 L.IV11'�'�(' ' �v` s L_ 1Y7.'I (.:4'1T31T1 �7a77J %�.a:J I rti .14 11 san F'v] L Ej 'No. MA803-06 Z ro o peamally Ks— 1) OwCd ( ) p�recaatl j Knmm 11 �;?sE0 0 a .. r. 0 C d c Application Approved BY: Date: n �� a FEES: Building Rado Police Fire a Open Space Road Impact A plic tion� 0 CHECK CASH DATE (.0 BY_ d N o PERMIT VALIDATION: go 0 N y a -- ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) z a H •**• THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE 02-01-1996 13:52 4073325311 MARK CONSTRUCTION CO. P.01/01 I-12-1SMS a,88Ph1 FROM OLILANDO SCREENS A07 32a SS32 P_t Y ' 1 buLando Screen & Awning, Inc. 635 SUNSHINE LANE ALTAMONTE SPRINGS, FL 3271496 � Phone (407) 899.ao90 rto oat• Z-ri-96 Oletllnote OYe/Omer .MARX CONRTsunTION, Legal O Order 2 969 COPPORATE SQUARE Dot . Let _. Mall Addrogt vau elk. Bub. T� Job Address- D'dRC A1200eM Job No. T<gM9 Job Dissuriplien 90R66N aim BUILDING TOTAL HEIGHT 12 Grey ................. all 3 walls Cherwell ........... 1 ROOF FLAT SCREEN TOP 1 1 W' Imoulated....... 1 1 rPon —............ Fan DOORS ®Gem"'''' 29t5"1 12 ROOF PANELS 129, S" I.S. Bump ......... I 011111 Swing ....... t 1 SPLASH 1 anerreal .......... 1 POST 1 I 2 x ................. .: Refill ......X...... w V1 I Ir., 2 x a ................ 3 x 3 ................ e x a ................ aaAM 294................. PERMIT 8EE $400.0o INCLUDED IN 'TOTAL PRICE 2 x .............. r .. OF $9 r 091 _00 z x s^ ".'....."'..•' THS , IF ANY CgANGES ARE MADE TO VQZD 2 x r ............"" V PERMIT MARR CONSTRUCTION AGREES 6etoe Talt duTrFR TO REZHOURSt 'DULANDO SCREEN ALL DUB COSTS WNW T RELATED TO PERMIT. olei 9W.20 .............. Lose Down Paymev" OoTTns"Ut ....... SCREEN FFWM9 00% of Oslmnee realnnlna or loratiflegm � �..... .••••• awsmse tA/ull woo" Weelion 0l*bevel air- "111,s11fDa ►ATAaLf UPON *OMPL•TtON VNL206OTH60roerlas •p alCl6• 0WNNA0 The Owner agrees to s alUme reapeneiellly ter We IeOallOfi being wlffiln his gop0rly IIM@ gnf n01 {n ytWalioh Of aeroaske a ether lolreatftalloM. Ths ewhar [rill a,hlfe of"Velf aaees* to xro ells. ceniraft1w life agelfrfieg eleflne aging Wit in hi /Va'W"ll br ffv.11sr hpm eIn V1 t f Out10f, in OWLA ALB: The fntil the lN,sby sOVOnshl o a *atom IMt (M Htle le IM r"etenat* Ittrnls"ae W"ioh OOrrtgifef • pMi N {"u eugest mailer Of teas contrast OMIT somalA In OvLAN00, ter.• vhpl ►M COhlrsgl Mtge aM efty worse N sold In full, TIN Owners IyrihOV phensnt and urge !het $sea material *hall be •e0moti to be eoneleeteg W. fen01 pproperty 11hOuaA ter said Ateloviel may in fame Manner be arflaed of attOahOy to the real eresOrty within whole" ter nergin Wald material may O* Itaoly Several iron. the orimiseg M pry •that personally by OULAN99. thg„ then eyeOYsgM ano #•signs. W mi he a In iM *veer /M Owns. shall fail f0 rftek0 any aatnrtvnl wMn In* Nitta re ew, a arq Gan fllerwof. Or 1e1110 •ertp,n fully and promptly any son OngnI Or sfffM Os Ov~o0~n99, fell . on" will 11 Attorney y to ULANDO. ins- n* eveNosers 0 mustang, all seats one ea0e,no Ihw sold CvLANtiV. tng. W its ayle00eeore er assigns may [M/g►y file@. to the owners shelf *Noma bertkNpt of h put Inge reeoivef nip, or toll to hteke any Dormant W"On dw. of fall to V*rfOrwi •r+l�a LaRlg [NT Do", Q IQln, all eymf Ifteh unPAN shall bNeme fee end payable upOn W,Iften Aevtgg thMsOf try DVLANDD, Ins. "a aYgaeaeerg Or Osslilna. binding Upon f O hNre, sdntlh,glretere, eaNVtera, auaaaf WO @rat OfOtane ON the owner@. WARRANTY: DuLAN00. one. warfanto vital pal MDI*r1010 Used In e0w,platinfl Inafatlelien, 9""'0e100 Nor hwrwin Wdi oe Of nigh eu0111y lone ,tow, and that att work will lee OChO wHMnn n viWltrnaNN[e ,Wanner. Any Woogn t"erefn. OWAina any sVOelf"11m1 dafaOls. @hltn all of /eftlefled weltl ehepih rae. lalna W,ltUn AO"I Is Give" DULANDO, the.. O e yes of completion. II 1a "to" "go vot. Thai no Claim may to filed under thin Warranty end roe ebttgalleris Is mellow eeiuot,hent tn*rg VA0W, will ew,Ve unlit twit "Al"019ti,N11 of this Owner to Ov"040C. Inc, to geld. TM above Shall 00 null and vWd unless see00ts0 wllhln thlay days following Italy *is listed q is sa,feg 0Y the Owner that any aieNn *Whey we -der Ihig menage! Of uAdsr VN Warranty herein 00010 601 Ierfh, shot[ be b,ouarn Only In the 4Dprgpnute leoWt in O,gnge county, Florida. Nevivv Is Buyer: let Do "I sign Ihis before YOU ,000 11 a It I enlainll any b ell* posse/. lei You ale 0-1011 a to an easel ebpy of whien w00 4061M10,4e to fne reOetOl Is ha,eby eehnewledaIld by OVsN. 1410 fey of 1f 4e0e0tOe .........� DULAND eCI1aaN a AWNINdl. INC. aurale add wea T 4A0 _CArsg den_ nit DuprnilIwo oy City Calls signed •" ........ �... Aop,eyeo ar WARRANTY ._..... �....... .. _... .. an 4,e1"'at arm ..0nihanah-0 Nno«r... a p064141110 faAfHa 0 Avvfn . '1Q• RAT Na►i MO rtP' W A.v N... nisi• wolf N iw.e�so •sa�.1At am "0-1•A w.a.r'.N Y .•e,vwrwa,.F t..g Aprsa 30&Ars j KII DATE 11TIME TO FROM OF PHONE NO. EXT. ❑ PLEASECi,EL ❑ RETURNEDCA i �WI-L /I AG IN MESSAGE �r Q ---'-- - ----- ----date-02/077^96'---' n name SANFORD CITY OF jval land $9,365,400 add1 agrc add2 P O BOX 1788 ' extra feat $840,000 csz SANFORD, FL 32772 bldg pad 1802 AIRPORT BLVD E cost value income nbhd 1.00 act own % total just value $10v205,400 td dor flg -- pre/late -- -- exemptions -- exmp-amt yr tax due 91 20 0 80- 1900 CITY e&i 0 LEGAL LEG SEC 06 TWP 20S RGE 31E ALL SEC E OF MELLONVILLE AVE + THAT PART OF SEC BETWEEN MELLONVILLE AVE + OVIEDO BR OF ACL RY + S OF 26TH ST (LESS LEASED SALES land 24 05/31/90 bldg 30 08/07/89 MORE: LEGAL chg 01/01/00 Note,Leg,Sale,8ld/land/xf,Prmt,Amd10,Comm,Hist,Other Roll,Fwd,Main Menu,[EKIT] FRM-40505:ORACLE error -- unable to perform query. Count: *0 < Rep lace> Owner Parcel TD Exemption Assessed DOR' 1 SANFORD AIRPORT AUTHORITY 0320315AY00O0O0C0 S1 79 86,930 79 2 SANFORD AIRPORT AUTHORITY 0320315AY000000E0 S1 80 135,680 51 3 SANFORD AIRPORT AUTHORITY 0320315AY000001A0 S1 8O 23,640 51 4 SANFORD AIRPORT AUTHORITY 0320315AY000009A0 S1 80 49,500 89 5 SANFORD AIRPORT AUTHORITY 0320315AY000012A0 S1 80 90,000 60 6 SANFORD AIRPORT AUTHORITY 04203130001200000 S1 80 35,000 89 7 SANFORD AIRPORT AUTHORITY 08203130003500000 01 80 100,610 31 8 SANFORD AIRPORT AUTHORITY 08203130003600000 01 80 59,181 00 9 SANFORD AIRPORT AUTHORITY 082031300036A00O0 S1 80 75,488 99 10 SANFORD AIRPORT AUTHORITY 08203130003680000 01 80 35,350 00 11 SANFORD AIRPORT AUTHORITY 09203130000200000 S1 86 45,000 89 12 SANFORD AIRPORT AUTHORITY 09203130000300000 S1 86 45,000 89 13 SANFORD ARDEN R 0121295CK15OD0070 01 00 97,453 014 14 SANFORD ARMS ASSOC 36193052401000010 S1 3,549,840 03 15 SANFORD AUTO PARTS INC 2519305AG0304002A S3 64,380 11 16 SANFORD BERTHA LEE 10213151300000310 V1 14,215 01 17 SANFORD BOAT WORKS & 271931300001A0000 01 660 96 18 SANFORD BOAT WORKS & 27193130000200000 01 159,230 20 19 SANFORD BOAT WORKS & 271931300002AO000 01 300 00 LINE NR: Count: *0 <Replace> L- DULANDO SCREEN & AWNING, INC. 5305 PEN AVE. SANFORD,_FL 32773 LIMITED POWER OF ATTORNEY I, BERNARD DUNCAN, HEREBY AUTHORIZE E ' NC /V TO OBTAIN BUILDING PERMIT FOR THE FOLLOWING LOT: SUBDIVISION����� ADDRESS: A&12�1�llr OWNER OF PROPERTY : �/ o/z ( di✓5 � C/ a GJ ADDRESS: Div ally o ' e7(' 3. 2 B NARD DUNCAN PRESIDENT SWORN TO ND SUBSCRIBED TO ME THIS �'e 1996; WHO IS PERSONALLY KNOW TO ME AND WHO DID TAK AN OATH. NOTARY: My Comm Exp. VIVO g� Bcndec BySezvico llo. CC480306 Ufi r ilnws LD. t all s SeCOA.10 Aa n7- C,o file- 7-ee5 cz 6 e-P �7i SCREENED ENCLOSURES . MAXIMUM SPANS FOR SCREEN ROOF BEAMS OF ALUMINUM ALLOY 6063 T 6 FOR SPAN "L" OF BEAM; USE SCREEN PANEL WIDTH "W" FROM DRAWING. EXAMPLE; SCREEN PANEL WIDTH "W"= 4'; MAXIMUM "L" FOR A BEAM 2"x 4"x 0.044"x 0.12" SMB= 23'-10" ONE PIECE EXTRUSIONS FOR PURLINS & BRACING WIDTH "W" 3' 4' 5' 6' 7' 8' 9' 2"x 2"x0.044"x0.12" 10'-0" 8'-7" T-9" T-1" 6'-7" 6'-2" 5'-10" 2"x 2"x 0.093" OR 2"x 3"x 0.050" EXT 13'-11" 12'-2" 10'-11" 10'-0" 9'-3" 8'-8" 8'-2" EXTRUSION AND SELF -MATING BEAMS BEAM SPANS WIDTH "W" 3' 4' 5' 6' 7' 8' 9' 2"x 3"x 0.050" EXT 15'-7" 13'-6" 12'-1" 11'-0" 10'-2" 9'-6" 9'-0" 2"x4"x0.044"x0.120" 9-A-8. 27'-4" 23'-10" 21'-4" 19'-7" 18'-2" 17'-0" 16'-0" 2"x5"x0.050"x0.120" S.M.B. 33'-6" 29'-9" 27'-11" 25'-1" 23'-7" 22'-5" 21'-5" 2"x6"x0.050"x0.120" S.M.B. 37'-6" 32'-6" 29'-9" 27'-0" 25'-1" 23'-6" 22'-2" 2"x7"x0.050"x0.120" S.M.B. 40'-9" 35'-11" 32'-3" 29'-7" 27'-5" 26'-1" 24'-3" 2"x8"x0.070"x0.224" S.M.B 55'-3" 48'-0" 43'-3" 39'-9" 36'-1" 35'-4" 34'-8" 2"x9"x0.070"x0.224" S.M.B. 59'-10" 51'-10" 46'-9" 42'-11" 39'-11" 37'-6" 35'-5" 2"x9"x0.070"x0.310" S.M.B. 66'-5" 58'-2" 52'-4" 48'-0" 44'-7" 41'-10" 40'-1" SNAP EXTRUSIONS BEAM SPANS WIDTH "W" 3' 4' 5' 6' 7' 8' 9' 2"x2"x0.044" 11'-5" 10'-0" 8'-11" 8'-3" T-7" 7'-1" 6'-8" 2"x3"x0.045" 15'-0" 13'-1" 11'-9" 10'-9" 10'-0" 9'--- 4" 8'-10" 2"x4"x0.045" 23'-2" 20'-0" 18'-1" 16'-6" 15'-3" 14'-4" 13'-6" 2"W'A.064" 37'-2" 32'-10" 29'-6" 27'-0" 25'-1" 23'-6" 22'-2" 2"x7"A.078" 43'-2" 37'-9" 34'-0" 31'-2" 29'-0" 27'-2" 25'-8" ABOVE SPANS DO NOT INCLUDE LENGTH OF KNEE BRACE. ADD HORIZONTAL LENGTH OF KNEE BRACE TO ABOVE SPANS FOR TOTAL BEAM SPAN. SEE TABLE 4 PURLIN SPACING SHALL NOT EXCEED 6'-8" (40x WEB THICKNESS). FOR BEAM SPANS GREATER THAN 40'THE BEAM @ THE CENTER PURLIN AND ONE PURLIN FOR EACH 10' ON EACH SIDE OF THE CENTER PURLIN SHALL INCLUDE LATERAL BRACING AS SHOWN IN DETAIL(48' SPAN W/ PURLINS 0 6'-8" O.C. CENTER PURLIN AND 2 PURLINS EACH SIDE OF CENTER PURLIN NEED LATERAL BRACING) LAWRENCE E. BENNETT, P.E. CIVIL ENGINEER & DEVELOPMENT CONSULTANT P. O. BOX 4368 SOUTH DAYTONA. FL 32121 PHONE 1 (904) 767-4774 FAX # 1 (904) 767-6556 1 m COPYRIGHT, 1996 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT WRITTEN PERMISSION FROM LAWRENCE E.BENNETT, P.E. 14 04 1-1 14'tkl, 1 A j kl r44 < I• g-.- TABLE 2:MAX. UPRIGHT LENGTH FOR SCREEN WALL MEMBERS ALUMINUM ALLOY 6063 T-6 USING SCREEN PANEL WIDTH "W"; SELECT UPRIGHT LENGTH "H" EXAMPLE: SCREEN PANEL WIDTH "W'= 4'; MAXIMUM "H" FOR A 2"x 4"x 0.044"x 0.12" SMB = 17'- 9" MAXIMUM LENGTH "H" WIDTH "W" 31-0@1 41 011 5.-011 61. 011 ,-=7,:.-Owv '._0,-O., �/ 91-011 ONE PIECE EXTRUSIONS FOR UPRIGHTS AND CHAIR RAILS 2"x 2"4.044"4.12" T-7" 6-6" 5'-9" 5'-3" 4'=11 " 4'-7" 414" 2"x 2"x 0.093" OR 10'-0" 9'-1" 8'-1" T-5" 6-10" 6'-5" 6-0" 2"x 3"x 0.050" EXT SELF MATING .BEAMS 2"x 2"x 0.093" OR 13'-0" 11'-3" 10'-0" 9'-2" 8'-6" T-11" T-6" 2"x 3"x 0.050" EXT. 20'-6" 17'-9" 15'-11" 14'-6" 13'-5" 12'-6" 11'-10" 2"x4"x0.044"x0.120" 2"x5"x0.050"x0.120" 25'-2" 20'-10" 18'-10" 17'-6" 16'-4" 14'-5" 13'-9" 2"x6"x0.050"x0.120" 28'-6" 24'-8" 22'-1 " 20'-2" 18'-8" 17'-5" 16'-5" 2"x7"x0.050"x0.120" 31'=2" 27'-1" 24'-3" 22'-1" 20'-0" 19'-2" 18'-1" 2"x8"x0.070"x0.224" 42'-5" 36'-8" 32'-1" 30'-0" 27'-9" 25'-11" 24'-5" 2"x9"x0.070"x0.224" 45'-11" 39'-10" 35'-7" 32'-0" 30'-11" 28'-2" 26-T 2"x9"x0.070"x0.310" 51'-0" 44'-2" 39'-6" 36'-0" 33'-4" 31'-3" 29'-5" SNAP EXTRUSIONS 2"x2"4.044" 8'-7" T-5" 61-8" 6'-1" 5'-7" 5'-3" 5'-11" 2"x3"4.045" 11'-5" 9'-10" 8'-10" 8'-0" T-5" 6'-11" 6-7" 2"x4"4.045" 17'-5" 15'-1" 13'-6" 12'-3" 11'-4" 10'-8" . 10'-0" 2"x6"x0.064" 28'-6" 24'-8" 22'-1" 20'-2" 18'-8" 17'-5" 16'-5" 2"x7"x0.078'* 33'-1" 28'-8" 25'-8" 23'-5" 21'-8" 20'-3" 19'-1" ABOVE HEIGHTS DO NOT INCLUDE LENGTH OF KNEE BRACE. ADD VERTICAL LENGTH OF KNEE BRACE TO ABOVE HEIGHTS__ FOR TOTAL UPRIGHT HEIGHT. LAWRENCE E. BENNETT, P.E. CIVIL ENGINEER & DEVELOPMENT CONSULTANT P. 0. BOX 4368.SOUTH DAYTONA, FL 32121 PHONE 1 (904) 767-4774 FAx # 1 (904) 767-6556 I NOTOTO BIE REP DUCED IN WHOLE OR IN PART WITHOUT WRITTEN PERMISSION FROM_ LAW.RENCE E. BENNETT, P.E. 17 I 2" x 2" OR 2' x 3' POST ANCHOR 1" x 2" x 0.044" PLATE TO CONCRETE WITH 1/4" x 2-1/2' CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUG ANGLE AT 24' O.C. MAX. MIN. 3-1/2' SLAB 2500 P.S.I. CONCRETE 6 x 6 — 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE 2" x 2" OR 2" x 3" POST 2' x 2' x 1 /8" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE AT LOAD BEARING WALL WITH (2) MIN. #10 x 1 /2" S.M.S. EACH SIDE 1' x 2' EXTRUSION 1/4" TAP —CON, T—BOLT OR WEDGE ANCHOR 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE POST TO PLATE TO CONCRETE DETAIL POSTS GREATER THAN 2" x 3" ANCHOR 1" x 2" x 0.044" PLATE TO CONCRETE WITH 1/4" x 2-1/2" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUG ANGLE AT 24' O.C. MAX. MIN. 3-1/2' SLAB 2500 P.S.I. CONCRETE 6 x 6 — 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE 2' x 2' x 1 /8" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE AT LOAD BEARING WALL WITH (2) MIN. #10 x 1/2" S.M.S. EACH SIDE 1' x 2' EXTRUSION 1/4" TAP —CON, T—BOLT OR WEDGE ANCHOR 1-1/8" MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL LAWRENCE E. BENNETT, P.E. CIVIL ENGINEER & DEVELOPMENT CONSULTANT P 0. BOX 4368 SOUTH DAYTONA. FL 32121 PHONE 1 (904) 767-4774 FAX x 1 (904) 767-6556 O COPYRIGHT. 1996 a NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT WRITTEN PERMISSION FROM LAWRENCE E. BENNETT, P.E. 1 i '2 Lu VI 0I- P i N G� w �. j GPi PERIMETER WALL MEMBERS PURLINS AND CHAIR RAILS TO BE SIZED PER TABLE 1 AND 1" x 2' TABLE 2 (PAGE 12, 13.'14-19) DETAIL BELOW FRONT WALL, DOME ROOF, SCREEN ENCLOSURE #10 SMS 0.135" PLATE OUT ON 45' I 1/8" x 1-1/2' x 8' FLAT E EYE -BOLT C.P. OR S.S. FOR CABLE TENSION PERIMETER FRAMING MEMBEF 1750 LB. STAINLESS STEEL NOTE: (1) PAIR OF CABLES REQUIRED FOR EACH 300 SO. FT. OF WALL AREA DETAIL 1: TYPICAL CABLE CONNECTION AT CORNER ` \ 3-1/2' CONCRETE SLAB (TYPICAL) (2) 1 /4" OR (1) 3/8" MASONRY FASTENERS e DETAIL 2: TYPICAL CABLE CONNECTION AT CORNER NOTE: SIDE WALL CABLES ARE NOT REQUIRED ON POOL CAGES THAT DO NOT EXTEND MORE THAN THREE PANEL WIDTHS OR 27'-0* FROM THE MAIN STRUCTURE. END WALL CABLES ARE REQUIRED IF THE SCREENED ENCLOSURE EXTENDS MORE THAN ONE PANEL WIDTH OR 9'-0' FROM THE MAIN STRUCTURE. THE USE OF BLIND OR INTERNAL SCREW CONNECTIONS IN THE CONSTRUCTION OF SCREENED ENCLOSURES IS ACCEPTABLE. LAWRENCE E. BENNETT, P.E. CIVIL ENGINEER & DEVELOPMENT CONSULTANT P. 0. BOX 4368 SOUTH DAYTONA, FL 32121 PHONE 1 (904) 767-4774 FAx # 1 (904) 767-6556 ® COPYRIGHT, 1996 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT WRITTEN PERMISSION FROM LAWRENCE E. BENNETT. P.E. 11 c j Project No.: U I ILMN Vvff E m R !3% A L Report No.: ENGINEERING SCIENCES Date 1st Issue: . Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" .CONCRETE TEST SPECIMENS 15347-009-01 G003 . March 6, 1996 March 12, 1996 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. P4065V FIELD & LAB Date Sampled: 2-29-96 Time Sampled: 1:30 p.m. Sampled By: • V. Lane Slump: 6 in. Truck No.: 280 Air Content (by volume): - N/S % Ticket No.: 2732749 Concrete Temperature: 76 OF Time Batched: 1:05 p.m.. No. of Cylinders Cast: 4 DATA Quantity of Load: '10 cu.yds. Ambient Temperature: 57 OF Water Added At Site: 0 gals. Weather Condition: Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Column Pads: 5B1 - 5B2/4131 - 4132 RESULTS of .TESTING Date Tested Age Days Type of Fracture Test Specimen X=Sect. Area (Sq.n.) Max. Compressive Load. (lbs.) Test Compressive Strength (psi) Average (psi) 3-03-96 3 3 28.19 100,000 3,550 3-07-96 7 3 27.97 125,000 4,450' 3-14-96 14 3-28-96 28 REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 20 cubic yards 1 = Cone, 2 = Cone & Split, 3 =, Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V.L. cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) gdv - Department Manager eering Sciences, Inc. UNIVERSAL \ Report No.: ENGINEERING SCIENCES Date 1st Issue: Date 2nd Issue: Project No.: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 cbmPRESSIVE STRENGTH OF 6" X 1,2" CONCRETE TEST SPECIMENS Client: Mark Construction Company Attn: Mr. Ron Bryan P.O. Box 521728 Longwood, Florida 32752-1728 Project: Welcome Center Building, Central Florida Regional Airport, Sanford, Florida 15347-009-02 G102 March 12, 1996 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. P4065V FIELD & Date Sampled: 03/04/96 Time Sampled: 10:35 a.m. Sampled By: V. Lane Slump: 4 in. Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 2732811 Concrete Temperature: 72 OF LAB DATA Time Batched: 10:05 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 78 OF Water Added At Site: 5 gals. Weather Condition: Sunny Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Gateway foundations 5A - 4A/1 B1 - 1 B2 Date Tested Age Days Type of Fracture 'Test Specimen X-Sect. Area (Sq.ln.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 03107/96 3 3 RESULTS 03/11/96 7 of 03/18/96 14 TESTING 04/01/96 28 REMARKS I This Form Conforms With ASTM C-39 '10 cubic yards of 20 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold. CB = Corner Break cc: Client (2) B.R.P.H (1) Cityof Sanford (1) gdv 28.12 ) 88,000 1 3,.50 1r, P.E. - Department Manager ering Sciences, Inc. I Project No.: UNIVERSAL Report No.: ENGINEERINGSCIENCES Date 1st Issue: Consultants In: Geotechnical Engineering • Date 2nd Issue: Environmental Sciences • Construction Materials Testing Date 3rd Issue: Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 G004 March 11, 1996 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. P4065V FIELD & Date Sampled: 2-29-96 Time Sampled: 2:47 p.m. Sampled By: V. Lane Slump: 3'/2 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2732754 Concrete Temperature: 74 OF LAB DATA Time Batched: 2:24 p.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 57 OF Water Added At Site: 0 gals. Weather Condition: Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Column Pads: 3131 - 362/2131 - 2B2 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (Sq.ln.)„ Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 3-03-96 3 3 28.19 75,000 2,660 3-07-96 7 3 28.12 103,000 3,660 3-14-96 14 3-28-96 28 REMARKS This Form Conforms With ASTM C-39 120 cubic yards of 20 cubic yards N M-0 RE 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break _ Technician:V.L. malzer, P.E. cc: Client (2) '�M e Testing - Department Manager B.R.P.H. Architects (1) 1 Engineering Sciences, Inc. City of Sanford (1) gdv Project NoUNIVERSAL .: Report No.: ENGINEERING SCIENCES Date 1st Issuer Consultants In: Geotechni'cal Engineering • Date 2nd Issue: Environmental Sciences • Consttuction, Materials Testing Date 3rd' Issue: Final Issue.: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 F-813 March 1, 199,6 ,March 7, 1,99.6 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. N/S FIELD & LAB DATA Date Sampled: 2-20-96 Time Sampled: 2:02 p.m. Sampled By: V. Lane Slump: 5 in. Truck No.: 884 Air Content (by volume): N/S % Ticket No.: 2732380 Concrete Temperature: 74 °.F Time Batched: 1:39 p.m. No. of Cylinders Cast: 5 quantity of Load: 10' cu.yds. Ambient Temperature: N%S °F Water Added At Site: 0 gals. Weather Condition: Sunny Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Concourse Column Pads, 1-J1, 2-J1, 4-J1, 5-J1 (Sample at 1-J1) Date Tested Age Days Type of fracture Test Specimen X-Sect. Area (Sq.ln.) Max. Compressive Load (Ibs.) Test Compressive Strength (psi) Average (psi) RESULTS of TESTING 2-23-96 3 3 28.07 75,000 21670 2-27-96_ 7 3 28.07 117,500 4,190 3-5-96 14 3 28.07 127,500 4,550: 3'-,19-96 28 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 50 cubic yards vll� M---- 0 11 M 1 = Cone, 2 = Cone &Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V.L. cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) mlr J e J. Schmalzer, P.E. 66VV` -1 terials Testing -Department Manager Universal Engineering Sciences, Inc. Ulam"I V S A L Order No: 15347-009-01 ENGINEERING SCIENCES Report No: 63139 Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing Date: March 18, 1996 3532 Maggie Blvd. • Orlando, FL 32811 - (407).423-0504 REPORT OF MOISTURE - DENSITY RELATIONSHIP OF SOIL Mark Construction Company CLIENT: P.O. Box 521837 Longwood, Florida 32752 i i PROJECT: International Departures Building, Central Florida Regional Airport, Sanford, Florida = P.O. #733-104 East Employee Parking Lot - Stabilization LOCATION: 125 U_ 120 U w a 0 z D 0 115 s c� w 3 H z D 110 r 0 W 10 15 20 MOISTURE CONTENT (% OF DRY WEIGHT) SUMMARY OF TEST RESULTS ASTM D-1557 TEST METHOD MAX. DRY DENSITY 116.0 pcf OPT. MOIST CONTENT 9'4 % UNIFIED SOIL CLASS. SOIL. DESCRIPTION: Brown to gray sand with silt FILL: NAT. GROUND: 8.8 % MINUS NO. 200 SIEVE CURVES OF 100 %= SATURATION - FORS SPECIFIC GRAVITY EQUAL TO: 2.75 2.70 2.t`5 cc: Client (2) Md jsfln nalzer,P.E. B.R.P.H. Architects (1) g-Department Manager City of Sanford (1) ngineering Sciences, Inc. gdv � I 'Val F E " Project No UN N O'S A L ENGINEERING SCIENCES Report No. Consultants In: Geotechnical Engineering • Date: Environmental Sciences • Construcfion Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON FLORIDA BEARING VALUE 15347-009-01 63037 March 18, 1996 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Arirport, Sanford, Florida (P.O. No. 733-104) Course: Stabilized Subgrade Date Sampled: 03/14/96 RESULTS Test No. Location or Description of Soil Florida Bearing Value (psi) 1 East parking lot - east side 100+ 2 East parking lot - west side 100+ Note: The above samples meet the minimum Florida Bearing Value requirement of 75 psi per Seminole County specifications. - cc: Client (2) 0 Ia d . E. ger C t ion Services Uni n nne i 'ences, Inc. e a Project No.: UMVERSAL Report No.: Date 1st Issue:, ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6"`X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 G003 March 6, 1996 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. P4065V FIELD & Date Sampled: 2-29-96 Time Sampled: 1:30 P.M. Sampled By: V. Lane Slump: 6 in: Truck No.: 280 Air Content (by,volume): ` •.. N/S % Ticket No.: 2732749 Concrete Temperature: 76 -°F LAB DATA Time Batched: 1:05 P.M. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 57 °F Water Added At Site: 0 gals. Weather Condition: Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: I Column Pads: 561 - 5B2/461 - 482 Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area, (Sq.ln.) Max. Compressive Load (Ibs.) Test Compressive Strength (psi) Average (psi) 3-03-96 3 3 28.19 100,000 3,550 RESULTS of 3-07-96, 7 3-14-96 14 TESTING 3-28-96 28 REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 20 cubic yards 0 1-d llts�' 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V.L. cc: Client (2) B.R.P.H. Architects (1) City of Sanford .(1) gdv Fred J. Schmalzes, P.E. Materials Testing - Department Manager Universal Engineering Sciences, Inc. :a p Project No.: 15347-009-01 %.JINDVEROVOE3" A" L i ENGINEERING SCIENCES Report No.: 62460 Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing Date: March 6, 1996 3532 Maggie Blvd. - 'Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Area Tested: Loading Bridge, Column Pads - Fill Reference Datum: 0 = Bottom of Foundation Footing Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: 02-28-96 Laboratory: AASHTO T-180 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. 5B1/5B2, 0 - 1 foot 108.0 10.2 108.2 6.5 100.2 2. 461 /462, 0 - 1 foot 108.0 10.2 107.9 8.4 99.9 3. 3B1/3132, 0 - 1 foot 108.0 10.2 T07.1' 8.0 99.2' 4. 2B1/2B2, 0 - 1 foot 108.0 10.2 1'07.2 7.1 99.3 5. 1 B1 /1 B2, 0 -1 foot 108.0 10.2 107.1 8.9 99.2 Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) gdv City of Sanford Bld. Dept. (1) Fred J..Schmalzer, P.E. Materials Testing - Department Manager Universal Engineering Sciences, Inc. Project No.: 'UNIVER'SAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date end issue: Consultants In: Geotechnical Engineering.- Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. N/S FIELD & LAB DATA Date Sampled: 2-20-96 Time Sampled: 2:02 p.m. Sampled By: V. Lane Slump: 5 in. Truck No.: 884 Air Content (by volume): N/S % Ticket No.: 2732380 Concrete Temperature: 74 OF Time Batched: 1:39 P.M. No. of Cylinders Cast: 5 Quantity of Load: '10 cu.yds. Ambient Temperature: N/S OF Water Added At Site: 0 gals. Weather Condition: Sunny Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Concourse Column Pads, 1-J1, 2-J1, 4-J1, 5-J1 (Sample at 1-J1) RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (Sq.ln.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 2-23-96 3 3 28.07 75,000 2,670 2-27-96 7 375=96` 14 3-19-96 28 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 50 cubic yards IVI Vy' ` I 1 = Cone, 2 = Cone & Split,'3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V.L. cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) mlr Fred J. Schmalzer, P.E. Materials Testing - Department Manager Universal Engineering Sciences, Inc. Central Floridan TERMINALS, Inc. Orlando Sanford Airport One Red Cleveland Blvd. Suite 201 Sanford, FL 32772-0818 Fax: 407-323-9794 407-324-9681 April 26,1996 Gary Winn City of Sanford Building Department P.O. Box 1788 Sanford, Florida 32772-1788 Re: Interim Services Fee Orlando Sanford Airport Accompanying this letter is a list of service fees and a check for the amounts shown on the list. The list indicates pro -rated property taxes called fees for the various improvements to the city's airport on our leased land. There is an ongoing discussion as to the appropriateness and accuracy of these fees, but for the purpose of continuing the project, CFT is submitting a check for the requested amount. It has been stated to us and we are submitting accordingly, that if future decisions reduce the fees, the differences will be refunded. Sincere , Nelson Blankenship, Jr. General Manager Central Florida TERMINALS, Inc. Orlando Sanford Aiport One Red Cleveland Blvd. , Suite 201 Sanford, FL 32773 City of Sanford L le 4* ARWALs •a+Or G'gATKM & NATURALIZATION BERVKMS WAnvm NI�ININI�I�IfIIIRIIIIJI�I O I I jol @Tumnd(D QG'IP o G3D l•QOGlP o G3 1 Red ClevejMd BIVJ-' —x I x x NTgiTiATlOtiAL BAGGAGE HANDUNG x x ..- x pm III UG La II JJ o 0 0 _ o acnwraF 0 MST FLOOR PLAN - - - - L :" Zo (P 20C TENANT Zo4 Z®; DOU RE A C Zan ?-1 6 z.&7 zo TENANT TISNAW L.0813Y ST.i WOMME314; SVC 014 P FI. aoiL 2 Red G/ev'eland b'mu/evard -ZlIC1,16 Project No.: 15347-009-01 uMVERSAL Report No.: 61.943 ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: February 22, 1996 Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Area Tested: Concourse Column Pads - Fill Reference Datum: 0 = Top of Fill Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: February 20, 1996 Laboratory: AASHTO T-180 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Location of Test Density Dry Lbs/CuFt Moisture Percent Dry Lbs/CuFt Moisture Percent Density Percent 1. Column Pad 1-J1, 0-1 Foot 102.3 13.2 100.9 8.4 98.6 2. Column Pad 2-J1, 0-1 Foot 102.3 13.2 99.8 6.9 97.6 3. Column Pad 4-J1, 0-1 Foot 102.3 13.2 101.1 4.6 98.8 4. Column Pad 5-J1, 0-1 Foot 102.3 13.2 99.5 8.1 97.3 Technician:V.L. cc: Client (2) B.R.P.H. Architects (1) mlr City of Sanford Bld. Dept. (1) ar, P.E. - Department Manager ering Sciences, Inc. w UN ENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Order No.: 15347-009-01 Report No.: 63650 Date: March 29, 1996 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departure Building trakElorida Regional Airport, Sanford, Florida - O.O. # 733-104 Area Tested: Subgrade Beneath Prop Parking Lot Stabilization o Reference Datum: N/A Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 03/26/96 Laboratory: ASTM D-1557 Modified Proctor Remarks: .The tests below meet the minimum 98 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Stabilized Density Dry Moisture Dry Moisture Density Depth Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Inch Employee Parking Lot 1. South Curb Lin,e.30 Feet West of East End 116.0 9.4 114.1 8.6 98.3 61/2 2. South Curb Line 30 Feet East of, West End 116.0 9.4 113.9 6.8 98.1 6 3. 30 Feet Northwest of Southeast Corner 116.b 9.4 114.3 8.6 98.5 6 4. 20 Feet Northeast of Southwest Corner 116.0 9.4 113.8 8.4 99.1 6'/2 5. 15 Feet South of Storm Structure No. 1 116.0 9.4 113.7 8.2 98.0 6 6. 15 Feet South of Storm Structure No. 2 116.0 9.4 114.3 8.6 .., :. 08.5 61/4 7. 25 Feet Southwest of Storm Structure 116.0 9.4 115.1 9.6 = c ..,9.2 6 No.1 ';- f. 8. 25 Feet Southwest of Storm Structure 116.0 9.4 115.3 9.8 99.3 ;" 6 No.2 Technician: M. DeGanhal cc: Client (2), B.R.P.H. (1), City of Sanford (1) gdv r e �; F malzer, P.E. at r' (testing - Department Manager Univers II Engineering Sciences, Inc. Um N I V E 0 R' "! So'ho AN L ENGINEERING SCIENCES I Consultants In: Geotechnical Engineering i Environmental Sciences - Construction Materials Testing, 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423, 0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Order No.: 15347-009-01 Report No.: 63655 Date: March 29, 1096 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - O.O. # 733-104 Area Tested: Stabilized Subgrade Beneath Staff Parking Lot, North End - Stabilization Reference Datum: N/A Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: 03/27/96 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 98 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Note: First 3 in. of parking lot subgrade was very sandy. Laboratory Test Results - Field Test Results Maximum, Optimum Density Field Maximum Stabilized Density Dry- Moisture Dry Moisture Density Depth Location of Test Lbs/CuFt Percent Lbs/CuFt Percent, Percent Inch 1. 20'Feet West and 20 Feet North of Storm 116.0 9.4 11:3.8 -9.8 98.1 6 Structure No. 2 w 2. 60 Feet North of Storm Structure No. 2 116.0 9.4 113.6 8.0 98.0 61/4 3., 20 Feet West and 20 Feet North of Storm 116.0 9.4 114.1 8.3 98.4 6 Structure No. 1 4. 60 Feet North of Storm Structure No. 1 116.0 9.4 113.8 7.6 98.1 61/4 5. 30 Feet East of West End, North Curb Pad, 116.0 9.4 115.0 9.3 99.2 7 Right Side 6. 30 Feet East,of West End, North Curb Pad, 116.0 9.4 114.4 8.8 98.6 63/4 Left Side 7. 30 Feet West of. East End, North Curb Pad, 11.:6.0 9.4 114.8 8.1 98.9 7 Right Side - 8. 30 Feet West of East End, North Curb Pad, 116.0 9.4 114.5 9.5 98.7 6% Left Side Technician: b. Billings cc: Client (2), B.R.P.H. (1), City of Sanford (1) gdv z, P.E. e g - Department Manager Universal �qjierneering Sciences, Inc. Project No.: I ' `UNIVERSALReport No.: ENGINEERING SCIENCES Date 1st Issue: Date 2nd Issue: Consultants In. Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 G150 March 14, 1996 April 4, 1996 April 4, 1996 Client: Mark Construction Company Attn: Mr. Ron Bryan P.O. Box 521728 Longwood, Florida 32752-1728 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. P4065V FIELD & LAB DATA Date Sampled: 03/06/96 Time Sampled: 1:00 P.M. Sampled By: V. Lane Slump: 4 in. Truck No.: 256 Air Content (by volume): N/S %% Ticket No.: 2732918 Concrete Temperature: 77 OF Time Batched: N/S No. of Cylinders Cast:. 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 84 OF Water Added At Site: 0 gals. Weather Condition: Sunny Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Column Pads 5J1 to 5J2/4J1 to 4J2 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (Sq.ln.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 03/13/96 7 3 28.09 112,000 1 3,990 04/03/96 28 3 28.08 136,000 4,840 04/03/96 28 3 28.08 138,000 4,910 4,880 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 20 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break d lalzer, P.E. cc: Client (2) Ma errs e ' ing - Department Manager B.R.H.P. (1) UnirrersaI . rigineering Sciences, Inc. City of Sanford (1) gdv 3! Project No.: UNIVERSAL Report No.: ENGINEERINGSCIEINCES Date 1st 'Issue: Date 2nd Issue: Consultants In: Geotechnical Engineering Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 G151 March 14, 1`996 April 4, 1996 April 4, 1996 Client: Mark Construction Company Attn: Mr. Ron Bryan P.O. Box 521728 Longwood, Florida 32752-1728 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. P4065V FIELD & LAB DATA Date Sampled: 03/06/96 Time Sampled: 1:35 p.m. Sampled By: V. Lane Slump: 51/2 in. Truck No.: 22 Air Content (by volume): N/S % Ticket No.: 2732920 Concrete Temperature: 78 OF Time Batched: 1:09 P.M. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 84 OF Water Added At Site: 0 gals. Weather Condition: Sunny Contractor:. Advanced Site & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Column Pads 3J1 to 3J2/2J1 to 2J2 to 2A/1J1 to 1J2 to 1A RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (Sq.ln.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 03/13/96 7 3 28.09 99,500 3,540 04/03/96 28 3 28.08-. 133,500 4,750 04/03/96 28 3 28.08 124,000 4,420 4,590 H REMARKS This Form Conforms With ASTM C-39 '20 cubic yards of 20 cubic yards. ® ® RI M 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break. cc: Client (2) B.R.H.P. (1) City of Sanford malzer, P.E. s sting - Department Manager al , ngineering Sciences, Inc. gdv L Order No: 15341-009-01 ENGINEERING SCIENCES Report No: 63934 Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing Date: April 4, 1996 3532 Maggie Blvd. - Orlando, FL 32811 (407) 423-0504 REPORT OF MOISTURE - DENSITY RELATIONSHIP OF SOIL Mark Construction Company .CLIENT: P.O. Box 521837 Longwood, Florida 32752 PROJECT: LOCATION: International Departures Building, Central Florida Regional Airport, Sanford, Florida — P.O. #733-104 Employee Parking Lot - Base Course Material 125 U- 120 U 0: W a. rn 0 z I a 115 H s w 3 z r IIC 0 lot 5 10 15 20 MOISTURE CONTENT (% OF DRY WEIGHT) cc: Client (2), B.R.P.H. (1), City of Sanford (1) SUMMARY OF TEST RESULTS TCCT .•ETWOD ASTM D-1557 tY DENSITY 119.4 Pcf )IST. CONTENT 11.3 % I SOIL CLASS. -- SCRIPTION: merock NAT. GROUND: -" JS NO. 200 SIEVE CURVES OF 100 % SATURATION FOR SPECIFIC GRAVITY EQUAL. TO: 2-75: 2.70 2.65 t, Fre malzer, P.E. r `is 'eesting - Department Manager Unier a lEngineering Sciences, Inc. gdv UNIVERSAL , Project No ENGINEERING SCIENCES Report No. I Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing Date: i 3532 Maggie Blvd: • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 15347-009-02 64027 April 5, 1996 REPORT ON FLORIDA BEARING VALUE C� 1 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 Course: Stabilized Subgrade Date Sampled: 04/04/96 RESULTS Test No., Location or Description of Soil Florida Bearing Value _ (Psi) 1 30 feet west of east end of right side of curb pad (Staff Parking) 84 Note: The'above samples meet=the minimum Florida Bearing Value requirement of 75 psi per Seminole County specifications: Note: This is a retest of failure sampled on 03/27/96 on Report No. 63717. cc: . Client (2) B.R.P.H. (1), City of Sanford (1) gdv ).E. ►epartment Manager ing Sciences, Inc. Project No.: 15347-009-01 "w""AL UUMN"Emo) Report No.: G003 Date 1st Issue: March 6, 1996 ENGINEERING SCIENCES Date 2nd Issue: March 12, 1996 Consultants In: Geotechnical Engineering • Date 3rd Issue: March 14, 1996 Environmental Sciences • Construction Materials Testing Final Issue: March 29, 1996 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. P4065V Date Sampled: 2-29-96 Time Sampled: 1:30 p.m. Sampled By: V. Lane Slump: 6 in. FIELD & LAB DATA Truck No.: 280 Air Content (by volume): N/S % Ticket No.: 2732749 Concrete Temperature: 76 OF Time Batched: 1:05 P.M. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 57 OF Water: Added At.Site: 0 gals. Weather Condition: Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Column Pads: 5B1 - 562/4131 - 462 RESULTS Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (Sq.ln.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 3-03-96 3 3 28.19 100,000 3,550 3-07-96 7 3 27.97 125,000 4,450 of 3-14-96 14 3 28.20 144,000 5,110 TESTING 3-28-96 28 3 27.87 160,000 5,740 5,430 REMARKS IL This Form Conforms With ASTM C-39 '10 cubic yards of 20 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone A Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V.L. cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) gdv sr, P.E. - Department Manager Bering Sciences, Inc. Project No.: 15347-009-01 UN I IV E ff namb E3 A L Report No.: G004 Date 1st Issue: March 11, 1996 ENGINEERING SCIENCES Date 2nd Issue: March 14, 1996 Consultants In: Geotechnical Engineering • Date 3rd Issue: March 29, 1996 Environmental Sciences • Construction Materials Testing Final Issue: March 29, 1996 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. P4065V FIELD & LAB DATA Date Sampled: 2-29-96 Time Sampled: 2:47 p.m. Sampled By: V. Lane Slump: 3'/2 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2732754 Concrete Temperature: 74 °F Time Batched: 2:24 p.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 57 °F Water Added At Site: 0 gals. Weather Condition: Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Column Pads: 3131 - 362/261 - 262 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (Sq.ln.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 3-03-96 3 3 28.19 75,000 2,660 3-07-96 7 3 28.12 103,000 3,660 3-14-96 14 3 28.20 128,500 4,560 3-28-96 28 3 27.87 1 147,000 1 5,270 1 4,920 REMARKS This Form Conforms With ASTM C-39 20 cubic yards of 20 cubic yards ILI] N UFAR, !Ul 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V.L. cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) Izer, P.E. ng - Department Manager ineering Sciences, Inc. gdv Project No 0 NIVERSAL Report. No, ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 REPORT ON FLORIDA BEARING VALUE 15347-009-01 63717 March 29, 1996 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida P.O. No 733-104 (Staff Parking Area) Course: Stabilized Subgrade Date Sampled: 03/27/96 Sampled By: B. Billings RESULTS Test No. Location or Description of Soil Florida Bearing Value (psi) 1 30 feet east of west end, right side of curb pad 100+ 2 30 feet east of west end, left side of curb pad 96 3 30 feet west of east end, right side of curb pad 96 4 30 feet west of east end, left side of curb pad 164 Note: The above sample 'does not meet the minimum Florida Bearing Value requirement of 75 psi per Seminole County specifications. cc: Client (2), B.R.P.H. (1), City of Sanford (1) alzer, P.E. D anager - Materials Testing Unive I n I, ring Sciences, Inc. gdv Project No. 15347-009-01 U N I wt DRUE: '30 A L Report No. 63724 ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: March 29, 1996 Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON FLORIDA BEARING VALUE Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida P.O. No 733-104 Course: Final Grade Date Sampled: 03/26/96 Sampled By: M. DeGanhal RESULTS Test No. Location or Description of Soil Florida Bearing Value (psi) 1 South curb line, west end 100+ 2 South curb line, east end 96 3 Approximate center, south half 96 4 10 feet west of Storm Inlet No. 2 96 Note: The above samples meet the minimum Florida Bearing Value requirement of 75 psi per Seminole County specifications. cc: Client (2), B.R.P.H. (1), City of Sanford (1) gdv zer, P.E. nager - Materials Testing neering Sciences, Inc. a OIL a e,-5A' L Project No.: 15347-009-01 U imv, 1 1 IV/ E 13 00" Report No.: F-813 = ENGINEERING SCIENCES Date 1st Issue: March 1, 1996 Consultants In: Geotechnical Engineering • Date 2nd Issue: March 7, 1996Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: March 19, 1996 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. N/S FIELD & Date Sampled: 2-20-96 Time Sampled: 2:02 p.m. Sampled By: V. Lane Slump: 5 in. Truck No.: 884 Air Content (by volume): N/S % . Ticket No.: 2732380 Concrete Temperature: 74 OF LAB DATA Time Batched: 1:39 p.m. No. of Cylinders Cast: 5 Quantity of Load: 10' cu.yds. Ambient Temperature: N/S OF Water Added At Site: 0 gals. Weather Condition: Sunny Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Concourse Column Pads, 1-J1, 2-J1, 4-J1, 5-J1 (Sample at 1-J1) Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (Sq.ln.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 2-23-96 3 3 28.07 75,000 2,670 RESULTS of TESTING 2-27-96: 7 3 28.07 117,500 4,190 3-5-96 14 3 28.07 127,500 4,550 3-19-96 28 3 28.16 146,000 5,180 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 50 cubic yards 1 = Cone, 2 = Cone & split, 3 =Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V.L. cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) mlr P.E. Department Manager Bring Sciences, Inc. 1■ 7 yUNIVERSAL Project No.: 15347-009-02 Report No.: G102 ENGINEERING SCIENCES Date 1st Issue: March 12, 1996 Consultants In: Geotechnical Engineering • Date 2nd Issue: March 14, 1996 Environmental Sciences • Construction Materials Testing Date 3rd Issue: March 19, 1996 Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Attn: Mr. Ron Bryan P.O. Box 521728 -- Longwood, Florida 32752-1728 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. P4065V Date Sampled: 03/04/96 Time Sampled: 10:35 a.m. Sampled By: V. Lane Slump: 4 in. FIELD & Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 2732811 Concrete Temperature: 72 OF LAB DATA Time Batched: 10:05 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 78 OF Water Added At Site: 5 gals. Weather Condition: Sunny Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Gateway foundations 5A - 4A/161 - 1 B2 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (Sq.ln.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 03/07/96 3 3 28.12 88,000 3,150 -03/11/96 7 3- 28.03 103,000 3,670 03/18/96 14 3 28.17 120,000 4,260 04/01/96 28 REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 20 cubic yards Im 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break cc: Client (2) B.R.P.H (1) Cityof Sanford (1) gdv P.E. Department Manager ng Sciences, Inc. S SATE STARTED: CITY OF SANFORD. FLORIDA Requhst for Final Inspection for Corti icat-of Occupancy ADDRESS: The Building Department has prepared a certificate of occupancy for the above location and is requesting a f inal inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of Occupancy, or submit a certificate of occupancy addendum if it has been denied. Your prompt attention will be appreciated. Thank you. DISTRIBUTION: Engineering Department Fire j Public Works Utilities/Cross Connection Zoning (C.. a 0 DATE STARTED: CITY OF SANFORD. FLORIDA Ile qu,e*st for Final Inspection for: Certificate n occu puny ADDRESS: / / (�C �;� � 1-�CJ -P � �=� Ql LO The Building Department has prepared a certificate of occupancy for the above location and is requesting a final inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of Occupancy, or submit a certificate of occupancy addendum if it has been denied. Your prompt attention will be appreciated. Thank you. DISTRIBUTION: Engineering Department :" Fire Public Works Utilities/Cross Connecti Zoning OF DATE STARTED: CITY OF SANFORD. FLORIDA Requbst for Final inspection for*: Certificate -of Occupancy ct ADDRESS:.. The Building Department has prepared a certificate of occupancy for the above location and is requesting a final inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of occupancy, or submit a certificate of occupancy addendum if it has been denied. Your prompt attention will be appreciated. Thank you. DISTRIBUTION: EngineeringDepartment artment p Fire Public Works Utilities/Cross Connection Zoning DATE STARTED: CITY OF SANFORD, FLORIDA Requbst for Final Inspection for*. Certificate of R.ccupancY ADDRESS: J The Building Department has prepared a certificate of occupancy for the above location and is requesting a final inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of Occupancy, or submit a certificate of occupancy addendum if it has been denied. Your prompt attention will be appreciated. Thank you. DISTRIBUTION: Engineer' Department Fire Public Work Utilities/C Zoning Order No.: 15347-009-01 uNIVEORSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS i Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Report No.: 64547 Date: April 17, 1996 Project:' International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. # 733-104 Area Tested: Subgrade Beneath Prop Slab - Native Reference Datum: 0 = Top of Native I Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: 04/15/96 Laboratory: ASTM D-1557 Modified Proctor Remarks: 'The tests below do not meet the minimum 100 percent relative soil compaction requirement of Laboratory i Proctor maximum dry density. Note: Additional compactive effort is required to meet specifications. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test (Lbs/CuFt) (Percent) (Lbs/CuFt) (Percent) (Percent) East Concourse Extension 1. 50 feet south of north end, 0 - 1 foot 109.7 11.7 106.4 6.2 '96.9 2. 150 feet south of north end, 0 - 1 foot 109.7 11.7 107.6 6.6 198.1 3. Approximate center of storage area, 0 - 1 foot 109.7 11.7 106.9 6.8 197.4 Technician: M. Deganhal cc: Client (2), B.R.P.H. (1), City of Sanford (1) 1 .. P.E. Department Manager ?ring Sciences, Inc. UNI� / � � � � Order No: 15347-009-01 ENGINEERING SCIENCES Report No: 55744 Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing Revised: 04/19/96 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 REPORT OF MOISTURE - DENSITY RELATIONSHIP OF SOIL -CLIENT: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 PROJECT: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 LOCATION: Southwest Parking Area Approximate Center - Stabilization 115 110 U w a 0 z 0 a 105 c� w 3 z D >_ 10C 0 95 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5 10 15 20 MOISTURE CONTENT I% OF DRY WEIGHT) cc: Client (2), B.R.P.H. (1), City of Sanford (1) gdv. SUMMARY OF TEST RESULTS TEST METHOD ASTM D-1557 MAX. DRY DENSITY 109.7 pcf OPT. MOIST. CONTENT 11.7 0/0 UNIFIED SOIL CLASS. SOIL DESCRIPTION: Brown sand FILL: "" NAT. GROUND: -- % MINUS NO. 200 SIEVE 4.6 CURVES OF 100% SATURATION FOR SPECIFIC GRAVITY EQUAL TO 2.75 2.70 2.65 25 J. '. ' rYlaf , P.E. 4-ial estin Department Manager s Engi a 'ng Sciences, Inc. Order No.: 15347-009-01 ' m UIM'RIVElmnSARL NIL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Report No.: 64548 Date: April 18, 1996 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. # 733-104 Area Tested: Subgrade Beneath East Concourse Extension - Native Reference Datum: 0 = Top of Native Type of Test - Field: ASTM D-1556 Sand Cone Method Date Tested: 04/15/96 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 100 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Note: The following are retests of failures from Report No. 64547 taken on April 15, 1996. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test (Lbs/CuFt) (Percent) (Lbs/CuFt) (Percent) (Percent) 1. 50 Feet South of North End, 0 - 1 Foot 109.7 11.7 109.8 10.6 100.0 2. 100 South of North End, 0 - 1 Foot 109.7 11.7 109.9 11.4 100.1 3. 150 Feet South of North End, 0 - 1 Foot 109.7 11.7 110.3 9.6 100.5 4. 250 Feet South of North End, 0 - 1 Foot 109.7 11.7 110.6 9.8 100.8 5. Baggage Equipment Storage Area, Approximate Center, 109.7 11.7 111.4 11.6 101.5 0 - 1 Foot Technician: M. Deganhal cc: Client (2), B.R.P.H. (1), City of Sanford (1) gdv P.E. Department Manager ring Sciences, Inc. PERMIT ADDRESS I( .(� i l,P,�J�� �%GJC PERMIT NUMBER , Total Contract Price of Job fr) - C-/(, Total Sq. Ft. Describe Work I Type of Construction Flood Prone (YES) (NO) .Number of Stories Number of Dwellings Zoning Occupancy: Residential Commercial Industrial LEGAL DESCRIPTION TAX I.D. NUMBER )lease attach_printout from Seminole County) OWNER ADDRESSC) CITY ' i1 r,� At TITLE HOLDER (IF ADDRESS CITY 'in, BONDING COMPANY ADDRESS CITY ARCHITECT ADDRESS CITY MORTGAGE LENDER ADDRESS CITY STATE THAN OWNER) n. " '�<- A i i% I (— J ID 1 C STATE t STATE STATE STATE PHONE NUMBER A 1 4 Ci ZIP ZIP ZIP ZIP CONTRACTOR ( C _ PHONE NUMBER 4An ADDRESS _3 ST. LICENSE NUMBER E UCH CITY STATE ZIP Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information.is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. !0 ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF ' ITHE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. ***1F**+ktlttt*1F+�1►,kik�t*********1t******�**tr*irir******ie'**** **** rt**** **** * *****rt*********** H 'U Z W 0 ture ofl- Owner /Agent r Type or Print Owne�r�/Agerit Name Signat a of Notary & D�-&, e /_ (Official Seal) %iD 1 ro h rt co m a o n Sign u`r�' of ontractor & ate M a �- En • � z ype or Print Contractor's Name I O ^ !O� 0 H Signatur of Notary & Date CC11 i� (O ficial Seal) y, N 4•MARY D. WILLIAIMSON fMAAY D. WILLIAIMSON � Notary Public, State of Florida c Notary Pudic, Sate of Florida My comm. expires May 23,1 M My Comm expires May 23,1996 No. CC191851 ' a 3 No. CCIOI851 �. z 0 r Application Approved BY: Date: G FEES: Building �s Ra Police Fire ~ Open Space Road Impact Application 0 to 4-4 N o o. PERMIT VALIDATION: CHECK CASH DATE BY ro 0 at to AAt - ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) ;zaae. ® **** THIS APPLICATION USED FOR WORK VALUED—$2500.00 OR MORE 0 z ro 0 a G 0 CITY OF SANFORD. FLORIDA PERMIT NO ` _ ( S�) DATE &/ �` THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOL- LOWING ELECTRICAL WORK: OWNER'S NAM ADDRESS OF JOB— C I �c ELEC. CONTR Residential —Non-residential , t Subject to rules and regulations of the city and national electric codes. Number AMOUNT ; Alteration A i ion Repair ! ! C an vice Residential " Commercial Mobile Home ; Factory Built Housing New Residential 0-100 Amp Service 101-200 Amp Service 201 Amp and above New Commercial Amp Service i Application Fee TOTAL II By signing this application 1 am stating I will be in compliance with the N inclu ing Article 110, Action rV and 110-10. Bui g Official Master Electrician �SoEoccc)g CeeTli-lc:t> STATE COMPETENCY NO. 2 PLAl OF DESCRIPT10"i f or, CENTRAL FLORIDA TERMINALS, INC. Legal Description p�'-,2CEL 1: Fr•or, the South 1/4 Section Corner of 6, Township 20 youth. Range 31 East, Seminole County, Florida, run Due East, parallel with the centerline of runway 9-27, a cistance of 3920.59 feet: thence run N.00°06' 21"ld. 147.7.33 feet; thence run t1,89' 3'39"E. 132,30 feet; thence run N.00'06'21"W. 143.77 feet; thence run S.89°53'39"'N. 81.00 feet; thence run N.00005'21"W. 65.00 fc<?t for a POINT OF BEGINNING; thence continue N.00'06'21"11. 300.00 feet: thence run N.89°53'39"E, 21.72 feet; thence run N.44'53'39"E. 115.00 feet; thence run S.45'06'21"E, 40.00 feet: thence run S,44'93'39"W, 75.00 feet; thence run N.89°53'39"E. 21.72 feet; thence run S.00'06'2.1"E. 280.00 fQet: thence run N.89'53'39"E. 70.00 feet; thence run S.00°06'21"E. 30.00 feet: thence run S.89'53'39"W. 70.00 feet; thence run H. 00'06'21"1"'. 10.00 feet; thence run S.89'53'39"W. 100.00 feet to the POINT OF BEGINNING, PARCEL 2: From the South 1/4 Section Corner of Section 6, Township 20 South, Range 31 East, Seminole County, Florida, run Due East, parallel with the centerline of runway 9-27. a distance of 4172.93 feet; thence run N.00'06' 21"W. 1461.17 feet for a POINT OF BEGINNING; thence continue N.00'0621"1-1. 237.44 feet; thence run N.89'53' 39"E. 211.67 feet; thence run S.00'06'21"E. 237.44 feet; thence run S.89°53'39"1!. 211.67 feet to the Point of Beginning; AND ALSO from said South 1/4 Section Corner of Section 6, run Due East, parallel with the centerline of runwav 9-27, 3 distance of 4172.93 feet; thence run N.00'06'21"W. 1698.61 feet; thence run S.89053'39"111. 30.00 feet for a POINT OF BEGINNING: thence continue S.89°5339"W. 83.00 feet; thence run S.00°06'21"E. 20.00 fe-ct; thence run S.45'06'21"E. 19.80 feet; thence run N,89'5339"E. 69.00 feet; thence run N.00'06'21"W. 34.00 feet to the Point of Beginning. SURVEY NOTES: 1) Bearings shown hereon are based on the centerline of runway 9-27 being due East. 2) Coordinates shown hereon are based on the horizontal control system for the Central Florida Regional Airport. SURVEYOR'S CERTIFICATE This is to certify that I have rnadn a survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this survey meets the Minimum Technical Standards as set forth by the Florida Board of Professional Surveyors and Flappers in Chanter 61G17-6, Florida Adriinistrative Code, pursuant to Section 472 27 of the Florida Statutes. �Lh � KITNER SURVEYING R. BLAIR KITNER - P.L.S. No. 3382 P. 0, Box 823 - Sanford:; Florida 32772-0823 • (407) 326-2000 Survey Date: 20 July 1995 Revised for changes to Parcel 2: 25 October 1995 s N.81'53 29'E. - 21.72 r� Ji AREA SUMMARY PARCEL 1: 35,900 Square feet /j 4,100 Square feet 31,800 Square feet PARCEL 2: P - 52,983 Square feet z Q �! W �� 8,695 Square feet 'LT, N 044,288 Square feet ��� � / !�!'' 8 1 POINT OF BEGINNING NQ2 (PARCEL 2) 6. Z W 44 5OUTU EDGE CONC. APRON $9">3 _ _ 5 _i9_W T 70.00 MCP •y^+ 1.., 10000 hia - - - -� r �'.= 1_ �.-- N.B°1.5'199'E• 211.67 ow 1 *19 r �_- 69.00' , �) 9.89•S ;9-w�`c M.A1'Sii4b per. f �\ N 5.00'06 211. - 20.00 E X15TING TERMINAL �L .� I `" 3 k; all cr � � I o a 3 �; }�• N 1_ 152. i0 J I z } IF LL)lie s� (I .5.89.53'iPl'W. 211L7' -� W z C 1E- FOINTOF BEGINNING NO. I (PARCEL 2) N - 764G.W1 52I9.5151 o I \( N N 0 0 app 8 d zl ZI -- - _DUE EAST 4172.4q)3V - Total Area - Building Area - Ramp Area - Total area - Land Area - Building Area LE_ I INDICATES RAMP AREA E -INDICATES BLDG. AREA �5 -1NDICAIE5 LAND AREA I � dtannia rites nnia U/L Label Regd. BIZ I I�u M ► MA--(fA --- --- -/ ELECT R!CAL SERVICE IS — - -- ASSUMED TO BE 120 V. ONLY. IF OTHER VOLTAGE IS TO BE USED, ADVISE US IMMEDIATELY. G LAYOUT APPROVED BY: l Customer. Date: RAPHIC YSTEMS INCORPORATED Architectural Signage 4493 36r_h St., S.W. Orlando, FL 32811 Telephone (407) 648-5353 Fax (407) 648-0370 0 0 D � � Revisions: PL"olect —! aft Sheet #: H.W. "BILL" SUBER, CIA, ASA TERRY GOEMBEL, CFE Seminole County Property Appraiser ADMINISIRA WE DIRECTOR SEMINOLE COUNTY SERVICES BUILDING 1101 EAST FIRST STREET SANFORD, FLORIDA 32771 TELEPHONE (407)321-1130 EXT 7506 FAX (407)330-9542 April 1, 1996 Sanford Building Department Post Office Box 1788 Sanford, Florida 32771 Attention: Gary Winn Ref: Exempt Status for Property Used for Airport.Operatfons Dear Mr. Winn, TERRY P. MANFRE, CFE, ASA APPRAISAL DIPEC1'OR Under current guidelines, property that is being used exclusively for normal operations of the airport is tax exempt. The new terminal, concourse, departure building and welcome center fall within these guidelines and would therefore be exempt from taxation. ._This office requires that the Airport Authority provide updated information regarding exemption status and use of property on an annual basis. This assists in ensuring proper compliance with current laws and regulations. The property mentioned above should be included on all such reports, in the future. If you have any additional questions, please feel free to contact this office. Sincerely, H.W. "Bill" Suber, CFA, ASA Seminole County Property Appraiser Cindi L. Robinson, CFE Customer Service/Exemption Supervisor ARKMEN CO. C 0 N S T R U C T 1 0 N PHONE (407) 831-6275 FAX (407) 332-5311 Mailing Address Location P.O. Box 521728 1969 Corporate Square Dr. Longwood, Florida 32752-1728 Longwood, Florida 32750 #CG C001227 #CG CO25899 Building Department City of Sanford GENTLEMEN: WE ARE SENDING YOU ® Attached ❑ Shop drawings ❑ Submittals ❑ Copy of letter ❑ Change order LEUUTQ OF URAN§ U QL DATE February23 1996 JOB NO. ATTENTION Gary Winn RE Orlando Sanford Airport lCe I) 1 �.OriCOurS� ❑ Under separate cover via ❑ Plans ❑ Samples Fj the following items: ❑ Specifications COPIES DATE NO. DESCRIPTION 3 PGAL shop drawings for air bridges �( 3 THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ® For your use ❑ Approved as noted ❑ As requested ❑ Returned for corrections ® For review and comment ❑ ❑ FORBIDS DUE 19 REMARKS ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints ❑ PRINTS RETURNED AFTER LOAN TO US COPY TO SIGNED: Don Olesen IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE i q(o 57v 'S CITY OF SANFORD. FLORIDA PERMIT NO— DATE THE UNDERSIGNED —.HEREBY --APPLIES FOR A PERMIT TO INSTALL THE FOL. LOWING PLUMBING.WORK: vqmwesmae q-M OWNER'S NAME ADDRESS OF J081 „ IR, �d 64,)ew d PLUMBING CONTR M^1t Res. _ Comm. _J!!tm_ Subject to rules and regulations of Sanford plumbing code. Residential: Numbs Alteration, Addition, Repair I Amount New Residential:.. One Water' Closet Additi'hgl Water Closet Commercial: Fixtures.`Floor Drain, Trap Sewer C : fl Water.Pipin _�__ Gas -Piping Factory -built housing . �_. Mobile Home I Application*" Fee d I Minimum Commercial Permi : $25.00 Total 1 CC ter Plu b r �� C' FC�o 3oa'?7 UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing January 10, 1996 Mr. Larry Flynn Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Reference: International Departures Building Central Florida Regional Airport, Sanford, Florida Project No.: 15347-009-01 Report No.: 59776 Subject: Bolt Torque Inspection Dear Mr. Flynn: Offices In: Orlando Gainesville Fort Myers Merritt Island St. Augustine Daytona Beach West Palm Beach Universal. Engineering Sciences performed toting on the A-325 high strength 1'/4 inch, 1 inch and 3/4 inch diameter bolted con; ,eCtiok I- i at tl he referenced Project. The bolted connections were tested in accordance with DISC Table 4. requireents using the, calibrated wrench method. All connections tested were found to meet or exceed the minimum requirements and were constructed in accordance with contract drawings, specifications and AISC requirements. We have enjoyed working with you on this project and look forward to working with you again. Should you have any questions, please call me. KC-FJS/mlr cc; Client (2) B. R. P. H. Architects (1) City of Sanford (1) ly submitted, Supervisor r, P. E. Department Manager 35.32 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 r L Ij I t L t`{ 1�11 t 1'{ A N (VI I I k I 1 A L C O N S T R U C T I O N • (407) 831-6275 Mailing Address Location P.O. BOX 521837 1969 CORPORATE SQUARE DR Longwood, Florida32752-1837 LONGWOOD, FLORIDA 32750 City of Sanford, Building tment DAre ,so Me 733 •rriMrrow Gary Winn we Departures Building Orlando —Sanford Airport Ticketing Revisions GENTLEMEN: WE ARE SENDIN YOU }R Attached ❑ Under separate cover via the following items: O Shop drawings O Prints O Plans O Samples ❑ Specifications O Copy of letter ❑Change order T i eke - i Rg ate oZ� i-e COPIES DATE NO DESCRIPTION 3 2 01 95 Ti cket THESE ARE TRANSMITTED as checked below )CX For approval ❑ Approved as submitted O For your use ❑ Approved as noted O As requested ❑ Returned for corrections O For review and comment ❑ O FOR BIDS DUE 19 _ REMARKS ❑ Resubmit copies for approval D Submit copies for distribution ❑ Return corrected prints D PRINTS RETURNED AFTER LOAN TO US COPY TO SIGNED. nor a+ �ore0 ►,gal, ^or•ry us at office S LAM, Au- Avd. suRF�,cE 5 � ST�ltO�KD� 2 4 � i - • 1 -4" -rYPICA . sCCTI'a-1 - 3/4 +1 40 14 i 3-o I !•3 3.0 � � w 3 � FLEE✓f�Tt oN ffL5VATIad ,��« '14" MI I III 9 NO. 4 ' I I. FD MEN 41 I Ii1 � 1r, I ,►I 4 i iii A3 A14 L xx y>rw wNos�✓ 991-11�i I ae M I I III SIMILAR I, 41 I Ili A-3 A-12 6 x3(o4 ONCE-WAY 1 C,LASS IW k- m- A-3 A-16 TYP1 1 I I III S- � FRAmE w f TOP�� . h I III 4'-3"A P. i I A-3 A-22 No. 3 I 11 Mr? _� wT MT I I 1158 i MT 8 I 9A 10 Mr � �----� 110A 11113 I i � 1 I I I i �TOF2a�� '- REI-ocA�� cAf3il CT� � I FE a C V!YOR _ !08 S Gam_ TI-,Ki..T P 1�TiOhIS G°1C - $R k ._RO M OPERA'ifc�NS 111A 1 !09 RO _ 3 S� )OR B Y i IoRA, s Y II i 1 113 A3 A s I► � - I 3IgY i fig_ I m I Bx TE1LE1P3HON 2A `4 ROOM COW �TFZxo w�BKsP R 9-co ow/��,a a I I 3 W51 i 5'-411 — — — — — — — — — — — — — — -- -�, ,.�. __------- - _ FECI�I -------------- —----_____ -------r-- --------- — — — — — — - i - G i L -ij 105C _ ________y— -- — — -------------i---------- ---I' 115A i — -r — — — T- l—J — �_ 1 1$ ! I OUNTER 107 i --�— --1—J --1--I I I �' TICKETI �I1 N��ftaiN.I. 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C� A31 I' i 1 III v i NO. 4 INq�IGATVS M I I III � � �/fJIGE D�'1=� �NDIG TES YD(G oN�Y-� M i i�l A3LA14�' �.PI -I-AL- L TYP I I I Ili 3 i2 siMil AR A-A- 41 I ilk S- TYP. 6 I III Mr _ }IAA w '1-0 MA I I j'•I A MT Mr aR 115 ,L I I I Ile,'. I i I ORA.(sE - A )OR 9 E. ,5M 99'-11" ri -T A-3 A-22 i Ems Emu - �, •� ©I •� ,��®, \1/• r ® III .pig \1► ®, I�- film � N0. BY --_ ----� BACK 0-====____- 1 — - _ - _ 1•_ J - - --I I - - _ i_ _ I TICKETI 6 NTERS N.I. 119 10 — — — — — — — — — — — — — — — r I t---- _t L—------------------ —� --- _ -___-__ L� �- _--.-_----------- -___-- I r --_ - _-_- __J ' L-------------------- *-------------------------_—_------- A3A22 I I 9 - MEN IM1 I Fj I I I A-3 A-22 C �. A-3 A-10 30 I I I ^ P , �I I I I I 1 11i l LOBBY ® i [loll # 60&7, �n®�! 21i31Yf �I -J I 4 �1 No. 4 1 Fp ` M I I III ! MEN i A3 A14 I 1 si A-3 A-i2 SIMII Aft �1 4i I ill S- TYP. 1 A-3 A-16 fT MT I I WT MT nss 1 a UL MT I anonwrli _' �J i D , I I I ! It L CON 70R STORAT1 .,K — p ROOKAT� - loci f 140 1cENT ER- 3BY D _� -- I L mr )R 1 p r 1 A3 ,I — P •— � TEL.EPHAN : T�pn. EBI A D Y a1 1 p, r- i M- --- ROOM e0 -71 •I ".I I. ------------------ --- ------ _ I -I l- �. FEC�, ------------ ---------------- ---- I _ ri_y .. milw______________ __� •-ram - I NO. , ! I BACK OUNTER 10 7BY 1 I I i I I _ I • .-� ---I -- -_ — _ — — L. _J 6 TICKETI NTERS i N.I. 119'-10" - - - - - - - - - - - - - - - - - - - - 1 L- - - r - -------_--------N—_------------------- —i----A3A22- 1 I s I I A-3 A-22 C I I I I I I I A-3 A-10 Willi 1 ! I IP40 Milk I I I I 1 I I I LOBBY 101 CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT ERN7 PERMIT ADDRESS ONE RED CLEVELAND BLVD. SANFORD, FL PERMIT NUMBER Total Contract Price of Job $17,300.00 Total Sq. Ft. 2500 Describe Work NEW BUILT UP ROOF Type of Construction Flood Prone (YES) (NO) Number of Stories 1 Number of Dwellings Zoning Occupancy: Residential Commercial g Industrial GENERAy_CONTRACTOR°S PERMIT # 95-1526 LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER ORLANDO — SANFORD AIRPORT OWNER CEDMAL FLORIDA TERMINALS PHONE NUMBER 407-330-4131 ADDRESS ONE RED CLEVELAND BLVD. SANFORD, FT 3277 CITY STATE ZIP TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY STATE ZIP BONDING COMPANY GUTGNARD CO ADDRESS P 0 BOX 180817 CITY CASSELBF.RRY. STATE FT, ZIP 32707-0817 ARCHITECT ADDRESS _ CITY MORTGAGE LENDER ADDRESS CITY STATE STATE ZIP ZIP CONTRACTOR APPLIED RITE INC. PHONE NUMBER 407 323-0433 ADDRESS 601 CENTRAT, PARK DR- ST. LICENSE NUMBER CCC04984R CITY SANFORD, FL STATE ZIP 37771 **************************************************************************************** Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating Construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMEISTS OF FLORIDA LIEN LAW, FS713,--, �-3 ro Z "C (D O �Sure 10 (D h (n rr N 0 h ignat oOwner/Agent & a o a"< l% CARL A. OLSON ~ Z Type or rint caner/A nt Name Type or Pr'nt Contractor's Name x 3 o E O ro ry Sign Ore of Notary & Date Signature of Notary & Date OrSeal) (Official Seal) Iv'v ,c a 3 0 E x iZ >Q �1 H - ro w > C O �4 0 ro U) 0 4j >i a o ro >4 Z a E• f+ •�¢ MARI D. WILLIAtA.40N Notary Public, Slate of Florida My comm. expires May 23, ION No. CC191851 Application Approved BY: FEES: Building 0 — Open Space PERMIT VALIDATION: CHECK olky P4 DRUSILLA MATHES ap G� COMMISSION # CC 490279 EXPIRES AUG 21, 1999 BONDED THRU OFN ATLAN71C BONDING Co., INC. Date: Radon Police Fire Road Impact Appl'c ion — ORIGINAL (BUILDING) YELLOW (CUSTOMER) CASH DATE BY PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) **** THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE C0.1 C O N S T R U C T I O N PHONE (407) 831-6275 FAX (407) 332-5311 Mailing Address Location P.O. Box 521728 1969 Corporate Square Dr. Longwood, Florida 32752-1728 Longwood, Florida 32750 #CG C001227 #CG CO25899 Central Florida Terminals, Inc. One Red Cleveland Boulevard Sanford, Florida 32771 GENTLEMEN: WE ARE SENDING YOU 0 Attached Shop drawings ❑ Submittals ❑ Copy of letter ❑ Change order 1EUUO OF ll RAN5M A lI DATE December 11, 1995 JOBNO 733 ATTENTIWel Son Blankenship RE International Departures Building Orlando Sanford Airport ❑ Under separate cover via ❑ Plans ❑ Samples the following items: r, l_! Specifications COPIES DATE NO. DESCRIPTION 1 Certification letter from Action Spray On Systems THESE ARE TRANSMITTED as checked below: For approval ❑ Approved as submitted L❑ 4LJ For your use ❑ Approved as noted ❑ As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 REMARKS ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints ❑ PRINTS RETURNED AFTER LOAN TO US COPYTO RRPH, City of Sanford SIGNED: Philip Todd Jorgensen IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE Vice President r5 r• � hAY - (ON - SYSTEMS co. INC. Fire Proofing Specialist Serving FL. Since 1986 December 04,1995 City of Sanford Building Dept. Attn: Gary Winn RE: Sanford Airport Spray -On Fireproofing Dear Sir, This is to certify that the spray applied fireproofing applied on the above referenced project meets the requirements of UL # D-902 two hour rating for floors and UL # X-829 one and two hour rating for columns.The above UL rating are from the 1995 UL directory. If you require any additional information please contact me at 407-831-2931 or page me at 407-623-4077. Respectfully Yours, Action Spray -On Systems Co.,Inc. Robert Mowry SR/Vp. 4528 CURRY FORD RD. - ORLANDO, FL 32812 - (407) 658-3260 - FAX: (407) 658-9221 C: U N S I K U U T I U N (407) 831-6275 Mailing Address Location P.O. BOX 521837 1969 CORPORATE SQUARE DR Longwood, Florida 32752-1837 LONGWOOD, FLORIDA 32750 City of Sanford, Florida P.O. Box 1788 Sanford, Florida 32772-1788 L L I T- - L? I E I lit I 1V11 { I n L OATt September 8, 1995 JO• No 733 ATTtNT1ON at International De artures Buildin Orlando Sanford Airport GENTLEMEN: WE ARE SENDING YOU M Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans O Samples O Specifications O Copy of letter ❑ Change order ❑ COPIES DATE NO, DESCRIPTION 3 9 6 95 Signed & Sealed Structural Ile THESE ARE TRANSMITTED as checked below: 0 For approval O Approved as submitted XX For your use Cl Approved as noted Kk As requested O Returned for corrections O For review and comment ❑ ❑ FOR BIDS DUE 19 _ REMARKS O Resubmit copies for approval • Submit copies for distribution p Return corrected prints 0 PRINTS RETURNED AFTER LOAN TO US a COPY TO Philip Todd Jorgensen SIGNED: Vice President ATTACHMENT A F,RO M PROPOSAL REQUEST NO.)( 61 INTERNATIONAL DEPARTURES BUILDING FIS/DEPARTURES WAITING EXPANSION BRPH NO. 3652.01.3 (6.4) JUNE 21, 1995 Drawing S-2.1 1. Foundation Schedule, add the following foundation: "F3 3'-0" x 3'-0" 1'-0" (3) #5 EW BOTT 98'-8" 27 0" Drawing S2.2 1. Change foundation at X L.1-.K.9 from "F5A" to "F6A". 2. Change foundation at XL.1-X1 from "F6A" to "F7A". 3. Change foundation at XJ.5-X1 from "F413" to "F5A". 4. Add "F3" foundation for wind column 16'-7" north of column line X1 on column line XL.1. 5. Add "73" foundation for wind column 17'-4" south of column line X1 on column line XL.1. 6. Add "173" foundation for wind column 17'-4" south of column line X1 on column line XJ.5. Drawing S-3 1. . Change foundation at J-C2.4 from "176" to "F7". 2. Change foundation at J-C3 from "F6" to "F3". 3. Provide "F6" foundation at column J.8-C2.4, top of foundation shall be 95-10 1/2", place foundation integral with elevator and escalator foundations. .ti 7- El ATTACHMENT A F�am PROPOSAL REQUEST NO. X INTERNATIONAL DEPARTURES BUILDING FIS/DEPARTURES WAITING EXPANSION BRPH NO. 3652.01.3 (6.4) JUNE 21, 1995 Drawinq S-2.1 1. Foundation Schedule, add the following foundation: "F3 3'-0" x 3'-0" 1'-0" (3) #5 EW BOTT 98'-8" 27 0" Drawinq S2.2 1. Change foundation at X L.1-.K.9 from "F5A" to "F6K. 2. Change foundation at XL.1-X1 from "F6K to "F7K. 3. Change foundation at XJ.5-X1 from "F413" to "F5A". 4. Add "F3" foundation for wind column 16'-7" north of column line X1 on column line XL.1. 5. Add "F3" foundation for wind column 17'-4" south of column line X1 on column line XL.1. 6. Add "FY foundation for wind column 17'-4" south of column line X1 on column line XJ.5. Drawing S-3 1. Change foundation at J-C2.4 from "F6" to °F7". 2. Change foundation at J-C3 from "F6" to "F3". 3. Provide "F6" foundation at column J.8-C2.4, top of foundation shall be 96-10 1 /2", place foundation integral with elevator and escalator foundations. �r- ATTACHMENT A FRGM PROPOSAL REQUEST NO.)( Z INTERNATIONAL DEPARTURES BUILDING FIS/DEPARTURES WAITING EXPANSION BRPH NO. 3652.01.3 (6.4) JUNE 21, 1995 Drawing S-2.1 1. Foundation Schedule, add the following foundation: "F3 3'-0" x 3'-0" 1'-0" (3) #5 EW BOTT 98'-8" 27 0" Drawing S2.2 1. Change foundation at X L.1-K.9 from "F5A" to "F6A". 2. Change foundation at XL.1-X1 from "F6A" to "F7A". 3. Change foundation at XJ.5-X1 from "F46" to "F5A". 4. Add "F3" foundation for wind column 16'-7" north of column line X1 on column line XL.1. 5. Add "F3" foundation for wind column 17'-4" south of column line X1 on column line XL.1. 6. Add "F3" foundation for wind column 17'-4" south of column line X1 on column line XJ.5. Drawing S-3 1. Change foundation at J-C2.4 from "176" to "F7". 2. Change foundation at J-C3 from "176" to "173". 3. Provide "176" foundation at column J.8-C2.4, top of foundation shall be 95-10 1/2", place foundation integral with elevator and escalator foundations. C O N S T R U C T I O N (407)831-6275 Mailing Address Location P.O. BOX 521837 1969 CORPORATE SQUARE DR Longwood, Florida 32752-1837 LONGWOOD, FLORIDA 32750 City of Sanford Inspections LL1 T[['i]UI I1'{AN5IV11I in OATL JOO MO qzi 733 A TTLM T 104 Gary Winn 01L Sanford GENTLEMEN: WE ARE SENDING YOU jj Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples O Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval XiR For your use ❑ As requested ❑ For review and comment ❑ FOR BIDS DUE REMARKS O Approved as submitted [1 Approved as noted Returned for corrections O 19 O Resubmit copiestfor approval O Submit copies for distribution O Return corrected prints ❑ PRINTS RETURNED AFTER LOAN TO US COPY TO Mark Cons —c-e-r-po-r-a-te-- --- -- --- -- SIGNED ._ r. ..., r........... .... ....r .• .. r.r.r1 .Y.,nAr.r.-ne/.lv �.. Af On[e 74 9/14/95 KENNAL LAYOUT REVISED JTM FMF 00, SEE op-*J4 p� 9o'1'�r7 m I 4V9/14/95 KENNAL LAYOUT REVISED JTM FMF .oe I I LI II II I I (2) 3" F.D. "Du KENNAL WASTE & VENT RISE� N.T.S. SEE 9/i4/15 4 9/14/95 KENNAL LAYOUT REVISED JTM FMF F Project No.: UNIVERZ605"AL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Tasting Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D725 October 3, 1995 October 30, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 9-22-95 Time Sampled: 6:05 a.m. Sampled By: VL Slump: 4'/2 in. Truck No.: 256 Air Content (by volume): N/S % Ticket No.: 2578891 Concrete Temperature: 84 °F Time Batched: 5:38 a.m. No. of Cylinders Cast: 4 quantity of Load: 110 cu.yds. Ambient Temperature: 76 OF Water Added At Site: 10 gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Remaining Baggage Area, Column Line 12 - 14/ N-P & Mechanical Room RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 9-29-95 7 3 27.97 85,000 3,040 10-20-95 28 3 28.10 111,000 3,950 10-20-95 28 3 28.10 98,500 3,510 3,730 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 20 cubic yards V F I 1 = Cone, 2 = Cone & Split, 3' = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) j B R P H Architects (1) City of Sanford (1) gj I r red`,i: '°cl� er, P.E. Ma!'J �est� - Department Manager Unlvers Engineering Sciences, Inc. Project No.:. 15347-009-01 UNIVERSALReport'No.: , D787 Date 1st Issue: October 4, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue:, October 30, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 31/2" x 31/2" x 7" GROUT PRISMS Client: Mark Construction Company Post Office 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P. O. No. 733-104 I DESIGN DATA Specified Strength: 3;000 psi at 28 days Mix Design No. 14083034 � Date Sampled: 9-26-95 Time Sampled: 11:45 a.m. Sampled By: VL Slump: '91/2 in. FIELD & LAB DATA Truck No.: N/S Air Content (by volume): N/S % Ticket No.: 03-215881 Grout Temperature: 85 OF Time Batched: 10:55 a.m. No. of Prisms Cast: 3 Quantity of Load: 9 cu.yds. Ambient Temperature: 88 OF Water Added At Site: 30 gals. Weather. Condition: P Cloudy Contractor: Mark Construction Admixture: N/S Supplier: Florida Mining & Material Location of Placement: 4 Hour Firewall, Northside - Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (sq.in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-2-95 7 N/S 12.75 38,100 2,990 10-23-95 28 N/S 12.12 51,000 4,210 1 PRISM DAMAGED ON SITE a REMARKS This form Conforms With ASTM C-39 MIN � V, R M, 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold Cylinder/CB = Corner Break Technician: V. Lane cc: Client (2) ` B R P H Architects (1) City of Sanford (1) II gil Fred J�5 �tnaPfer, P.E. Materials T.estiN Department Manager Universal Engineering Sciences, Inc. 11 Project No.: UNIVERSALReport No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering ' Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D798 October 9, 1995 October 30, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V _ FIELD & LAB DATA Date Sampled: 9-27-95 Time Sampled: 8:55 a.m. Sampled By: VL Slump: 4'/2 in. Truck No.: 663 Air Content (by volume): N/S % Ticket No.: 2579087 Concrete Temperature: 86 OF Time Batched: 8:33 a.m. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 79 OF Water Added At Site: 10 gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Material Location of Placement: F-95 Canopy Footing RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load.(Ibs.) Test Compressive Strength (psi) Average (psi) 10-4-95 7 3 27.83 72,000 2,590 10-25-95 28 3 27.96 142,000 5,080 10-25-95 28 3 27.96 141,000 5,040 5,060 H REMARKS This Form Conforms With ASTM C-39 IVI 'NIN M, 0 H I fl 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) gjl artment Manager Sciences, Inc. I UNIVERSAL Project No.: Report No.: Date 1st Issue: go ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 D799 October 9, 1995. October 30, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V Date Sampled: 9-28-95 Time Sampled: 9:40 a.m. FIELD Sampled By: Contractor Slump: 41/2 in. Truck No.: 687 Air Content (by volume): N/S % & Ticket No.: 2579168 Concrete Temperature: 90 OF LAB DATA Time Batched: 9:05 a.m. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 89 OF Water Added At Site: 5 gals. Weather Condition: Cloudy Contractor: Advanced. Site & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Floor Section Around Elevator No. 2 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-5-95 7 3 28.11 79,000 2,810 10-26-95 28 3 28.23 115,000 4,070 10-26-95 28 3 28.23 114,000 4,040 4,060 H REMARKS This Form Conforms With ASTM C-39 M H M 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: Contractor cc: Client (2) B R P H Architects (1) City of Sanford (1) gjl i I P.E. Department Manager )ring Sciences, Inc. Project No.: UNN=mSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D801 October 9, 1995 October 30, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R40652 Date Sampled: 9-28-95 Time Sampled: 12:25 p.m. Sampled By: VL Slump: 7 in. FIELD & LAB DATA Truck No.: 256 Air Content (by volume): N/S % Ticket No.: 2579184 Concrete Temperature: 90 OF Time Batched: 12:03 p.m. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 88 OF Water Added At Site: 10 gals. Weather Condition: Cloudy Contractor: Advanced. Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Formed Tie Beam Stairwell No. 4 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-5-95 7 3 28.11 73,000 2,600 10-26-95 28 3 28.23 116,500 4,130 10-26-95 28 3 28.23 113,000 41000 4,070 H REMARKS This Form Conforms With ASTM C-39 K'_2 IVI V'_X1 M V H [fl 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) gj I artment Manager Sciences, Inc. Project No.: jUNIVERSALReport No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D988 October 30, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V - Date Sampled: 10-13-95 Time Sampled: 4:55 a.m. Sampled By: VL Slump: 51/2 in. FIELD & Truck No.: 843 Air Content (by volume): N/S % Ticket No.: 2579777 Concrete Temperature: 83 OF LAB DATA Time Batched: 4:34 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 75 OF Water Added At Site: N/S gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Slab on Grade, Column Line J-3/Ci to K.8/C4 - Sample at K/C1 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-20-95 7 3 28.10 80,500 2,860 11-10-95 28 11-10-95 28 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 40 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) gj I Fred . Material Sc'Tes inl• - epartment Manager Univers I En�in ertpg Sciences, Inc. UNIVERSALReport Project No.: No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: Ivd. • Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 3532 Maggie B Client: Project: COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D987 October 30, 1995 Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 International Departures Building, Central Florida Regional Airport, Sanford, Florida P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R40652 _ FIELD & LAB DATA Date Sampled: 10-13-95 Time Sampled: 1:50 P.M. Sampled By: AR Slump: 73/4 in. Truck No.: 531 Air Content (by volume): N/S % Ticket No.: 2579835 Concrete Temperature: 90 OF Time Batched: 1:23 p.m. No. of Cylinders Cast: 4 Quantity of Load: '8 cu.yds. Ambient Temperature: 89 OF Water Added At Site: N/S gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Formed Tie Beam at Stairwell No. 1 (first pour) RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-20-95 7 3 28.10 125,000 4,450 11-10-95 28 11-10-95 28 H REMARKS This Form Conforms With ASTM C-39 8 cubic yards of 8 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:A. Robinson cc: Client (2) B R P H Architects (1) City of Sanford (1) gll Fre ' J. Sc Mate als 1 Universal P.E. Department Manager ,-ring Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 31/2" x 31/2" x 7" GROUT PRISMS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E00.1 October 30, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P. O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. 14083034 FIELD & LAB DATA Date Sampled: 10-13-95 Time Sampled: 1:04 p.m. Sampled By: AR Slump: 8 in. Truck No.: N/S Air Content (by volume): N/S % Ticket No.: 216202 Grout Temperature: 87 OF Time Batched: 12:36 p.m. No. of Prisms Cast: 3 Quantity of Load: '8 cu.yds. Ambient Temperature: 89 OF Water Added At Site: N/S gals. Weather Condition: P Cloudy Contractor: Mark.. Construction Admixture: N/S Supplier: N/S Location of Placement: Northeast Wall, Column Line 1/X1 to C1/K.9 Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (sq.in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-20-95 7 N/S 13.30 31,500 2,370 11-10-95 28 11-10-95 28 REMARKS This Form Conforms With ASTM C-39 18 cubic yards of 8 cubic yards /I M 2 / 0 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold Cylinder/CB = Corner Break Technician: A. Robinson cc: Client (2) B R P H Architects (1) City of Sanford (1) gj I :er, P.E. g - Department Manager leering Sciences, Inc. Project No.: 15347-009-01 UNIVERSAL Report No.: E071 Date 1st Issue: October 30, 1995 ENGINEERING SCIENCES Date 2nd. Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & Date Sampled: 10-17-95 Time Sampled: 9:13 a.m. Sampled By: VL Slump: 7 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2579905 Concrete Temperature: 79 OF LAB DATA Time Batched: 9:00 a.m. No. of Cylinders Cast: 4 quantity of Load: 110 cu.yds. Ambient Temperature: N/S OF Water Added At Site: 5 gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Level 1 Transit Lounge, Column Line C5 - JA to 4-L, Sample at 4-K Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-24-95 7 3 27.95 88,000 3,150 RESULTS of TESTING 11-14-95 28 11-14-95 28 H REMARKS This Form Conforms With ASTM C-39 '120 cubic yards of 150 cubic yards VM00N 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) I City of Sanford (1) gj l P.E. Department Manager ring Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E107 October 30, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. 12083026 — — FIELD & LAB DATA Date Sampled: 10-19-95 Time Sampled: 12:40 p.m. Sampled By: NR Slump: 8 in. Truck No.: 220 Air Content (by volume): N/S % Ticket No.: 343505 Concrete Temperature: 86 OF Time Batched: 11:45 a.m. No. of Cylinders Cast: 4 quantity of Load: 9 cu.yds. Ambient Temperature: 80 OF Water Added At Site: 10 gals. Weather Condition: Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Florida Mining Location of Placement: Tie Beam On High Wall at Customs Area RESULTS of Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-26-95 7 3 28.23 77,000 2,730 11-16-95 28 11-16-95 28 H REMARKS This Form Conforms With ASTM C-39 VM000 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:N. Russo cc: Client (2) B R P H Architects (1) City of Sanford (1) gj I P.E. Department Manager :ring Sciences, Inc. Project No.: UN I'V ENZ-)AFAL Report No.: Date 1st Issue: EDENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotectinical Engineering - Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E108 October 30, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 10-17-95 Time Sampled: 5:47 a.m. Sampled By: VL Slump: 6 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2579886 Concrete Temperature: 78 OF Time Batched: 5:15 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 74 OF Water Added At Site: 15 gals. Weather Condition: P Cloudy Contractor: Advanced .Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Storage Slab, Column Line 17-P.5 to 18-Q.5, Sample at 17-Q.5 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-24-95 7 3 27.95 86,500 3,090 11-14-95 28 11-14-95 28 H REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 120 cubic yards Ivi KV-1N-7'I M, V 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) I City of Sanford (1) gj l I artment Manager Sciences, Inc. Project No.: UNIVERSALReport No.: Date 1st Issue: ED ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E109 October 30, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V --- Date Sampled: 10-17-95 Time Sampled: 7:29 a.m. Sampled By: VL Slump: 7 in. FIELD & LAB DATA Truck No.: 143 Air Content (by volume): N/S % Ticket No.: 2579897 Concrete Temperature: 80 OF Time Batched: 7:06 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110'cu.yds. Ambient Temperature: 78 OF Water Added At Site: 20 gals. Weather Condition: P Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Location of Placement: Level 1 Transit Lounge, Column Line C544 to 4-L, Sample at Column Line 1-K RESULTS Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (Ibs.) Test Compressive Strength (psi) Average (psi) 10-24-95 7 3 27.95 83,000 2,970 of TESTING 11-14-95 28 11-14-95 28 H REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 70 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) gil rtment Manager Sciences, Inc. I 1�1�1 'UNIVERSAL Project No. 15347-009-01 ENGINEERING SCIENCES Report No. 56543 Consultants In: Geotechnical Engineering -Environmental Sciences • Con;-1truction Materials Testing Date: November 2, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON SITE INSPECTION Client: Mark Construction Company Post Office box 521837 Longwood, Florida 32752 Project: International Departures Building,. Central Florida Regional Airport, Sanford, Florida P.O. No. 733-104 Scope of Field Work: High Strength Bolted Connections Date Inspected: October 26, 1995 Inspected By: K. Carlton' Travel Time: N/S Total Time on Project: 1.0 Hour Inspecting: N/S Testing: N/S On October 26, 1995, a representative of Universal Engineering Sciences, Inc. (UES) was present at the above site as requested. The following observations were made: OBSERVATIONS: A325 Bolted Connections The A325 3/4 inch and 11/4 inch diameter bolted connections were tested for required tension between Column Lines 1 to 5, M to S, first floor. The bolted connections tested met or exceeded the minimum requirements of AISC Table a I Note: A325 3/4 inch bolts on each column web have not been tightened. The bolts will be tested on October 27, 1995. i cc: Client (2)B R P H Architects (1) City of Sanford (1) gjl _ I partment Manager g Sciences, Inc. i UNIVERSAL LidENGINEERING SCIENCES Project No. 15347-009-01 Consultants In: Geotechnical Engineering • Report No. 56544 Environmental Sciences • Construction Material; Testing 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-310®ate: November 2, 1995 REPORT ON SITE INSPECTION Client: Mark Construction Company Post Office box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida P.O. No. 733-104 Scope of Field Work: A325 3/4 Inch Diameter Bolted Connections Date Inspected: October 27, 1995 Inspected By: K. Carlton Travel Time: N/S Total Time on Project: 3.5 Hours Inspecting: N/S Testing: N/S On October 27, 1995, a representative of Universal Engineering Sciences, Inc. (LIES) was present at the above site as requested. The following observations were made: OBSERVATIONS: A325 Bolted -Connections The A325 3/4 inch diameter bolted connections at the beam to columns between Column Lines M to S and 1 to 5, were tested for required tension. The bolted connections tested were found to meet the minimum requirements of AISC Table 4. cc: Client (2)B R P H Architects (1) City of Sanford (1) gil ment Manager ciences, Inc. UNIVERSAL ENGINEERING SCIENCES Project No. 15347-009-01 Consultants In: Geotechnical Engineering - DEnvironmental Sciences • Construction Materials Testing Report No. 56545 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106Date: November 2, 1995 REPORT ON SITE INSPECTION Client: Mark Construction Company Post Office box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida P.O. No. 733-104 Scope of Field Work: High Strength Bolted Connections Date Inspected: October 30, 1995 Inspected By: K. Carlton Travel Time: N/S Total Time on Project: 2.0 Hours Inspecting: N/S Testing: N/S On October 30, 1995, a representative of Universal Engineering Sciences, Inc. (LIES) was present at the above site as requested. The following observations were made: OBSERVATIONS: A325 3/4 Inch Diameter Bolts The A325 3/4 inch diameter bolted connections were tested between Column Lines 1 to 3, M to S, 2nd floor, for required tension. The bolts tested meet or exceed the minimum tension requirements of AISC Table 4. cc: Client (2)B R P H Architects (1) City of Sanford (1) gl l ment Manager ciences, Inc. 11. Project No.: 15347-009-01 UNIVERSAL Report No.: E106 Date 1st Issue: November 2, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 31/2" X 31/2" X 7" GROUT PRISMS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. 12083026 FIELD & LAB DATA Date Sampled: 10-19-95 Time Sampled: 12:40 p.m. Sampled By: NR Slump: 8 in. Truck No.: N/S Air Content (by volume): N/S % Ticket No.: 343505 Grout Temperature: 86 OF Time Batched: 11:45 a.m. No. of Prisms Cast: 3 quantity of Load: 9 cu.yds. Ambient Temperature: 80 OF Water Added At Site: 10 gals. Weather Condition: Cloudy Contractor: Advanced Site & Paving Admixture: N/S Supplier: N/S Location of Placement: Tie beam, on high wall at Customs area Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-26-95 7 N/S 15.76 45,100 2,860 11-16-95 28 11-16-95 28 REMARKS This Form Conforms With ASTM C-39 IFNI-11M0HM 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold. Cylinder/CB = Corner Break Technician:N. Russo cc: Client (2) B R P H Architects (1) City of Sanford (1) gil tment Manager ciences, Inc., 10- I [ )2.1 1 1-ol It), I_ I) 1.�J' to I °Central Florida TERMINALS, Inc. TO: aARY WINN LETTER OF TRANSMITTAL Date: Project No: File No: - Subject: 544fo4 7e`,*W#,-r1 WE ARE SENDING YOU: Attached ❑Under Separate Cover Via: COPIES DESCRIPTION 40101 0& 4pd 's Certi`ficq ti®&I o f A*J1 If T- 3 THESE ARE TRANSMITTED as checked below: ❑ For your use e-IRAs requested For review and comment ❑ Other j-^es'am e REMARKS: �► / 1 r 1 l"J it o.1 7 Va Gk�S/� Ies�Ye% /1fB Tor SAC T�c�� f� aa7S. DISTRIBUTION: r SIG (if enclosures are not as noted, kindly notify once) 7/- transmitftal form 616M5 CENTRAL FLORIDA TERMINALS, INC. One Red Cleveland Boulevard . Sanford, Florida 32772.407/324-9681 . FAX 407/322-0186 JUL-21-95 10:23 FROM;BRPH ID:14072594703 PAGE 4/E Florida Board of Building Codes and Standatds 2740 Gentemew DrW Ta1wm 32399-2100 (904) 487-1824 An cir.-e.w MJ I I e" Is certified as a S1:*qW--, sp pursuant to Sectiort-.553.7%.(I 0812 Na. e.c 9/30/95 Expiration - By: - of Theeshold Buildings .. .9 , 4 q�ftrida Statutes 38161 JUL-21-95 10:23 FROM:BRPH ID:14072594703 PAGE 6/6 Andrew H. Miller (Cont d) Structural engineer and threshold inspector for Elementary County School Board, Stuart, FL. School 'D', Martin Structural engineer and threshold inspector for Element'A" County School Board, Lake City, FL ary School , Columbia Structural engineer and threshold inspector for Cruise Terminal 5 mod fiications, Canaveral Port Authority, Cape Canaveral, FL. • Opto Mechanik, Inc., 140,000 SF administr On and manufacturing facility, Melboume, FL • McDonnell Douglas Astronautics, Titusville, FL, Structural systems for 286,000 SF addition and expansion to Tomahawk Cruise Missile manufacturing facility. • McDonnell Douglas Astronautics, TMISville, FL, 25,000 SF addition to Ordnance Assembly Building. • Astrotech Intemational, 3-building complex, shuttle payload integration facility. • Payload Fairing Cleaning Facility in support of TITAN program, Cape Canavera( AFS, FL, for Martin Marietta. 0 Structural engineering for Rhyne Building and Knight Building, 100,000 SF three- story office buildings, Koger Properties, Tallahassee, FL • Structural engineering design for $5 million conversion of Jai AJai Fronton, Melbourne, FL Jai Alai Fronton into a greyhound racing faality. • Structural Systems for Burger Kng Data Center, 23,000 SF computer spaces, Miami, FL BRPH / ARCHITECTS s ENGINEERS THRESHOLD BUILDING STRUCTURAL INSPECTION PLAN FOR INTERNATIONAL DEPARTURES BUILDING CENTRAL FLORIDA REGIONAL AIRPORT SANFORD FLORIDA 1.00 GENERAL 1.01 The Special Inspector: Shall inspect the construction of structural work and report that such work has been done in substantial compliance with the requirements of the official contract documents, except variations permitted in writing by the Engineer of Record. 1.02 The Official Contract Documents: Are defined as the plans, recorded addenda, project specifications including all referenced codes and standards, and this special inspection plan. 1.03 The Special Inspector is not Authorized: To make design decisions, to alter contract requirements, direct Contractor's work, or be responsible for construction safety or Contractor means and methods. 1.04 Qualifications of the Special Inspector: A. The Special Inspector shall be a Professional Engineer, currently registered in the State of Florida who has met the requirements of the Qualification Program for Special Inspectors. B. The Special Inspector may assign a qualified full-time employee to the project as his authorized representative. The authorized representative shall be qualified for structural inspection by training and experience, shall be acceptable to the Enforcing Agency, and shall exhibit knowledge in the structural materials and systems used in the project. Documentation of such training and experience shall be submitted to Enforcing Agency the for approval prior to commencement of inspection work. C. The term Special Inspector in this document shall mean the Special Inspector or his duly authorized representative taken collectively. 1.05 Responsibilities of the Special Inspector: A. Thorough understanding of the official Contract Documents, including all amendments, knowledge of appropriate portions of governing building codes, and the exercise of common sense and good engineering judgement. B. Timely and thorough inspection of all structural components. C. Preparing reports, maintaining a jobsite log and the preparation of field inspection reports for each inspection. 1/31/95 1 3652.01 Enforcing Agency, Engineer of Record, and Contractor, signed by authorized representative and signed by the Special Inspector. 2.03 Intent of Reports: A. Reports are intended to notify the Enforcing Agency, Contractor, Engineer of Record of the following: 1. Work which is not being performed according to official Contract Documents. . 2. Use of materials, equipment, or workmanship which does not conform to requirements of official Contract Documents or which may result in improper and unacceptable work. 3. Recommend removal of nonconforming work or recommend corrective construction. 4. Recommendations for acceptance or rejection of work which is not capable of being inspected or tested. 5. Work performed and completed without being inspected or tested. 6. Requests for clarification. 2.04 Final Report: A. Final report shall be signed and sealed by the Special Inspector attesting as follows: 'To the best of my knowledge and belief, the reported construction of all structural load. bearing components complies with the requirements of the official Contract Documents". B. Final project report shall be prepared, signed and sealed by the Special Inspector and shall be submitted to the Enforcing Agency, Engineer of Record, and Contractor. 3.00 EXECUTION 3.01 Contract Documents: A. Structural Drawings S-1 thru S-10 prepared by BRPH / Architects • Engineers, Inc., dated January 27, 1995, including all Addenda. B. Structural Specifications: Section 02220 - Excavating, Backfilling, and Compaction Section 03300 - Cast -in -Place Concrete Section 04200 - Unit Masonry Section 05120 - Structural Steel Section 05310 - Steel Deck Section 13122 - Metal Building Systems 1/31/95 3 3652.01 Structural System Description: A. Foundation: The foundations for columns shall be isolated spread concrete footings bearing on compacted subgrade. The ground floor shall be concrete slab on grade. B. Walls: The walls are composed of reinforced concrete masonry at stair towers and adjacent to the existing building. Balance of walls consist of steel wall panels on cold -formed steel girts. �« C. Second Floor: Floor structure consists of composite steel deck with concrete cover supported by steel beams and girders with studs for composite action. D. Roof: Roof framing consists of steel roof panels on cold -formed steel purlins which bear on wide flange beams. 3.03 Inspection: A. The Special Inspector shall be furnished with approved copies of shop and erection/placement drawings for all items requiring such details. B. The Special Inspector shall be notified a minimum of twenty-four (24) hours prior to placement of any structural material. C. The Special Inspector shall verify that the foundation subgrade shall be inspected, tested and certified b an independent P testingagency. Y D. Foundations: 1. The Special Inspector shall verify proper subgrade conditions, foundation dimensions, reinforcement placement, quantity, and size including anchor bolts and dowels. 2. The Special Inspector shall observe proper handling and placement of concrete. The Special Inspector shall monitor the concrete being delivered to the site for compliance with the construction documents, he shall ensure that the proper tests are conducted on the concrete and that the concrete is properly vibrated in accordance with good construction practices. E. Concrete Walls, Beams and Slabs: 1. The Special Inspector shall verify proper shoring, forming, surface preparation, joint locations, reinforcement placement, quantity, and size. 2. The Special Inspector shall observe proper handling and -- placement of concrete. The Special Inspector shall monitor the _ concrete being delivered to the site for compliance with the 1 /31 /95 4 3652.01 F. H. J. construction documents, he shall ensure that the proper tests are conducted on the concrete and that the concrete is properly vibrated in accordance with good construction practices. Masonry: 1. The Special Inspector shall inspect concrete masonry in accordance with ACI 530.1-88/ASCE6-88 specifications. This includes inspection of mortar for proper type and mix; inspection of vertical reinforcement locations; inspection of horizontal reinforcement; open cells for grouting, including cleanouts; proper grout mix for cell grouting and proper cell grouting procedures. 2. Inspect any shoring of masonry walls provided by contractor. Inspect for adequacy and conformance of shoring with typical construction procedures. Structural Steel: 1. The Special Inspector shall verify that all structural steel is of proper size (nominal depth and weight per foot). Observe for proper erection and handling procedures. Verify that structural steel is erected in accordance with the approved contract documents and approved shop drawings including bolt tightening and shear studs. Steel Deck: 1. The Special Inspector shall verify type, depth, gage, and connections. Walls and Roof: 1. Inspect purlins, girts and other members for size, condition, location, spacing, anchorage, connection, and bracing compliance with approved contract documents and approved shop drawings. Material Testing: 1. Testing requirements are in the structural specifications. material testing shall be provided by an independent testing agency. 2. Copies of all material test reports shall be provided to the Special Inspector for his use and review. This is to allow the Special Inspector to state that the materials used are in conformance with the requirements of the Contract Documents. 3. Material tests which do not conform with contract requirements shall be noted by the Special Inspector. The material represented shall be rejected until conformance is achieved. JUL-13-SS 12:55 FROM:BRPH ID:14072594703 PAGE 2/2 (ya7) 3Z2 ~61'-� ARCHITECT'S OWNER ❑ '0j m �_ 7 FIELD REPORT aRCHITI`cT � k% . 7 ■ 4/u4& CO.4.suLTANT 0 ( 7, o?) 35Z + 5-St/ ALA DOCUMENT G711 FIELD � ` PROJECT-' INTERNATIONAL DEPARTURES BLDG FIELD REPORT NO: T 1 CONTRACT: SANFORD FLORIDA ARCHITECTS PROJECT NO: 3052.02 (6.3) DATE 7-746 TIME 200 PM WEATHER TEMP RANGE EST. % of COMPLETION CONFORMANCE WITH SM DULE WORK IN PROGRESS FOtA-VATKM PRESENT AT SITE Cmdau= fauttdatictt 21MG eahatas tat 1 ftrn cofrasm EttC Xt to R bft prepared ic.- Placernes+t Size, readocchg, facets, znd andw bob appear to be accept0ft whts the fat vft ems: - #5 dmvelt we requrW at each Sft offmasonry cardsn! jai:tts - Provkh dmds and Wyway for TUs at oekarm P-1, 215 tap and bottom to the =M aW 196 top and baftm to :he east - C0rb=0 9 saw CCt cardtal joad wig be . egtsred at the bW : orr j V *=&g to 4' sbb - east -west save cut cmil' rof joeft wt be regUied in the 4° slab as i mficabed an ft =fact drawQMgs :sates cL: va1! :ast corthge ttsre; tilt the tooting) - =lb Or is Pkft a f=l0d corx. L dtoa jok abort T cast of cokarm lase 1, Ci r:td led an dw9ss zt IF eat of CL I vuEt rot be : fired Mask Cats Uot iM eras adumed of ffit above atce med wit rake Lhe reguaed corrzc d= piot to pLacmeM Mark Gott 'r, 2, d that the subigade was dxctaed and Pa=ed by the testing lab. REPORT BY: Andrew H. Miller, RE BRPH Architects-&gineecs, Inc. ff, Y1Z& AlADOG1MEF't' 0-111 - ARCHITE±I'StIBD REPORT • OCTo9Ht 1972 EDITION & AlA&.91972 THE AMERICAN NUMUFE OF ARCI6 CM,1735 NEYV YROK AVE., NW, WASHRMTON. D.G. 240A6 pace t of i pages � JUL-13-95 12:SSFROM BRPH ARCHITECTS OWNER CI FIELD REPORT ARCHITECT ❑ CONSULTANT ❑ AIA DOCUMENT G711 FIELD D ID: 14"072SS4703 PACE ' 1/27 Tim Howe, Savannah Air Services, (912)897-7163 Nelson Blankenship, M (407)322-0186 Ron Bryan, Mark Construction (407)332-5311 H. Kicklighter PROJECT, INTERNATIONAL DEPARTURES BLDG FIELD REPORT NO: T-2 ' CONTRACT: SANFORD FLORIDA ARCHITECTS PROJECT NO: 3652.02 DATE 7-11-95 TIME 3.W P.M. WEATHER OVERCAST TEMP RANGE HIGH 80'S EST. % OF COMPLETION CONFORMANCE WITH SCHEDULE WORK IN PROGRESS FOUNDATIONS PRESENT AT SITE LARRY OBSERVATIONS FOOTINGS WERE OBSERVED ON COL LINES 2AND 3 BETWEEN LINES RAND M , TO BE POURED ON 7-12.95 THE REINFORCEMENT WAS OF PROPER SIZE AND SPACING, HOWEVER ANCHOR BOLTS HAD ONLY BEEN LOCATED FOR FOOTINGS M-2 AND M-3 AT THAT TIME. DENSITY CHECKING WAS BEING PERFORMED FOR THE FOOTINGS ON THE SITE AT THAT TIME FOOTING 0-2 WAS OBSERVED TO HAVE A SOFT SPOT WHICH THE SUPERVISOR WILL RETAMP BEFORE POURING. THE LONG CONTINUOUS FOOTING ALONG COL LINF 1 INSPECTED ON FRIDAY HAD NOT BEEN POURED. ADDITIONAL CLEANUP WAS REQUIRED DUE TO SUBSEQUENT MECHANICAL AND ELECTRICAL INSTALLATIONS. THERE IS A POSSIBILITY OF RAIN BEFORE THE 7-1255 NOON POUR. ITEMS To VERIFY INFORMATION OR ACTION REQUIRED, ATTACHMENTS REPORT BY: KENNETH PAQUETTE, EIT, BRPH ARCHITECTS - ENGINEERS INC. A,IA DOCUMEW G711 • ARCHITECTS FIELD REPORT . OCTOBER 1972 EDITION - A1AO - 61972 THE AMERICAN WSTmiTE OF ARC rrECTS,1735 NEW YROK AVE., NW, WASHINGTON, D.C. 20006 page 1 of 1 pages JUL-21-95 06:02 FROM:BRPH ID:�14072594703 W � PAGE 1/1- (Y12) rO 97-710 W'Kn . 1wA; w j GFT 322-01W Pon "r)� Mow*&P,itr (490M-Rl � f, K, ok[lyhfer FIELD REPORT. PROJECT: - :rr)'ltrrpifi9m l 07 eZ'% f FIELD REPORT NO: T.-- 3 CONTRACT: 1541, rar4 pL BRPH PROJECT NO: xrz, e/ 2 DATE TRJE 1, I WEATHER TEMP RANGE EST. % OF COMPLETION // CONFORMANCE WITH SCHEDULE WORK IN PROGRESS Gdlu r'+rIoilYrddt�for► S PRESENT AT SITE 48SERVATIONS 7CSAV, REPORT BY: CC: _e1 i Project No.: 15347-009-01 UNIVERSAL ENGINEERING SCIENCES Report No.: 53550 Consultants In: Geotechnical Engineering • Date: August 22, 1995 Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS I Client: Mark Construction Company 6 P.O. Box 521837 Longwood, Florida 32752 ! Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: Footings for Escalator - Native Referenced Datum: 0 = Bottom of Footing Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 08-15-95- Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. _ .. _. Laboratory Test Results Field Test Results Maximum Optimum Density Field' Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. 5 feet northwest of southeast corner, P-16, 0 - 1 foot 102.3 13.2 99.7 15.2 97.5 2. 10 feet southeast of northwest corner, P-16, 0 - 1 foot 102.3 13.2 99.4 15.5 97.2 Technician: VL cc: Client (2), BRPH (1) Fr er, P.E. City of Sanford (1) Ma eri �s Te Department Manager t; is Uni r I En ineexing Sciences, Inc. M 0 SEE Dfau)iN3 P-I -Tor CGlJT 1 N CkL�T i 01� Boom Yk6/0 3 �9 31 Z"VEr4r FAM / ............................. `-� 3• �l P-3if P a�M ass {AJ!7�iii C)OW/' �3''veNp YlooFN _ 45 Af � y,s Rocim 1S3 - 1Sy c (Z S �N rji - i / ✓/" D V,T R ;,, I (�GOM EKrSTINS MhwI %oN1 O1O- CM O xa- U Q3 S���G yj1 Q ,- Roots N� loofa 3o9_��© IL vj.& 0 Q% \ jl i/Z19 S (1-Et' DrZwU. � Z �o 11-7 r� ,k rt Q,a Room o7 N D looR av3-A -ao3=g 0�0 3 ' F P,00M )ya-D, ILQ-c Iy3 m Rcokt Na-pi I ya-T 1171q S �3 9 ��'s !11 oo:-411 1 La e Project No.: I L)NIVERSAL Report No.: D1587 009-01 Date 1st Issue: August 22, 1995 ENGINEERING SCIENCES Date 2nd Issue: g Consultants In: Geotechnical Engineering Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Airport Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y FIELD & LAB Date Sampled: 08-10-95 Time Sampled: 4:40 a.m. Sampled By: CS Slump: 5.5 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2444221 Concrete Temperature: 83 OF Time Batched: 4:20 a.m. No. of Cylinders Cast: 4 DATA quantity of Load: '10 cu.yds. Ambient Temperature: 75 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade, between lines 5 and 6 and M and N Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-17-95 7 3 28.27 72,000 2,550 RESULTS of TESTING 09-07-95 28 09-07-95 28 H REMARKS This Form Conforms With ASTM C-39 '40 cubic yards of 300 cubic yards I 1 = Cone, 2 = Cone & Split, 3 = Cone $ Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS j cc: Client (2), BRPH Architects (2) City of Sanford (1), Rinker (1) � - - -- is �-- ----- _- r, P.E. - Department Manager gyring Sciences, Inc. Project No.: UNIVEM"Em"D 'Am L Report No.: Date 1st Issue: ,,. ENGINEERING SCIENCES Date end Issue: Consultants In: Geotechnical Engineering Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 i 15347-009-01 D159 August 22, 1995 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Airport Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y FIELD & LAB DATA Date Sampled: 08-10-95 Time Sampled: 5:13 a.m. Sampled By: CS Slump: 4.75 in. Truck No.: 593 Air Content (by volume): N/S % Ticket No.: 2444224 Concrete Temperature: 81 OF Time Batched: 4:44 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 75 OF Water Added At Site: N/S gals. Weather Condition: N/S Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade, between lines 5 and 6 and K and L RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-17-95 7 3 28.27 81,000 2,870 09-07-95 28 09-07-95 28 H REMARKS This Form Conforms With ASTM C-39 '70 cubic yards of 300 cubic yards �M00D 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (2) City of Sanford (1), Rinker (1) is '.E. lepartment Manager g Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D160 August 22, 1995 0 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Airport Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y Date Sampled: 08-10-95 Time Sampled: 5:45 a.m. Sampled By: CS Slump: 6.25 in. FIELD & LAB DATA Truck No.: 302 Air Content (by volume): N/S % Ticket No.: 2440626 Concrete Temperature: 85 OF Time Batched: 4:26 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 77 OF Water Added At Site: N/S gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade, between lines 6 and 8 and L and M Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-17-95 7 3 28.27 77,000 2,720 RESULTS of TESTING, 09-07-95 28 09-07-95 28 H REMARKS This Form Conforms With ASTM C-39 130 cubic yards of 300 cubic yards M V H [ U 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (2) City of Sanford (1), Rinker (1) is P.E. Department Manager ring Sciences, Inc. Oum N I V tE, 0 RBAL Project No.: Report No.: ENGINEERING SCIENCES Date 1st Issue: Date Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 D161 August 22, 1995 Project: International Airport Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y FIELD & LAB Date Sampled: 08-10-95 Time Sampled: 6:15 a.m. Sampled By: CS Slump: 4 in. Truck No.: 143 Air Content (by volume): N/S % Ticket No.: 2444230 Concrete Temperature: 83 OF Time Batched: 5:17 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: 110 cu.yds. Ambient Temperature: 77 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade, between lines 8 and 10 and M and N RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test, Compressive Strength (psi) Average (psi) 08-17-95 7 3 28.27 72,500 2,560 09-07-95 28 09-07-95 28 H REMARKS This Form Conforms With ASTM C-39 '170 cubic yards of 300 cubic yards ivi 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (2) City of Sanford (1), Rinker (1) is P.E. Department Manager 'ing Sciences, Inc. i'UNIVERSAL Project No.: ,. Report No.: ENGINEERING SCIENCES Date 1st Issue: Date Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: I Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 D162 August 22, 1995 Project: International Airport Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y FIELD & LAB DATA Date Sampled: 08-10-95 Time Sampled: 6:50 a.m. Sampled By: CS Slump: 5.5 in. Truck No.: 617 Air Content (by volume): N/S % Ticket No.: 2444235 Concrete Temperature: 88 OF Time Batched: 5:59 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110cu.yds. Ambient Temperature: 78 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade, between lines 10 and 12 and M and N RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-17-95 7 3 28.27 75,500 2,670 09-07-95 28 09-07-95 28 H REMARKS This Form Conforms With ASTM C-39 '220 cubic yards of 300 cubic yards Ivi VK-1N--21 M, V 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (2) City of Sanford (1), Rinker (1) is E. partment Manager Sciences, Inc. Project No.: UNIVERSAL Report No.: ENGINEERING SCIENCES Date 1st Issue: Consultants In: Geotechnical Engineering • Date 2nd Issue:Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D163 August 22, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Airport Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y FIELD Date Sampled: 08-10-95 Time Sampled: 8:00 a.m. Sampled By: CS Slump: 4 in. Truck No.: 695 Air Content (by volume): N/S % & LAB DATA Ticket No.: 2444249 Concrete Temperature: 88 OF Time Batched: 7:34 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 80 OF Water Added At Site: N/S gals. Weather Condition: N/S Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade, between lines 12 and 14 and L and M RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-17-95 7 3 28.27 86,500 3,060 09-07-95 28 09-07-95 28 H REMARKS This Form Conforms With ASTM C-39 1280 cubic yards of 300 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS Fre Izer, P.E. cc: Client (2), BRPH Architects (2) Mat vials i -Department Manager City of Sanford (1), Rinker (1) Universal Eng n �ng Sciences, Inc. 'UNIVERSAL Project No.: 15347-009-01 Report No.: L852 Date 1st Issue: August 4, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: August 22, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD Date Sampled: 07-21-95 Time Sampled: 9:35 a.m. Sampled By: C. Severance Slump: 3'/a in. Truck No.: 884 Air Content (by volume): N/S % & Ticket No.: 2443684 Concrete Temperature: 87 OF LAB DATA Time Batched: 9:27 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 85 OF Water Added At Site: N/S gals. Weather Condition: Cloudy Contractor: Advance Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Column Pads Line 8-M,N,O,P and 10-M,N,O,P Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 07-28-95 7 3 28.27 85,000 3,010 RESULTS of TESTING 08-18-95 28 3 28.27 115,500 4,090 08-18-95 28 3 28.27 108,000 3,820 3,960 H REMARKS This Form Conforms With ASTM C-39 '20 cubic yards 30 cubic yards v F 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: C. Severance cc: Client (2) B.R.P.H. Architects (1) Rinker (1) th City of Sanford Building Dept. (1) er, P.E. i - Department Manager ineering Sciences, Inc. Project No.: 15347-009-01 UNIVERSAL Report No.: L866 Date 1st Issue: August 4, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: August 22, 1995 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD Date Sampled: 07-24-95 Time Sampled: 10:15 a.m. Sampled By: V. Lane Slump: 4'/4 in. Truck No.: 765 Air Content (by volume): N/S % & LAB DATA Ticket No.: 2443727 Concrete Temperature: 88 OF Time Batched: 9:59 a.m. No. of Cylinders Cast: 4 quantity of Load: '7'/2 cu.yds. Ambient Temperature: 90 OF Water Added At Site: 15 gals. Weather Condition: Partly Cloudy Contractor: Mark Construction Admixture: N/S Supplier: Rinker Location of Placement: Column Pad 6, 8, 10, 12 and 16, Line 5 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 07-31-95 7 3 28.27 85,000 3,010 08-21-95 28 3 28.27 104,000 3,680 08-21-95 28 3 28.27 108,000 3,820 3,750 H REMARKS This Form Conforms With ASTM C-39 '7'/2 cubic yards of 371/2 cubic yards i = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) Rinker (1) th City of Sanford Building Dept. (1) ?r, P.E. - Department Manager neering Sciences, Inc. Project No.: UNIVERSAL Report No.: Date list Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: i Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D055 August 16, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 psi at 28 days Mix Design No. P4065V FIELD & LAB DATA Date Sampled: 08-07-95 Time Sampled: 6:45 a.m. Sampled By: V. Lane Slump: 6.5 in. Truck No.: 256 Air Content (by volume): N/S % Ticket No.: 2444084 Concrete Temperature: 84 OF Time Batched: 6:30 a.m. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 78 OF Water Added At Site: 15 gals. Weather Condition: P. Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on Grade, South of existing customs RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-14-95 7 3 28.27 95,000 3,360 09-04-95 28 09-04-95 28 H REMARKS This Form Conforms With ASTM C-39 IVI V RA 1 = Cone, 2 = Cone & Split, 3 = Cone &.Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), BRPH Architects (1) Rinker (1), City of Sanford (1) is ).E. epartment Manager g Sciences, Inc. Project No.: UNIVERSAL Report No.: ENGINEERING SCIENCES Date 1st Issue: Consultants In: Geotechnical Engineering • Date 2nd Issue:Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida 15347-009-01 L768 July 25, 1995 August 16, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 07-17-95 Time Sampled: 11:50 a.m. Sampled By: V. Lane Slump: 4.5 in. Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 2443511 Concrete Temperature: 88 OF Time Baiched: 11:29 a.m. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 84 OF Water Added At Site: 20 gals. Weather Condition: Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Materials Location of Placement: Column Pad, Line 10 RESULTS of Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 07-24-95 7 3 28.27 85,500 3,020 08-14-95 28 3 28.27 101,500 3,590 08-14-95 28 3 28.27 101,000 3,570 3,580 TESTING H REMARKS This Form Conforms With ASTM C-39 V'N1 M, 0 H [fl 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), City of Sanford (1) BRPH Architects (1) is P.E. Department Manager ng Sciences, Inc. Project No.: UNIVERSAL Report No.: ENGINEERING SCIENCES Date 1st Issue: • Consultants In: Geotechnical Engineering • Date 2nd Issue: Date 3rd Issue: i Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D092 August 21, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065Y FIELD & LAB DATA Date Sampled: 08-09-95 Time Sampled: 12:20 p.m. Sampled By: C.S. Slump: 4.5 in. Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 2444202 Concrete Temperature: 90 OF Time Batched: 11:52 p.m. No. of Cylinders Cast: 4 Quantity of Load: 17 cu.yds. Ambient Temperature: 87 OF Water Added At Site: 0 gals. Weather Condition: Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Column pads S - 7, 9, 15 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-16-95 7 3 28.27 65,000 2,300 09-06-95 28 09-06-95 28 H REMARKS This Form Conforms With ASTM C-39 17 cubic yards of 7 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2) BRPH Architects (1), City of Sanford (1) is Fred J. r�(a z r P.E. Ma s Testing Department Manager Univ rsal ngine r g Sciences, Inc. Project No.: UNIVERSAL Report No.: D1 87 009 01 ENGINEERING SCIENCES Date 1st Issue: August 21, 1995 Date end Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. Orlando, FL 32811 (407) 423-0504 FAX (407) 423-3106 COMPRESSIVE STRENGTH OF - 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R4065Z FIELD & LAB DATA Date Sampled: 08-09-95 Time Sampled: 1:13 p.m. Sampled By: V. Lane Slump: 6.5 in. Truck No.: 884 Air Content (by volume): N/S % Ticket No.: 2444204 Concrete Temperature: 91 OF Time Batched: 12:48 p.m. No. of Cylinders Cast: 4 Quantity of Load: '7 cu.yds. Ambient Temperature: 89 OF Water Added At Site: 25 gals. Weather Condition: P. Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Formed tie beam, Stairwell No. 5, first beam RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-16-95 7 3 28.27 77,000 2,720 09-06-95 28 09-06-95 28 H REMARKS This Form Conforms With ASTM C-39 '7 cubic yards of 7 cubic yards Ivi 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2) BRPH Architects (1), City of Sanford (1) is Fred l n1Wz r,� P.E. Mat s esting , epartment Manager Universal ngine rin ciences, Inc. Project No.: UONIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering 9 9 ' Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. Orlando, FL 32811 (407) 423-0504 FAX (407) 423-3106 - _ - COMPRESSIVE STRENGTH OF - 3Y2" X 31/2 X 7" GROUT PRISMS 15347-009-01 L787 July 31, 1995 August 17, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. 12083026 Date Sampled: 07-18-95 Time Sampled: 10:00 a.m. FIELD & LAB DATA Sampled By: V. Lane Slump: 7.5 in. Truck No.: 728 Air Content (by volume): N/S % Ticket No.: 327003 Grout Temperature: 88 OF Time Batched: 9:26 a.m. No. of Prisms Cast: 3 Quantity of Load: 10 cu.yds. Ambient Temperature: 84 OF Water Added At Site: 10 gals. Weather Condition: Partly Cloudy Contractor: Client Admixture: N/S Supplier: Florida Mining Location of Placement: 4 hour masonry concrete firewall RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test , Compressive Strength (psi) Average (psi) 07-25-95 7 N/S 13.45 48,915 3,640 08-15-95 28 N/S 12.22' 59,000 4,830 08-15-95 28 N/S 13.48 .65,000 4,820 4,830 REMARKS This Form Conforms With ASTM C-39 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), BRPH Architects (1) City of Sanford (1), Florida Mining (1) is '.E. lepartment Manager g Sciences, Inc. Project No.: UNIVERSAL ., Report No.: L8537 009-01 Date list Issue: July 31, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: August 21, 1995 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 FAX (407) 423-3106 COMPRESSIVE STRENGTH OF - 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V Date Sampled: 07-19-95 Time Sampled: 11:30 a.m. FIELD & LAB DATA Sampled By: V. Lane Slump: 5.5 in. Truck No.: N/S Air Content (by volume): N/S % Ticket No.: N/S Concrete Temperature: 88 OF Time Batched: N/S No. of Cylinders Cast: 4 quantity of Load: 10 cu.yds. Ambient Temperature: 90 OF Water Added At Site: 0 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Column pads RESULTS of Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 07-26-95 7 3 28.7 86,000 3,040 08-16-95 28 3 28.27 124,500 4,400 08-16-95 28 3 28.27 123,000 4,350 4,380 TESTING H REMARKS This Form Conforms With ASTM C-39 IFAII M, 0 H [ fl 1 _= Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CS = Corner Break Technician:VL cc: Client (2), BRPH Architects (1) Rinker (1), City of Sanford (1) is P.E. Department Manager ring Sciences, Inc. UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 REPORT ON - - IN -PLACE DENSITY TESTS - Project No.: 15347-009-01 Report No.: 53488 Date: August 21, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: Storm 18 Inch Diameter RCP - Backfill Referenced Datum: 0 = Top of pipe Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: 08-16-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Between Structures C and D 1. 0 + 1 foot 102.3 13.2 101.3 8.9 99.0 2. 0 - 1 foot 102.3 13.2 101.7 9.0 99.4 Technician: CS cc: Client (2), City of Sanford (1) BRPH Architects (1) is LSdrEngin �r'riaiz' , P.E. esting) epartment Manager verer Sciences, Inc. UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 -- REPORT ON - - IN -PLACE DENSITY TESTS - Project No.: 15347-009-01 Report No.: 53489 Date: August 21, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: Footings - Native Referenced Datum: 0 = Bottom of Footing Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 08-14-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. Elevator Pit No. 2 and No. 3, 0 - 1 foot 102.3 13.2 100.7 17.4 98.4 2. Column Pad P - 14, 0 - 1 foot 102.3 13.2 101.1 19.1 98.8 Technician: CS cc: Client (2), City of Sanford (1) Fred J. Sc r, BRPH Architects (1) Materials Te ting - e artment Manager is Universal Engineerin Sciences, Inc. i Project No.: UNIVERSAL Report No.: ENGINEERING SCIENCES Date 1st Issue: Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 D022 August 15, 1995 Client: Mark Construction P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days (Pumpable) Mix Design No. R4065Z Date Sampled: 08-04-95 Time Sampled: 1:30 P.M. Sampled By: V. Lane Slump: 6 in. FIELD & Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 2444072 Concrete Temperature: 92 OF LAB:. DATA Time Batched: 1:08 p.m. No. of Cylinders Cast: 4 Quantity of Load: '7 cu.yds. Ambient Temperature: 90 OF Water Added At Site: 5 gals. Weather Condition: P. Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Material Location of Placement: Stairwell No. 6, formed tie beam and fill cell Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) RESULTS of TESTING 08-11-95 7 3 28.27 77,000 2,720 09-01-95 28 09-01-95 28 H REMARKS This Form Conforms With ASTM C-39 '7 cubic yards of 7 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone.&.Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break:' Technician:VL cc: Client (2) BRPH Architects (1) City of Sanford (1) is malzer, P.E. ?sting - Department Manager ngineering Sciences, Inc. I kr C 1 C2 C2.5 C3 C4 ry i /----------- ----- - - Z - 12 A I - CJ.. o � tT ------ ------ 195 � 8 4 -----------------------------+-------------------------------- N o NEW TYPE II FULLY SPRINKLERED BREEZEWAY BELOW CONCOURSE (ZONE #2) PRE -ACTION. I STORAGE 123 I ESCALATOR I EQUIPMENT ELEVATOR r2 I CORRIDOR EQUIPMENT 13 6 126 I I - �[F-_- d�j II I III III IJII - - II L APHIS I rFl - ll - - STORAGE III III UP F13—F u °I L — —ri smote _ I WAITING 12- LNEW TYPE II FULLY SPRINKLERED CONCOURSE BUILDING OZONE #4) WET PIPE SYSTEM,FIRST FLOOR STORAGE ROOMS / WAITING AN'D SECOND FLOOR (141350 S.F.) ,FIRST FLOOR FIRE PROTECTION PLAN- IJJ LIGHTING FIXTURE SCHEDULE LAMPS MARK DESCRIPTION DIFFUSER MOUNTING VOLT. MANUFACTURER REMARKS Y GUAR WATTS TTF[ A ELEVATOR PIT FIXTURE 2 6W CFL IOLTCARbONATE WALL. BRACKET 110 DAYBRITL - MOUNT IN ELEVATOR PIT COORDINATE EXACT CANLET, HUSBELL, LtTHONIA OIFW-209-PW LOCATION WITH ELEVATOR SYSTEM INSTALLER B T X 4' FLUORESCENT PARABOLIC TROFFER 2 FOl2 T6 S[YI-6PECLLM 16 CELLS GRW RECESS 277 OAYBRITe PROVIDE ELECTRONIC BALLAST $500 KELVIN PARABOLIC 62PlGC132.26sL-E&271 LI HONU, COLUMBtA, METALUX C 2' n 4 FLUORESCENT TROFFER ! Fpyt To 3500 KELVIN ACRYLIC LENS GRID RECESS 277 DAYDRITC 62DGA5NP'SOI-277-I/2-1EB PROVIDE (21 ELECTRONIC BALLAST SIZED FOR 01 AND C21 LAMPS ASDIRECTED IRECTED LITHON1A� COLUMBIA METALUX 0 V X 4' FLUORESCENT TROFPER 2 F032 T6 3500 KELVIN ACRYLIC LENS GRID RECESS 277 DAYDIUTE 620GA232PSOI-277-EB PROVIDE ELECTRONIC BALLAST PROVIDE RETURN AIR FUNCTION LITHONIA, COLUMBIA, METALUX E EXIT SIGN LED N/A N/A WA UNIVERSAL 277 EMERGI-LITE DOUBLE OR SINGLE PACE AS INDICATED PRESCOLITE, LITHONIA, SURELITeS LEOPM OR" PROVIDE DIRECTIONAL ARROWS AS INDICATED F eDGe LIT EXIT SIGN 2 SW T•5 ACRYLIC CDDOCLIT CEILING MOUNT 277 ,%IR91- PROVIDE DIRECTIONAL ARROWS AS INDICATED PRESCOLITE, ALKO, LITHONIA, SUR[LITES G RECESSED FLUORESCENT 16W CI'L CLE1 RECESS 277 PEACHTREE HALO, PRESCOLIR ALZAK 6PPP-611E-C-eft H 4 I L Y-M STRIP FLUORESCENT A8 1 FOYt TB TUBE SURFACE OR 277 PROVIDE PROVIDE LENGTH LITHORIA, COLUMBtA, MCtALUX — INDICATED l300 KELVIN GUARDS CHAIN MOUNTED fr-232 a 6T-2Yt-eB AS INDICATED ON DK POTURE A8 INDICATED ON DRAWINOs K RECESSED COMPACT 1 16W CPL CLEAR 177 PEACHTREE PEACHTREE PROVIDE HANGER BARB FLUORESCENT ALZAK 6PPP-6126-C-e5 PROVIDE ELECTRONIC BALLAST PRe6C01.tTE, HALO L 2'TAOFFEPWORESCENT PARABOLIC ! F032 . l500 TKELVIN CELL PARABOLIC GRID RECESS 277 A B RI �Yl-068L-eo-2n PROVIDE ELECTRONIC BALLAST LITHONIA, COLUMBIA, MCTALUX M WALL BRACKET H.I.D. 1 40OW M.H. N/A W BRACKET YOUt1T 177 STERNER SUPPORT TO STRUCTURAL BEAM AS INDICATED eLLIPTTPAR, INStGHi, ON T !Y- Al . 6PD46S00-0O PROVIDE QUARTZ RESTRIKE N P[NDANT.,YOUNT•FLUOIEBC[NT 4 Ts PARABOLIC TEN MOUNT 7R 277 PRUDENTIAL Q PROVIDE CANOPY KIT 6 WHITE PENDANT KIT LW CITE CONTROL 3500 KELVIN AFF TO BOTTOM 6P25-2-06-XCTE-M1 77V-AL FIXTURE SHALL Be 6'•0° LONG WITH 4 LAMPS EACH " P WALL BRACKET STAIRWELL FLUORESCENT 2 POSR T ACRYLIC WALL. BRACKET AO 277 DAYBRITE PROVIDE ELECTRONIC BALLAST NUi1T[, LITHONIA, METALUX 3600 KELVIN 60T7"OM 6WD2Yt-CP-Eo-277v 0 PENDANT MOUNT H.I.D. 1 176W Y.H. ACRYLIC PENDANT MOUNT y AFF TO BOTTOM277 DAYBRI7L 6LW17-MH-27-ACU ! I PROVIDE SWIVEL BALL ALIGNER QUARTZPROVIDE ST L LMTS GENERAL rLECTRIq LITHORIA, LUMARK ,. B WALL MOUNT H.I.D. 1 260W Y.H. POLYCARBONATE GLASS AFG TO SON% 277 DAYBRITE IWLL-28-RAH-27 GENERAL ELECTRIC,LITHOII, LUMARK T H.LD. DOWNLIGHT i 176W M.H.CLEAR ALZAK Recess 477 PEACHTREE 6PMH•10-D6-C-ORY PROVIDE WITH WARTZ RESTRIKE KIRLiN, PReSCOL[tt, LI1HOHtA, HALO U T-M WALL BRACKET 2 P10 CW/SS ACRYLIC WALL BRACKET 277 DAYBRITE FLUORESCENT LENSE ABOVE MIRROR 6L5120-W MOUNT ABOVE MIRROR LITHORIA, NU -LIGHT, METALUX V RECESSED FLUOR WALL WASH 2 16W CPL CLLEM Recess Y77 PEACHTREE HALO, PR[8COLITG 6PSL-6226-53-C-EB W 4'N WALL BRACKET 1 P031 TS ACRYLIC WALL BRACKET 277 DAYMTe FLUORESCENT $500 KELVIN LENBE ABOVE MIRROR 6C8-132-W-EB MOUNT ABOVE MIRROR FIELD COORDINATE LITI NONOy NU-LISHT, METALUX 100, X RECESSED H.I.D. 1 IGOW N.H. CI'EM ALZAK Recess Y77 PEACHTREE 6PMH-7100-POCLTOO.277V Recess MOUNT NT IN SOFFIT PRCBCOLIT HALO Y RECESSED KID. 1 175W N.H. CLEM RECESS 277 PEACHTREE 6PMH-WI76•C-177V RECESS MOUNT IN SOFFIT PReBCOLITE, HALO Z HI CH MAST APRON SRRNER 66 P OOo- PROVIDE POLE, MOWN G R AND NOIORIZPA 7 ELECTRIC, MoGMW-EDISON i AA r ■ 4' FLUORESCENT PARABOLIC TROFFER 2 POl2 ..— - T6 l500 KELVIN SEMI-SPL'CU-All 6 CELL PARA6OLIC GRD REQs 277 #2P53 T32-23SL-EB-277 PROVIDE LI.[CTRONIC BALLAST LITHONIA� CO.UMBIA METAL, i ; - i 1 % -- • MOUNT DIRECTLY ABOVE DOORWAY ITY Ltb'HTING, 6U1H, AkGRAW-EDISON 1. ALL RECESSED V X 4' TROFFER LIGHTING PIXTMS SHALL HAVE RETURN AIR PUNCTIOR Q 1 ALL LtGHTWG FOTURES LISTED III THE 'EOIIAL BN COLUMN NUBT MEET OR EXCEED THE SPECIFIED FIXTURE8 IN ALL AeRCTS ANO FUNCf1OL1L CNARACTeRIB11 ABBREVIATIONS AND ACRONYMS A (APPLIES TO ALL ELECTRICAL AMPERES SHEETS( LIGHTING CONTACTOR LC A/C AIR CONDITIONING LTG LIGHTING AC ALTERNATING CURRENT MCM THOUSANDS OF CIRCULAR MILS AFF ABOVE FINISHED FLOOR MOP MAIN DISTRIBUTION PANEL AFG ABOVE FINISHED GRADE M.H. METAL HALIDE OR U.O.N. AHU AIR HANDLING UNIT N NEUTRAL PLASTIC BUSHING. ATS AUTOMATIC TRANSFER SWITCH N/A NOT APPLICABLE S OUTLETS A ARIWIRE GAUGE N.C. NORMALLT CLOSED 28, INSTALL ARCH ARCHITECTURAL NEC NATIONAL ELECTRICAL CODE -. BFF BELOW FINISHED FLOOR NF NON -FUSED BFG BELOW FINISHED .GRADE NEMA NATIONAL ELECTRICAL C CONDUIT MANUFACTURERS) ASSOCIATION CH - COUNTER HEIGHT NFPA NATIONAL FIRE PROTECTION ASSOCIATION CFL COMPACT FLUORESCENT LIGHT N.I.C. NOT IN CONTRACT NL NIGHT LIGHT ARED. CCTV CLOSED CIRCUIT TELEVISION No. NUMBER CONC CONCRETE O ON CENTER A741. 1D 16-3 28 Ppc 1 I I I I 1 16-3 30 PP 3 E-2 E-2 O Z 16- 6 � I Q I TYPICAL f1/OAWG CU INTERCONNECTING GROUNDING CONDUCTOR. SAW CUT EXISTING APRON CONCRETE 6u WIDE AND INSTALL GROUNDING CABLE. PATCH TRENCH BACK TO ORIGINAL INTEGRITY UTILIZING NON - SHRINK, NON-METALLIC GROUT. I I TYPICAL STATIC GROUNDING RECEPTACLE. FIELD COORDINATE THE EXACT LOCATION OF THE GROUNDING RECEPTACLES WITH THE OWNERS AUTHORIZED REPRESENTATIVES RIOR TO INSTALLATION OF ANY SYSTEMS Z R TRENCHING. TYPICAL. FOR (4). 1 32 E PPC -2 E-2 U.G. SE ION BETW EN (2) SHA�ONDUIT L BE PVC C ATED GALV NIZED R GIP. Z 16-1 t 3 5 � �LPA 2,4,6 LPP ,_Ou IN Z 16-1 ,911 8,1 ,12 LFA 'ERNATIONAL DEPARTURES BUILDII CENTRAL FLORIDA REGIONAL AIRPORT SANFORD, FLORIDA ELECTRICAL SITE PLAN N0. 3652,01 DATE 5-1-95 CAD 3652.CI ASK-4 REF. E-2 D.B. M,S. owr;, no. APP. S,H. SKI-4 4 3 00 CONCRETE PEDESTAL. (21 40 UG PRIMARY SCHEDULE 80 PVC CONDUITS. SEE DWG. E-2 41-00 B.P.G. MOUNT FOR ROUTING. INSTALL PULL WIRE IN ALL EMPTY CONDUITS. FPL SPECIFICATIONS. 1 ION OF. METER FPL PAD MOUNTED TRANSFORMER. FIELD COORDINATE THE EXACT LOCATION PRIOR TO BIDDING. CONTRACTOR SHALL PROVIDE CONCRETE PAD FOR TRANSFORMER PER THE SPECIFICATIONS OF FPL PAD SHALL BE Mll O SIZED FOR TRANSFORMER PAD AND GENERATOR. POWER METER 36 4W SURGE S 2 5 • W.P. SHUNT TRIP OPERATOR DEVICE /$ 17 NEC POWER LOGIC PPI-S4 POWER MONITORING DEVICE. SQUARE-D 600 120V SHUNT TRIP #CM2180 PFP PHASE FAILURE PROTECTION GF GROUND FAULT PROTECTION 40 70 26 60 40 160. 160 160 40 40 3 3 3 3 3 3 3 3 8 7 4 6 18 10 10 10 6 18 LIGHTING CONTACTO PANEL PANEL PANEL LC-2 ' 60 30 3 60 HVAC LP1 LP2 + ' 60 6 2 + 6 1 8 7 4 PANEL 6 18 LPA 18 M M M 7 7 AHU-1 AHU-S AHU-4 m TF-1 TP-2 M 480Vn20-208V 480VA20-208V FUTURE ESCALATOR i1 b+ 4W 46KVA '.A 4W 46KVA ESCALATOR f1 ESCALATOR f2 "KW t2 10 17 % 12 10 17 % 9SICW — © PANEL PANEL PANEL PANG! PP1 PP1A PP2 PP2A INTERNATIONAL DEPARTURES BUILDING N0. 3652.01 DATE 5-1-95 CENTRAL FLORIDA REGIONAL AIRPORT CAD 3652.01\9K1-5 REF. E-12 ARC s SANFORD, FLORIDA D.s. M,S, DWG. NO. C ELECTRICAL ONE -LINE RISER DIAGRAM APP. S.H. SK ♦ 1'vJ U-4 TYPICAL SHUTDOWN RELAY F2021 -_ F2-02-1 UPPER CONCOURSE 16 STROBES UPPER CONCOURSE E•LEV TYPICAL 3/4°C ELEVATOR RECALL TOP ELEV. UPPER CONDUCTORS. 14412 AWG TYPICAL SHAFT CONCOURSE ENTIRE LENGTH OF CIRCUIT. 2nd (UPPER) FLOOR ELEV [136 F125 123 ELEV. F1-2e-i ALL SM K DETECT PIT SHALL HAVE DUAL %. CONTACTS. ITYPI I eMAI= #1 ReCALL fl COCALL.. 126 FI-2-7-1 FI-2'7-1 WP WP WP WP WP WP WP WP WP WP _00� J& Nil 112fl z 0 — c w co ew C6 > cg MilliUJ ul ZW� WVI I W I Lu z z F3 -j ma Co X z cr I-0 (L Lu C3 -1 0 0 4c 5! I.L. z Z _j < 0 < WI )/1 P E INTERNATIONAL DEPARTURES BUILDING N0.6 2,01 DATE 5-1-95 CENTRAL FLORIDA REGIONAL AIRPORT CAD 3652.0 I \5K1-6 REF. E-13 ARC DWG. NO. T SANFORD, FLORIDA 6A... B. M.S. D -6 FIRE ALARM ER APP. S.H. SK1 4 Ell mm V YGY • ®IIIIII�©11►YiJ��� EQUIPMENTSERVED mumwm II�®11►LY� ram. :�::.r�a.` �s,�■r�.:�ra��ww.�.�.��*.� � �a�:.en' �a m�om���m,fl►�■ �om���-, '©- • �� � O���i7dh1`,�:yi,:.r_1:ni)iY� � �� tS�Wi��� �i �00000®ian ��n���vo® � oQ.�z�oo©a. �©oovoo � m�D00oR►LDiI momoom n' m©�oOOLt 0�� mO1�000 � �oo�oo©o� �om000© � mDI��aORrL'0� mOm�mO®. Mill MIll mm IM CONNECTED••. —RE ENTRANCE LABELED SWITCHBOARD I -MAIN SECTION SECTIONS (CIRCUITS 01-241 DISTRIBUTION SECTION .,HARD- OR CIRCUIT AKE WZL'Be INCLUDED IN :... . IM AMPS .JP n --- -- ►r�z.:x.r���►' 120Y SHUNT TRIP CIRCUIT BREAKER TOTAL SPARE PANEL: UPS RATING: 40A MCD LUG LOCATION: BOTTOM A. 1. C.: 22,= SERVICE: 120/208V. 4W MOUNTING: TYPE: EQUIPMENT — SERVED -r1� ri A � IV►I\CAI I\ A :. .I _II�I�-_IIIIII■III■II�III�• -_- --^_�`�y`= ��Sr�� ®: - = - of i o��moo �■■■ss�®®® ii■ 0�m000��� m■■■GI�J��1� PAN CKT EQU NO. Ts li S I N0. 3652.01 DATE 5-1-95 INTERNATIONAL DEPARTURES BUILDING CENTRAL FLORIDA REGIONAL AIRPORT CAD 3652.0 11SK1-7 REF. E-15 " SANFORD, FLORIDA DWG. No. 'A ARC T t3T�+�I�N 1 R8 D.B. M.S. PANEL SCHEDULES S K 1' 7 In APP. S.H, PANEL PPI EQUIPMEI NIVERSAL Project No.: i Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 15347-009-01 L787 July 31, 1995 COMPRESSIVE STRENGTH OF 31/2" X 31/2 X 7" GROUT PRISMS i Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. 12083026 FIELD & LAB DATA Date Sampled: 07-18-95 Time Sampled: 10:00 a.m. Sampled By: V. Lane ,w Slump: 7.5 in. Truck No.: 728 Air Content (by volume): N/S % Ticket No.: 327003 Grout Temperature: 88 OF Time Batched: 9:26 a.m. No. of Prisms Cast: 3 Quantity of Load: 10 cu.yds. Ambient Temperature: 84 OF Water Added At Site: 10 gals. Weather Condition: Partly Cloudy Contractor: Client Admixture: N/S Supplier: Florida Mining Location of Placement: 4 hour masonry concrete firewall RESULTS of TESTING Date Tested Age Days .. Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 07-25-95 7, N/S 13.45 48,915 3,640 08-15-95 28 08-15-95 28 REMARKS This Form Conforms With ASTM C-39 �. N 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 =.Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), BRPH Architects (1) City of Sanford (1), Florida Mining (1) is P.E. Department Manager ring Sciences, Inc. I UNIVERSAL Project No.: 15347-009-01 ENGINEERING SCIENCES Report No.: 52294 Consultants In: Geotechnical Engineering • Date: July 31, 1995 Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 ! REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 Area Tested: Customs and International Departures Building - Stabilization Course: Subgracie, 2 Feet Below Final Grade Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 06-28-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Note: Test No. 1 pipe excavation. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 8 Inch PVC Water Line Removed Pipe Trench 1. South end, bottom 108.0 10.2 106.1 6.9 98.2 2. North end, midway 108.0 10.2 103.13 5.1 96.1 3. 50 feet east of existing Florida Power Transmitter 108.0 10.2 104.5 7.8 96.8 4. 145 feet south. of existing concrete, 60 feet East of existing 108.0 10.2 103.5 7.9 95.8 building 5. 170 feet south of existing concrete, 185 feet east of 108.0 10.2 103.0 13.1 95.4 existing building Technician: VL cc: Client (2), BRPH Architects (1) City of Sanford (1) is zer, P.E. g - Department Manager neering Sciences, Inc. UNIVERSALProject No.: 15347-009-01 ENGINEERING SCIENCES Report No.: 52296 Consultants In: Geotechnical Engineering • Date: - July 31, 1995 Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 Area Tested: INS Building Firewall Footing, Column Line No. 1 - Native Course: Final Grade Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-05-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Column Line No. 1 1. 15 feet south of north end 102.3 13.2 101.3 4.3 99.0 2. 80 feet south of north end 102.3 13.2 102.8 5.7 100.5 3. 5 feet north of south end 102.3 13.2 101.5 5.4 99.2 Technician: VL cc: Client (2), BRPH Architects (1) City of Sanford (1) is P.E. Department Manager ring Sciences, Inc. UNIVERSAL Project No.: ENGINEERING SCIENCES Report No.: Consultants In: Geotechnical Engineering • Date: Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS 15347-009-01 52591 July 31, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 Area Tested: Building Slab - Fill Course: Slab on Grade Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-24-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. West side footing, 10 feet south and 1 foot east 108.0 10.2 103.5 5.7 95.8 2. Center of slab, 20 feet east and 12 feet south 108.0 10.2 103.2 5.3 95.6 Technician: VL cc: Client (2), BRPH Architects (1) City of Sanford (1) is P.E. Department Manager ring Sciences, Inc. UNIVERSAL Project No.: ENGINEERING SCIENCES Report No.: Consultants In: Geotechnical Engineering • Date: Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS 15347-009-01 52592 - July 31, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 Area Tested: Column Pads - Native Course: Bottom of Pad Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-25-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Feld Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Column Pads 1. L - 16 102.3 13.2 99.4 16.2 97.2 2. L - 14 102.3 13.2 101.9 8.8 99.6 3. L- 12 102.3 13.2 100.5 7.5 98.2 4. , L - 10 102.3 13.2 101.3 5.9 99.0 5. L - 8 102.3 13.2 98.8 6.1 96.6 6. L - 6 102.3 13.2 100.1 7.8 97.8 Technician: VL cc: Client (2), BRPH Architects (1) City of Sanford (1) is ?r, P.E. - Department Manager Bering Sciences, Inc. ° UNIVERSAL Project No.: 15347-009-01 Report No.: 52631 ° ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: July 31, 1995 s Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 Area Tested: Column Pads - Native Course: Bottom of Footing Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-26-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. L - 2 102.3 13.2 99.2 13.1 97.0 2. L - 3 102.3 13.2 98.5 17.3 96.3 3. L - 4 102.3 13.2 97.6 12.0 95.4 4. L - 5 102.3 13.2 99.7 13.7 97.5 Technician: CS cc: Client (2), BRPH Architects (1) alzer, P.E. City of Sanford (1) n esting - Department Manager is Uni rsa Engineering Sciences, Inc. 5 UNIVERSAL Project No.: 15347-009-01 i ENGINEERING SCIENCES Report No.: 52632 Wd Consultants In: Geotechnical Engineering • Date: July 31, 1995 Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS ' Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL. - P.O. No. 733-104 Area Tested: Column Pads - Native Course: Bottom of Pad Footing i Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-27-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Column Pads 1. S - 15 102.3 13.2 102.6 13.9 100.3 2. S - 13 102.3 13.2 101.2 15.3 98.9 3. S - 11 102.3 13.2 101.1 14.1 98.8 Stairway Pad No. 5 4. Slab on grade 102.3 13.2 101.8 14.7 99.5 5. Footing 102.3 13.2 98.5 14.8 96.3 Technician: CS cc: Client (2), BRPH Architects (1) City of Sanford (1) is artment Manager Sciences, Inc. Project No.: 15347-009-01 UNIVERSALReport No.: L852 )' Date 1st Issue: '' August 4, 1995 ENGINEERING SCIENCES,. Date.2nd Issue: ,f. - Consultants In: Geotechnical Engineering • Date 3rd Issue: } '' Environmental Sciences • Construction Materials Testin Final Issue: g 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN Specified Strength: 3,000 psi at 28 days .DATA Mix Design No. P3065V Date Sampled: 07-21-95 FIELD & LAB DATA Truck No.: Ticket No.: Time Batched: Quantity of Load: Water Added At Site: Contractor: Location of Placement: Time Sampled: Slump: Air Content (by volume): Concrete Temperature: 9:27 a.m. No. of Cylinders Cast: '10 cu.yds. Ambient Temperature: ' N/S gals. Weather Condition: Advance Site and Paving Admixture: Rinker Column Pads Line 8-M,N,O,P and 10-M,N,O,P C.Severance 884 9:35 a.m. 3Yz in. N/S % 87 OF 4 85 OF N/S Date Tested Age Days Type of Fracture Test Specimen X-Sect Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) 07-28-95 7 3 28.27 85,000 3,010 RESULTS 08-18-95 28 of 08-18-95 28 TESTING H REMARKS I This Form Conforms With ASTM C-39 '20 cubic yards 30 cubic yards V M VIN Lam! a M 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: C. Severance cc: Client (2) B.R.P.H. Architects (1) Rinker (1) th City of Sanford Building Dept. (1) P.E. Department Manager aering Sciences, Inc. r— 7 IVERSAL Project No.: 15347-009-01 UNReport No.: L853 Date 1st Issue: August 4, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: - Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 07-19-95 Time Sampled: 11:30 a.m. Sampled By: V. Lane Slump: 51/2 in. Truck No.: N/S Air Content (by volume): N/S % Ticket No.: N/S Concrete Temperature: 88 OF Time Batched: N/S No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 90 OF Water Added At Site: 0 gals. Weather Condition: Sunny Contractor: Mark Construction Admixture: N/S Supplier: Rinker Location of Placement: Column Pads, Line 5 M through R RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (Ibs.) Test Compressive Strength (psi) Average (psi) 07-26-95 7 3 28.27 86,000 3,040 08-16-95 28 08-16-95 28 H REMARKS This Form Conforms With ASTM C-39 IN 1 = Cone, 2 = Cone $ Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) Rinker (1) th City of Sanford Building Dept. (1) P.E. Department Manager :eying Sciences, Inc. Project No.: 15347-009-01 UNIVERSAL Report No.: L866 Date 1st Issue: August 4, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering - Date 3rd Issue: - Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN Specified Strength: 3,000 psi at 28 days DATA Mix Design No. P3065V Date Sampled: 07-24-95 Sampled By: V. Lane Time Sampled: Slump: FIELD Truck No.: 765 Air Content (by volume): & Ticket No.: 2443727 Concrete Temperature: LAB Time Batched: 9:59 a.m. No. of Cylinders Cast: DATA Quantity of Load: '7'/2 cu.yds. Ambient Temperature: Water Added At Site: 15 gals. Weather Condition: Contractor: Mark Construction Admixture: Location of Placement: - RESULTS of TESTING Date Tested Age Day 07-31-95 7 08-21-95 28 08-21-95 28 H Rinker Column Pad 6, 8, 10, 12 and 16, Line 5 Type of Test Specimen s Fracture X-Sect. Area (in. 3 28.27 REMARKS I This Form Conforms With ASTM C-39 '7%2 cubic yards of 37'/2 cubic yards VIN 1 3 1 = Cone, 2 = Cone & SPIR, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) Rinker (1) th City of Sanford Building Dept. (1) Max. Compressive Load (lbs.) 85,000 10:15 a.m. 4'/4 in. N/S % 88 OF 4 90 OF Partly Cloudy N/S Test Compressive Strength (psi) 3,010 P.E. Department Manager ?eying Sciences, Inc. UNIVERSAL QuENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Project No.: 15347-003-01 Report No.: 52783 Date: 'August 4, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 Area Tested: Column Pads Line K 1 through 6 - Native Course: Final Grade Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-28-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Location of Test Density Dry Lbs/CuFt Moisture Percent Dry Lbs/CuFt Moisture Percent Density Percent 1. Line K-1 102.3 13.2 101.2 10.8 98.9 2. Line K-2 102.3 13.2 100.1 12.3 97.8 3. Line K-3 102.3 13.2 99.7 11.4 97.5 4. Line K-4 102.3 13.2 101.8 12.1 99.5 5. Line K-5 102.3 13.2 101.3 11.2 99.0 6. Line K-6 102.3 13.2 100.4 12.9 98.1 Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) th City of Sanford Building Dept. (1) ).E. lepartment Manager g Sciences, Inc. UNIVERSAL Project No. ENGINEERING SCIENCES Report No.: Consultants In: Geotechnical Engineering • Date: Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS 15347-003-01 52784 August 4, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 Area Tested: South Side/Existing Customs, Slab on Grade - Native Course: Final Grade Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-31-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Location of Test Density Dry Lbs/CuFt Moisture Percent Dry Lbs/CuFt Moisture Percent Density Percent 1. 15 feet Southeast of Northwest Corner 108.0 10.2 108.0 5.0 100.0 2. 45 feet East, 5 feet North 108.0 10.2 107.8 5.8 99.8 3. 40 feet West, 5 feet South 108.0 10.2 108.3 4.7 100.3 4. 10 feet Northwest of Southeast Corner 108.0 10.2 106.4 5.3 98.5 Technician: V. Lane cc: Client (2) B.R.P.H. Architects (1) th City of Sanford Building Dept. (1) zer, P.E. g - Department Manager eering Sciences, Inc. r-.e UNIVERSAL Project No Report No.: so ENGINEERING SCIENCES Date 1st Issue: Consultants In: Geotechnical Engineering • Date 2nd Issue: Environmental Sciences • Construction Materials Testing Date 3rd Issue: Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 L954 August 7, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 07-28-95 Time Sampled: 12:00 p.m. Sampled By: V. Lane Slump: 4.5 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2443898 Concrete Temperature: 86 OF Time Batched: 11:32 a.m. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 10 gals. Weather Condition: Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Materials Location of Placement: Slab for Stairwell No. 6 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-04-95 3 7 28.27 79,000 2,790 08-25-95 28 08-25-95 28 H REMARKS This Form Conforms With ASTM C-39 lv'YAII N V F-1 E 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (1) City of Sanford (1), Rinker Materials (1) is E. apartment Manager Sciences, Inc. Projec No.: UNIVERSAL Report No.: ENGINEERING SCIENCES Date 1st Issue: Consultants In: Geotechnical Engineering • Date 2nd Issue: Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 L922 August 7, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 07-27-95 Time Sampled: 12:40 p.m. Sampled By: C.S. Slump: 2.5 in. Truck No.: 593 Air Content (by volume): N/S % Ticket No.: 2443856 Concrete Temperature: 91 OF Time Batched: 12:08 pa.m. No. of Cylinders Cast: 4 quantity of Load: 110cu.yds. Ambient Temperature: 89 OF Water Added At Site: 5 gals. Weather Condition: Rain Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Column Pads L-5, 4, 3 and 2 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-03-95 3 7 28.27 85,000 3,010 08-24-95 28 08-24-95 28 H REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 20 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (1) City of Sanford (1), Rinker Materials (1) is E. partment Manager Sciences, Inc. r Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: So Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 31/2" X 31/2 X 7" GROUT PRISMS 15347-009-01 L913 August 7, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. 14083034 FIELD & LAB DATA Date Sampled: 07-26-95 Time Sampled: N/S Sampled By: C.S. Slump: N/S in. Truck No.: 571 Air Content (by volume): N/S % Ticket No.: 328565 Grout Temperature: 91 OF Time Batched: 11:55 a.m. No. of Prisms Cast: 3 Quantity of Load: '9 cu.yds. Ambient Temperature: 89 OF Water Added At Site: N/S gals. Weather Condition: P. Cloudy Contractor: Client Admixture: N/S Supplier: Florida Mining Location of Placement: Down Cells RESULTS Or TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-02-95 7 N/S 12.58 38,900 3,090 08-23-95 28 08-23-95 28 REMARKS This Form Conforms With ASTM C-39 '9 cubic yards of 9 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (1) City of Sanford (1), Florida Mining (1) Its P.E. Department Manager ng Sciences, Inc. ._ _ 7 UNIVERSAL Project No. 15347-009-01 ENGINEERING SCIENCES Report No. 52293 Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing Date: July 24, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON SITE INSPECTION Client: Mark Construction P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Scope of Field Work: Proof Roll for Building Pads Date Inspected: 06-28-95 Total Time on Project: 1.0 hr Inspected By: V. Lane Inspecting: N/S Travel Time: .5 hr Testing: N/S As requested, on June 28, 1995, a representative of Universal Engineering Sciences was present for an inspection on proof rolling operation. Observed the contractor using vibratory roller for proof rolling operation. Roots, concrete and debris have been removed and excavated from building pad and'parking locations. Observing rolling operation, this technician saw no yielding of material during rolling operation. Natural ground is firm and unyielding. Technician: VL cc: Client (2) B.R.P.H (1) City of Sanford (1) is P. E. Department Manager Bring Sciences, Inc. r NIVERSAL Project No.: 15347-009-01 ENGINEERING SCIENCES Report No.: 52297 Consultants In: Geotechnical Engineering • Date: July 24, 1995 Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Area Tested: Column Pads - Native Course: Final Grade Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-11-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Note: A half an inch probe rod used for compaction test in lieu of the nuclear test, column pad lines 3R - 2Q - 3P - 2N - 3M. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. Column line 2R 102.3 13.2 100.7 5.7 98.4 2. Column line 3Q 102.3 13.2 102.9 6.2 100.6 3. Column line 2P 102.3 13.2 102.9 4.7 100.6 4. Column line 3N 102.3 13.2 100.8 8.4 98.5 5. Column -line 2M 102.3 13.2 100.2 2.8 97.9 Technician: VL cc: Client (2) ed alzer, P.E. B.R.P.H (1), City of Sanford (1) Material Te ng - Department Manager is Universal E eering Sciences, Inc. UNIVERSAL Project No.: 15347-009-01 ENGINEERING SCIENCES Report No.: 52298 Consultants In: Geotechnical Engineering - Date: July 24, 1995 Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Area Tested: Column Pads - Column Line 4 R-N - Native Course: Final Grade Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-12-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Column Line 4 1. Pad 4R 102.3 13.2 102.1 3.4 99.8 2. Pad 4Q 102.3 13.2 99.8 3.9 97.6 3. Pad 4P 102.3 13.2 97.4 8.7 95.2 4. Pad 4N 102.3 13.2 100.6 4.8 98.3 Technician: VL cc: Client (2) r d J. B.R.P.H (1), City of Sanford (1) is Universal r, P.E. - Department Manager ering Sciences, Inc. UNIVERSAL Project No.: ° ENGINEERING SCIENCES Report No.: Consultants In: Geotechnical Engineering • Date: Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 . (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS 15347-009-01 I•*8 We July 24, 1995 Client: Mark Construction P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Area Tested: Column Footing Pads, Lines 10 - 11, XN - XS - Native Course: Final Grade Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-14-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. Column Line 11, Column XN 102.3 13.2 98.8 5.1 96.6 2. Column Line 10, Line XN 102.3 13.2 102.4 7.9 100.1 3. Column Line 11, Column XP 102.3 13.2 99.8 5.6 97.6 4. Column Line 10, Line XP 102.3 13.2 99.4 6.2 97.2 5. Column Line 10, Line XQ 102.3 13.2 98.9 6.4 96.7 6. Column Line 10, Line XR 102.3 13.2 100.9 5.3 98.6 7. Column Line 10, Line XS 102.3 13.2 98.4 7.3 96.2 8. Column Line 11, Line XQ 102.3 13.2 98.4 6.7 96.2 9. Column Line 11, Line XR 102.3 13.2 102.3 8.8 100.0 10. Column Line 11, Line XS 102.3 13.2 102.4 10.4 100.1 Technician: VL cc: Client (2) B.R.P.H (1), City of Sanford (1) is P.E. Department Manager m-ring Sciences, Inc. UNIVERSAL Project No ENGINEERING SCIENCES Report No, Consultants In: Geotechnical Engineering - Date: Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS 15347-009-01 i 52301 July 24, 1995 Client: Mark Construction P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Area Tested: Column Footing Pad - Column Lines 5M to 6R - Native Course: Final Grade Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-18-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Column Line 5 . 1. Line M 102.3 13.2 102.1 5.1 99.8 2. Line N 102.3 13.2 102.2 3.5 99.9 3. Line P 102.3 13.2 101.9 3.9 99.6 4. Line Q 102.3 13.2 103.1 16.1 100.8 5. Line R 102.3 13.2 102.4 12.3 100.1 Column Line 6 6. Line M 102.3 13.2 101.5 11.1 99.2 7. Line N 102.3 13.2 103.1 3.8 100.8 8. Line P 102.3 13.2 100.8 3.3 98.5 9. Line Q 102.3 13.2 102.4 3.6 100.1 10. Line R 102.3 13.2 102.8 5.3 1100.5 Technician: VL cc: Client (2) B.R.P.H (1), City of Sanford (1) is ?r, P.E. - Department Manager Bering Sciences, Inc. i Project No.: 15347-009-01 [UNIVERSAL Report No.: L713 Date 1st Issue: July 25, 1995 ENGINEERING SCIENCES Date 2nd Issue: } Consultants In: Geotechnical Engineering • Date 3rd Issue: EErivironmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida'- -- DESIGN DATA Specified Strength: 3,000'psi,at 28 days Mix Design No. P3065V FIELD Date Sampled: 07-12-95 Time Sampled: 7:07 a.m. Sampled By: V. Lane Slump: 6 in. Truck No.: 765 Air Content (by volume): N/S % & LAB DATA Ticket No.: 2443341 Concrete Temperature: 88 OF Time Batched: 6:41 a.m. No. of Cylinders Cast: 4 Quantity of Load: '20 cu.yds. Ambient Temperature: 74 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Materials Location of Placement: Column Line 1, footing foundation under firewall RESULTS Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 07-19-95 7 3 28.27 85,000 3,010 08-09-95 28 of TESTING 08-09-95 28 H REMARKS IL This Form Conforms With ASTM C-39 120 cubic yards of 30 cubic yards 1 = Cone, 2 = Cone $ Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL CFicc: Client (2), City of Sanford (1) BRP_ H Architects (1) is Rinker (1) i :firila r, P.E. Kesti 1` epartment Manager Engin ring Sciences, Inc. Project No.: UNIVERSALReport No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida 15347-009-01 L768 July 25, 1995 DESIGN DATA Specified Strength: 3,000-psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 07-17-95 Time Sampled: 11:50 a.m. Sampled By: V. Lane Slump: 4.5 in. Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 2443511 Concrete Temperature: 88 OF Time Batched: 11:29 a.m. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 84 OF Water Added At Site: 20 gals. Weather Condition: Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Materials Location of Placement: Column Pad, Line 10 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 07-24-95 7 3 28.27 85,500 3,020 08-14-95 28 08-14-95 28 H REMARKS This Form Conforms With ASTM C-39 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), City of Sanford (1) BRPH Architects (1) is Rinker (1): Manager Inc. EDUNIVERSALOrder No: 15347-009-01 ENGINEERING SCIENCES Report No: 51500 Consultants In: Geotec6cal Engineering Environmental Sciences • Construction Materials Testing Date: July 25, 1995 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 REPORT OF MOISTURE - DENSITY RELATIONSHIP OF SOIL CLIENT: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 PROJECT: International Departures Building, Central Florida Regional Airport, Sanford, Florida LOCATION: Stockpile. -.. :;,.• •- SUMMARY OF TEST RESULTS 115 TEST METHOD ASTM D-1557 MAX. DRY DENSITY 102.3 Pcf OPT. MOIST. CONTENT 13.2 % U. � 110 UNIFIED SOIL CLASS. U SOIL DESCRIPTION: w a N Brown to Gray Sand With Silt 0 z o_ a 105 FILL: yes NAT. GROUND: w % MINUS NO. 200 SIEVE 6.0 3 z CURVES OF 100% SATURATION FOR SPECIFIC GRAVITY >- 10C 40 EQUAL TO: 2.75 2.70 2.65 95 5 10 15 20 25 MOISTURE CONTENT (% OF DRY WEIGHT) I cc: Client (2) Fre malzer, P.E. City of Sanford (1) Ufa 'vials esting - Department Manager B.R.P.H Architects (1) Uni ''`rsaEngineering Sciences, Inc. is � '� I 3 UNIVERSALOrder No: 15347-009-01 ENGINEERING SCIENCES Report No: 51501 Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing Date: July 25, 1995 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 REPORT OF MOISTURE - DENSITY RELATIONSHIP OF SOIL CLIENT: Mark Construction Company P.O. Box 521837 Longwgod, Florida 32752 PROJECT: LOCATION.- 115 U. 110 U w a 0 z D 0. a 105 c� w 3 z D IOC 0 95 1 5 International Departures Building, Central Florida Regional Airport, Sanford, Florida Natural Ground Next to Existing Buildng 10 15 20 MOISTURE CONTENT (% OF DRY WEIGHT) SUMMARY OF TEST RESULTS TEST METHOD ASTM D-1557 MAX. DRY DENSITY 108.0 Pcf OPT. MOIST. CONTENT 10.2 % UNIFIED SOIL CLASS. SOIL DESCRIPTION: Dark Brown to Gray Sand FILL: NAT. GROUND: yes % MINUS NO. 200 SIEVE 3.0 CURVES OF 100% SATURATION FOR SPECIFIC GRAVITY EQUAL TO: 2,.75 2.70 2.65 25 cc: Client (2) Fr d l chm "I r, P.E. City of Sanford (1) M to 'als Test g Department Manager B.R,P.H Architects (1) Ive�al Eng, nee Ing Sciences, Inc. is ! \ UNIVERSAL Project No.: 15347-009-01 ENGINEERING SCIENCES Report No.: 52295 Consultants In: Geotechnical Engineering • Date: July 25, 1995 Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Area Tested: Storm Pipe Removal Trench - Backfill Course: As Noted Below Type of Test - Field: ASTM D-2937 Drive Cylinder Method Date Tested: 06-30-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent D-107, East Side South End 1. 0 - 1, below existing grade 108.0 10.2 107.3 7.4 99.3 2. 1 - 2, below existing grade 108.0 10.2 108.0 8.3 99.9 3. 2 - 3, below existing grade 108.0 10.2 108.1 9.0 100.0 4. 3 - 4, below existing grade 108.0 10.2 107.6 9.9 99.6 5. 4 - 5, below existing grade 108.0 10.2 107.1 10.0 99.2 Technician: CS cc: Client (2), City of Sanford (1) B.R.P.H Architects (1) is P.E. Department Manager ring Sciences, Inc. UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering Project No.: 15347-009-01 Report No.: Date: Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS 52299 July 25, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Area Tested: Column Pads, Line 4M Course: Final Grade Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-13-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. Column Pad 4M 102.3 13.2 101.9 12.3 99.6 Technician: CS Malsestin cc: Client (2), City of Sanford (1) FP.E. B.R.P.H Architects (1) MDepartment Manager is ng Sciences, Inc. a Project No.: UNIVERSAL Report No.: ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS 15347-009-01 52388 July 25, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Area Tested: Column Pads, Line 8M to 12Q - Native Course: Final Grade Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-19-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Column Line 8 1. Line M 102.3 13.2 98.7 7.3 96.5 2. Line N 102.3 13.2 101.6 5.0 99.3 3. Line P 102.3 13.2 101.9 4.3 99.6 4. Line Q 102.3 13.2 100.5 3.7 98.2 Column Line 10 5. Line M 102.3 13.2 102.3 4.3 100.0 6. Line N 102.3 13.2 100.9 6.8 98.6 7. Line P 102.3 13.2 100.2 8.6 97.9 8. Line Q 102.3 13.2 102.5 6.0 100.2 Column Line 12 9. Line M 102.3 13.2 100:4 3.6 98.1 10. Line N 102.3 13.2 101.9 5.4 99.6 11. Line P 102.3 13.2 101.1 3.5 98.7 12. Line Q 102.3 13:2 102.0 1 4.7 1 99.7 Technician: VL cc: Client (2), City of Sanford (1) B.R.P.H Architects (1) is P.E. Department Manager Bring Sciences, Inc. 0 � UNIVERSAL Project No.: 15347-009-01 Report No.: 52389 ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Date: July 25, 1995 Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Area Tested: Column Pads - Native Course: Bottom of Pad Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-20-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 1. S - 10 102.3 13.2 97.5 5.0 95.3 2. S - 8 102.3 13.2 100.9 5.6 98.6 3. S - 6 102.3 13.2 98.2 12.5 96.0 4. 8-5 102.3 13.2 98.7 14.2 96.5 Technician: VL cc: Client (2), City of Sanford (1) B.R.P.H Architects (1) is ment Manager ciences, Inc. r UNIVERSAL CMENGINEERING SCIENCES Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-310E REPORT ON IN -PLACE DENSITY TESTS Project No.: 15347-009-01 Report No.: Date: 52390 July 25, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida Area Tested: Column Pad - Native Course: Bottom of Pad Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 07-21-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Line 14 1. Line M 102.3 13.2 99.7 8.2 97.5 2. Line N 102.3 13.2 101.5 3.9 99.2 3. Line P 102.3 13.2 102.1 8.5 99.8 4. Line Q 102.3 13.2 102.1 6.4 99.8 5. Line S 102.3 13.2 101.1 7.2 98.8 Line 12 6. Line S 102.3 13.2 100.1 5.4 97.8 Line 16 7. Line M 102.3 13.2 101.6 8.8 99.3 8. Line N 102.3 13.2 100:9 9.7 98.6 9. Line P 102.3 13.2 102.4 6.9 100.1 10. Line Q 102.3 13.2 102.0 4.2 99.7 11. Line S 102.3 2.3.2 102.6 4.1 100.3 Technician: VL cc: Client (2), City of Sanford (1) B.R.P.H Architects (1) is Ftrb J, c : 12, P.E. Mat rials ti - epartment Manager Univ r ngi : eri g Sciences, Inc. Project No.: z / E 0 R'SAL Report No.: A Date 1st Issue: LNGINEERINGSCIENCES Date2nd Issue: i Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida 15347-009-01 D309 August 28, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. R4065Z Date Sampled: 08-15-95 Time Sampled: 1:05 P.M. FIELD Sampled By: V. Lane Slump: 8.5 in. Truck No.: 847 Air Content (by volume): N/S % & Ticket No.: 2577627 Concrete Temperature: 90 OF LAB DATA Time Batched: 12:34 p.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 92 OF Water Added At Site: 20 gals. Weather Condition: P. Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Stairwell No. 6, 2nd pour formed tie beam Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) RESULTS of TESTING 08-22-95 7 3 28.27 78,000 2,760 09-12-95 28 09-12-95 28 H REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 10 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Techn'ician:VL cc: Client (2), Rinker (1) BRPH Architects (1), City of Sanford (1) is Fre J. zer, P.E. Mat a Tes g - Department Manager niv s En ering Sciences, Inc. j 'UNIVERSAL Project No.: 15347-009-01 Report No.: L912 Date 1st Issue: August 8, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: August 24, 1995 3532 Maggie Blvd. - Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V Date Sampled: 07-25-95 Time Sampled: 7:45 a.m. Sampled By: C. Severance Slump: 4 in. FIELD & LAB DATA Truck No.: 4028 Air Content (by volume): N/S % Ticket No.: 2443753 Concrete Temperature: 84 OF Time Batched: 6:59 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 81 OF Water Added At Site: N/S gals. Weather Condition: Cloudy Contractor: Advance Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: Column Pads 14 - S, Q, P. N, M and 16 - Q, P, N and M RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-01-95 7 3 28.27 89,000 3,150 08-22-95 28 3 28.27 1 109,000 3,860 08-22-95 28 3 28.27 109,000 3,860 3,860 H REMARKS This Form Conforms With ASTM C-39 130 cubic yards 40+ cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: C. Severance cc: Client (2) B.R.P.H. Architects (1) Rinker (1) th City of Sanford Building Dept. (1) )artment Manager g Sciences, Inc. i lmum N I IV/ R E: 5%) A L Project No.: 15347-009-01 Report No.: L922 Date 1st Issue: August 7, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: August 28, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 07-27-95 Time Sampled: 12:40 p.m. Sampled By: C.S. Slump: 2.5 in. Truck No.: 593 Air Content (by volume): N/S % Ticket No.: 2443856 Concrete Temperature: 91 OF Time Batched: 12:08 pa.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 89 OF Water Added At Site: 5 gals. Weather Condition: Rain Contractor: Advanced Site & Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Column Pads L-5, 4, 3 and 2 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-03-95 7 3 28.27 85,000 3,010 08-24-95 28 3 28.27 115,000 4,070 08-24-95 28 3 28.27 122,000 4,320 4,200 H REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 20 cubic yards �M00N 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (1) City of Sanford (1), Rinker Materials (1) is P.E. Department Manager ing Sciences, Inc. Project No.: 15347-009-01 UNIVERSAL Report No.: L913 Date 1st Issue: August 7, 1995 ENGINEERING SCIENCES Date end Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: August 28, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 31/2" X 31/2 X 7" GROUT PRISMS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. 14083034 Date Sampled: 07-26-95 Time Sampled: N/S FIELD & LAB Sampled By: C.S. Slump: N/S in. Truck No.: 571 Air Content (by volume): N/S % Ticket No.: 328565 Grout Temperature: 91 OF Time Batched: 11:55 a.m. No. of Prisms Cast: 3 DATA Quantity of Load: '9 cu.yds, Ambient Temperature: 89• OF Water Added At Site: N/S gals. Weather Condition: P. Cloudy Contractor: Client Admixture: N/S Supplier: Florida Mining Location of Placement: Down Cells RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-02-95 7 N/S 12.58 38,900 3,090 08-23-95 28 N/S 12.80 63,000 4,920 08-23-95 28 N/S 13.69 51,500 3,760 4,340 REMARKS This Form Conforms With ASTM C-39 19 cubic yards of 9 cubic yards 1 7� -11 M, V H, E VIN 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:CS cc: Client (2), BRPH Architects (1) City of Sanford (1), Florida Mining (1) is P.E. Department Manager ng Sciences, Inc. ?F` Environmental Sciences - Construction Materials Testing 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-310E REPORT ON IN -PLACE DENSITY TESTS Project No.: 15347-009-01 Report No.: 53551 Date: August 22, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 Area Tested: 24 Inch Diameter RCP Storm Drain - Backfill Referenced Datum: 0 = Top of Pipe Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 08-17-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Between Structures F to E 1. 0 - 2 feet 102.3 13.2 98.4 11.2 96.2 2. 0 + 1 foot 102.3 13.2 100.5 11.8 98.2 3. 0 + 3 feet 102.3 13.2 103.0 10.9 100.7 Between Structures E to G 4. 0 - 2 feet 102.3 13.2 98.9 13.4 96.7 5. 0 + 1 foot 102.3 13.2 98.0 11.6 95.8 6. 0 + 3 feet 102.3 13.2 99.6 10.6 97.4 Between Structures G to A 7. 0 - 2 feet 102.3 13.2 97.8 8.8 95.6 8. 0 + 1 foot 102.3 13.2 101.0 10.4 98.7 9. 0 + 3 feet 102.3 13.2 102.5 8.1 100.2 Between Structures A and B 10. 0 + 3 feet 102.3 13.2 102.0 9.9 99.7 Page 1 of 2 Pages I ski Project No.: 15347-009-01 �fUIMIVERSALReport No.: L713 Date 1st Issue: July 25, 1995 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: i Environmental Sciences • Construction Materials Testing Final Issue: August 14, 1995 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 07-12-95 Time Sampled: 7:07 a.m. Sampled By: V. Lane Slump: 6 in. Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 2443341 Concrete Temperature: 88 OF Time Batched: 6:41 a.m. No. of Cylinders Cast: 4 Quantity of Load: 120 cu.yds. Ambient Temperature: 74 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Materials Location of Placement: Column Line 1, footing foundation under firewall RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 07-19-95 7 3 28.27 85,000 3,010 08-09-95 28 3 28.27 105,000 3,710 08-09-95 28 3 28.27 94,500 3,340 3,530 H REMARKS This Form Conforms With ASTM C-39 '20 cubic yards of 30 cubic yards � II 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), City of Sanford (1) BRPH Architects (1) is P.E. Department Manager -ing Sciences, Inc. C i r UIMIVERSAL Report No.: ENGINEERING SCIENCES Date 1st Issue:Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida 15347-009-01 L714 July 25, 1995 August 14, 1995 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 07-13-95 Time Sampled: 12:30 p.m. Sampled By: V. Lane Slump: 4.5 in. Truck No.: 256 Air Content (by volume): N/S % Ticket No.: 2443396 Concrete Temperature: 90 OF Time Batched: 11:55 a.m. No. of Cylinders Cast: 4 quantity of Load: 110 cu.yds. Ambient Temperature: 88 OF Water Added At Site: 2 gals. Weather Condition: Partly Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Materials Location of Placement: Column Line RESULTS cf TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 07-20-95 7 3 28.27 85,000 3,010 08-10-95 28 3 28.27 105,000 3.710 08-10-95 28 3 28.27 100,000 3,540 3,630 H REMARKS This Form Conforms With ASTM C-39 '10 cubic yards of 20 cubic yards Ivi V"ANI M V 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H Hold, CB = Corner Break Technician:VL cc: Client (2), City of Sanford (1) BRPH Architects (1) is P.E. Department Manager ng Sciences, Inc. r-- Project No.: UNIVERSALReport No.: L9677 009 01 ENGINEERING SCIENCES Date 1st Issue: August 14, 1995 Date end Issue: Consultants In: Geolechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 08-01-95 Time Sampled: 11:20 a.m. Sampled By: V. Lane Slump: 6 in. Truck No.: 22 Air Content (by volume): N/S % Ticket No.: 2444001 Concrete Temperature: 88 OF Time Batched: 10:51 a.m. No. of Cylinders Cast: 4 Quantity of Load: '6 cu.yds. Ambient Temperature: 86 OF Water Added At Site: 0 gals. Weather Condition: Cloudy/Rain Contractor: Client Admixture: N/S Supplier: Rinker Materials Location of Placement: Slab for Stairwell No. 5 RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-08-95 7 3 28.27 88,500 3,130 08-29-95 28 08-29-95 28 H REMARKS This Form Conforms With ASTM C-39 '6 cubic yards of 16 cubic yards X. F 1 = Cone, 2 = Cone & Split, 3 = Cone 8 Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:VL cc: Client (2), City of Sanford (1) BRPH Architects (1) Rinker (1) is P.E. Department Manager ng Sciences, Inc. Project No.: 15347-009-01 Report No.: 53551 Date: August 22, 1995 Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent 2 to 4 Inch Electrical Conduit 12. -0.5 to 0+.5, 120 feet east of stub out 102.3 13.2 100.3 5.9 98.0 13. +3 feet, 125 feet east of stub out 102.3 13.2 98.7 9.7 96.5 14. +5 feet, 130 feet east of stub out 102.3 13.2 102.1 10.5 99.8 Technician: VL cc: Client (2), BRPH (1) City of Sanford (1) P.E. Department Manager Universal Engineering Sciences, Inc. is Page 2 of 2 Pages Rpm ""'11 UNIVERSAL Project No.: 15347-009-01 ENGINEERING SCIENCES Report No.: 53062 Consultants In: Geotechnical Engineering • Date: August 9, 1995 Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-3106 REPORT ON IN -PLACE DENSITY TESTS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 Area Tested: Baggage Area.- Native Course: Final Grade Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 08-08-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Note: Slab on grade from Column Line K. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Column Pads 1. Column Line S - 15 102.3 13.2 102.4 6.8 100.1 2. Column Line S - 9 102.3 13.2 102.1 5.4 99.8 3. Column Line S - 7 102.3 13.2 102.1 4.7 99.8 4. Column Line I - K8 102.3 13.2 98.3 5.9 96.1 Slab on Grade 5. 20 feet southeast of column pad 5 - K 108.0 10.2 103.3 9.2 95.6 6. 25 feet northeast of column pad 5 - P 108.0 10.2 107.9 4.7 99.9 7. 10 feet southeast of column pad 8 - N 108.0 10.2 105.1 3.3 97.3 8. 10 feet southeast of column pad 8 - L 108.0 10.2 104.6 10.1 96.9 9. 15 feet southwest of column pad 16 - L 108.0 10.2 107.7 9.9 99.7 10. 25 feet northwest of column pad 14 - P 108.0 10.2 104.6 5.0 96.9 Technician: VL cc: Client (2), BRPH Architects (1) F J k er, P.E. City of Sanford (1) Mate ial T-Department Manager is Unive al eering Sciences, Inc. U N'12 V " Em rr oil S' 001 A L ENGINEERING SCIENCES Consultants In: Geotechnical Engineering Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 (407) 423-0504 • FAX (407) 423-31 GE REPORT ON IN -PLACE DENSITY TESTS Project No.: 15347-009-01 Report No Date: 53771 August 28, 1995 Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FI - P.O. No. 733-104 Area Tested: Building Pad - Native Referenced Datum: 0 = Top of Fill Type of Test - Field: ASTM D-2922 Nuclear Gauge Method Date Tested: 08-17-95 Laboratory: ASTM D-1557 Modified Proctor Remarks: The tests below meet the minimum 95 percent relative soil compaction requirement of Laboratory Proctor maximum dry density. Laboratory Test Results Field Test Results Maximum Optimum Density Field Maximum Density Dry Moisture Dry Moisture Density Location of Test Lbs/CuFt Percent Lbs/CuFt Percent Percent Stairwell No. 4 1. 0 - 1 foot center of pad 108.0 10.2 104.2 8.5 96.5 Technician: VL cc: Client (2) Fr J. I r, P.E. B.R.P.H. Architects (1), City of Sanford (1) Materials Testi -Department Manager is Universal Engi ring Sciences, Inc. Project No.: UNIVERSAL ReportNo.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 15347-009-01 L912 August 8, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O.. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 07-25-95 Time Sampled: 7:45 a.m. Sampled By: C. Severance Slump: 4 in. Truck No.: 4028 Air Content (by volume): N/S % Ticket No.: 2443753 Concrete Temperature: 84 OF Time Batched: 6:59 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10cu.yds. Ambient Temperature: 81 °F Water Added At Site: N/S gals. Weather Condition: Cloudy Contractor: Advance Site and Paving Admixture: N/S Supplier: Rinker Location of Placement: I Column Pads 14 - S, Q, P, N, M and 16 - Q, P, N and M Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 08-01-95 7 3 28.27 89,000 3,150 RESULTS 08-22-95 28 of - TESTING 08-22-95 28 H REMARKS This Form Conforms With ASTM C-39 130 cubic yards 40+ cubic yards V 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5.='Columnar H = Hold,, CB = Corner Break Technician: C. Severance cc: Client (2) B.R.P.H. Architects (1) Rinker (1) th City of Sanford Building Dept. (1) ent Manager iences, Inc. CITY OF SANFORD FIRE -.DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 _ r \ DATE: _y'`�-�� PERMIT #: 1� � BUSINESS ADDRESS: PHONE NUrMLA: PLANS REVIEW BURN PERMIT TANK PERMIT COMMENTS: TENT PERMIT ❑ ❑ REINSPECTION ❑ ❑ FIRE SYSTEM ❑ AMOUNT $ / � � 1. Q d i` %— k Fees must be paid to Sanford Building Department,,300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. rifol-d Fire Prevention I certify that the above information is true and correct and that I will comply with all applicable codes and ordinances of the of Sanford, F a. cant i to i L_ — PR6iF TITLE Int, rnational Departures Bldg*. -BUILDING TYPE Service Establishments BUILDING LOCATION Sanford BUILDING AREA (ft2) 80800 HEATING ENERGY Electric Resistance COOLING ENERGY Direct Expansion Reciprocating Chiller DOMESTIC HOT WATER ENERGY Gas DHW System(s) BUILDING MISCELLANEOUS Lights Equipment SYSTEM MISCELLANEOUS Fans PLANT MISCELLANEOUS Pumping TOTAL ENERGY CONSUMPTION : h BUILDING ANNUAL ENERGY USE DESIGN BUILDING BASELINE BUILDING M I ( o) 34.00 1 28.01 45.79 33.85 1.62 I -4.08 7.15 I 5.67 1.47 1.47 11.28 I 19.05 1.36 90.74 ******* PASSES ****** PROJECT TITLE International Departures Bldg BUILDING TYPE Service Establishments BUILDING LOCATION : Sanford BUILDING AREA(ft2): 80800 BUILDING DESIGN : Exterior Lighting Power 56750 W 100.00 EXTERIOR LIGHTING CRITERIA: AREA AREA AREA OR ALLOWANCE CODE DESCRIPTION LENGTH WATTS 5 Loading Area 15020.00 6008.00 7 Building Exterior Surface Facade 2910.00 727.50 7. Hi(gh Traffic 3072.00 30720.00 7 Building Exterior Sur. ce Facade 2750.00 687.50 13 Public parking lots 123200.00 22176.00 5 Loading Area 10500.00 4200.00 13 Public parking lots 123206.00 22176.00 Exterior Lighting Power Allowance 86695.00 W ******** PASSES ******** THE LIGHTING SYSTEM CONTROL REQUIREMENTS: TOTAL EQUIVALENT SPACE NO. CONTROLS CONTROL POINTS NO. DESCRIPTION AREA TASKS TYPE 1 NO. TYPE 2 NO. INSTLD. REQD. 4 General 1482.3 1. On/Off - 5 None 0 5> 2 13 Toilet and 972.0 1 On/Off 6 On/Off 4 10 > 2 52 Waiting an 5975.3 1 On/Off 5 On/Off 3 8 > 7 51 Ticket Cou 1600.0 1 On/Off 11 None 0 11 > 2 10 Recreation 544.0 1 On/Off 2 None 0 2= 2 2 Corridor 384.0 14. On/Off 2 None 0 2= 2 44 Inactive S 198.0 1 On/Off 3 None 0 3> 2 26 Reading, T. 502.3 1 On/Off 3 None 0 3 > 2 49 Baggage Ar 437.0 1 On/Off 2 None 0 2 = 2 11 Active Tra 1204.0 1 Security 3 On/Off 3 3 > 2 13 Toilet and 1512.0 1 On/Off 2 On/Off 3 5 > 2 50 Concourse/ 10480.0 1 Security 6 None 0 0= 0 4 General 1600.0 1 On/Off 4 None 0 4> 2 11 Active Tra 378.0 1 Security 1 Security 1 0 = 0 4 General 432.0 1 On/Off 2 None 0 2= 2 13 Toilet and 2611.2 1 On/Off 3 None 2 3 > 2 ******** PASSES ******** PROJECT TITLE International Departures Bldg BUILDING TYPE Service Establishments BUILDING LOCATION : Sanford BUILDING AREA(ft2): 80800 HVAC SYSTEMS PERFORMANCE: Cooling System Measure Minim. Minim. System System Result Result Type #1 #2 #1 #2 Eff.#1 Eff.#2 for #1 for #2 A/C Condens. COP, IPLV 2.50 2.50 2.82 12.30 PASSES PASSES Heating System Measure Minimum Req. Efficiency Result Ele. Resis. Et 20.00 N/A Ele. Resis. Et 20.00 N/A Ele. Resis. Et 20.00 N/A ******** PASSES ******** `FA,N -SYSTEM REQUIREMENTS: ,Zone # System Type Maximum W/CFM Design W/CFM Result 2. Variable Air Volume (VAV) 1.25 0.79 PASSES 3. Dual Duct / Multizone 0.80 0.70 PASSES ******** PASSES ******** AIR DISTRIBUTION SYSTEM INSULATION LEVELS: Zone # Duct Location Minimum R-Value Design R-Value Result 1. With Insulated Roof 6.00 6.00 PASSES 2. With Insulated Roof 4.20 6.00 PASSES 3. With Insulated Roof 4-.20 6.00 PASSES ******** PASSES ******** 'PROJECT TITLE International Departures Bldg ,BUILDING TYPE Service Establishments BUILDING LOCATION : Sanford ;BUILDING AREA(ft2): 80800 WATER HEATING SYSTEMS PRESCRIPTIVE CRITERIA System Type Measure Minimum EF / Et Maximum SL Design EF / Et Design SL Result • Gas <=75k Btuh EF -0.3380 0.0000 ( 0.850 0.000 PASSES ******** PASSES ******** PIPING INSULATION REQUIREMENTS: Pipe Insulation Thickness(in) System Type O.D.(in) Minimum Req. Design Result Circulating 2.00 0.650 2.00 PASSES ******** PASSES ******** Whole Building Performance Method for Commercial Buildings Form 40OA-94 ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs FLA/COM-94 Version 2.1A PROJECT NAME -International Departures B1 PERMITTING OFFICE: -ADDRESS: _Sanford Airport _Sanford CLIMATE ZONE: 5 OWNER: _Central F1 Regional Airport PERMIT NO: ~LS � AGENT: JURISDICTION NO:_691500 ,BUILDING TYPE: _Service Establishments CONSTRUCTION CONDITION: Existing Building DESIGN COMPLETION: _Addition CONDITIONED FLOOR AREA: 56000 NUMBER OF ZONES: 3 METHOD A DESIGN CRI'. IIA RESULT ----------------- A WHOLE BUILDING 90.74 100.00 PASSES PRESCRIPTIVE REQUIREMENTS: LIGHTING EXTERIOR LIGHTING 56750.00 86695.00 PASSES LIGHTING CONTROL REQUIREMENTS PASSES HVAC EQUIPMENT COOLING EQUIPMENT ' 1. COP 2.82 2.50 PASSES IPLV 12.30 2.50 PASSES HEATING EQUIPMENT 1. Et 20.00 N/A 2. Et 20.00 N/A 3. Et 20.00 N/A FAN SYSTEM REQUIREMENTS 1. Variable Air Volume ( 0.79 1.25 PASSES 2. Dual Duct / Multizone 0.70 0.80 PASSES AIR DISTRIBUTION SYSTEM INSULATION LEVEL 1. With Insulated Roof 6.00 6.00 PASSES 2. With Insulated Roof 6.00 4.20 PASSES 3. With Insulated Roof 6.00 4.20 PASSES WATER HEATING EQUIPMENT 1. EF 0.85 -0.34 PASSES PIPING INSULATION REQUIREMENTS 1. Circulating 2.00 0.65 PASSES ---------------------------------------------------------------------------- COMPLIANCE CERTIFICATION: 'I hereby certify that the plans and Review of the plans and specifica- specifications covered by this calcu- tions covered by this calculation ,lation are in compliance with the indicates compliance with the `Florida Ene E iciency Code. Florida Energy Efficiency Code. ;PREPARED BMiraA SM, ,� Before construction is completed, V 'ATE: this building will be inspected for complian in accordance with hereby certify that this building is Section 553.908, Florida Statutes *.compliance h the F1 E gy BUILDING OFFICIAL: tficiencye DATE: -WNER/AGEN ' ATE hereby certify(*) that the system design is in compliance with the Florida :nergy Efficiency Code. SYSTEM DESIGNER REGISTRATION/STATE .RCHITECT : Armand D. Trimm 10554 Florida [ECHANICAL: Ahdul S. Ai ani 21621 Florida_ 'LUMBING Ahaui S Ailani 21621 Florida :LECTRICAL : Max F qniA,-r 35922 Florida ,IGHTING Max E. Snider 35922 F1 on da *) Signature is required where Florida law requires design to be performed ;)y registered design professionals. Typed names and registration numbers may )e_ used _where _all _relevant _information _ is contained_ on signed/sealed_ plans__ East- 1-3/4 Steel Door-Dolystyrene core (18 g 0.35 251 South 1-3/4 Steel Doox olystyrene core (18 g ).35 251 West 1-3/4 Steel Door -Polystyrene core (18 g 0.35 251 Total Door Area in Zone 1 = 2321 403------- DOORS --ZONE 2 ------------------------------------------------ Elevation Type U Area(Sgft)I ------------------------------------------------ ----- ----------I Korth 1-3/4 Steel Door -Polystyrene core (18 g 0.35 981 East 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 West 1-3/4 Steel -Door -Polystyrene core (18 g 0.35 491 Total Door Area in Zone 2 = 1961 403------- DOORS --ZONE 3------------------------------------------------j--- Elevation Type U Area(Sgft)1 -------------------------------------------------- ----- ----------I Korth 1-3/4 Steel Door -Polystyrene core (18 g 0.35 981 East 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 West 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 West 1-3/4 Steel Door -Polystyrene core (18 g 0.35 491 Total Door Area in Zone 3 = 2451 Total Door Area = 6731 404------- ROOFS --ZONE 1------------------------------------------------ I --- Type ' Color U Added R Area(Sgft)I ------------------------------------ ------ ----- ------- ---------- Roof White .047 0 01 Total Roof Area in Zone 1 = 01 404------- ROOFS --ZONE 2------------------------------------------------ I --- Type Color U Added R Area(Sgft)I ------------------------------------ ------ ----- ------- ----------I Roof Light .047 0 284241 Total Roof Area in Zone 2 = 284241 404------- ROOFS --ZONE 3------------------------------------------------ I --- Type Color U Added R Area(Sgft)I ------------------------------------ ------ ----- ------- ---------- Roof Light .047 0 105001 Total Roof Area in Zone 3 = 105001 Total Roof Area = 389241 405------- FLOORS -ZONE 1------------------------------------------------ I --- Type R Area(Sgft)j -----------------------=-----------------------------------------I Slab on Grade/Uninsulated 0 166411 Total Floor Area in Zone 1 = 166411 405-------- FLOORS -ZONE 2------------------------------------------------ I --- Type R Area(Sgft)I -----------------------------------------------------------------I Floor over Unconditioned Space/Uninsulated 0 145801 Total Floor Area in Zone 2 = 145801 405.------FLOORS-ZONE 3------------------------------------------------ I --- Type R Area(Sgft)1 ---------------------------------------------------------------I Floor over Unconditioned Space/Uninsulated 0 106001 Total Floor Area in Zone 3 = 106001 Total Floor Area = 418211 406------- INFILTRATION --------------------------------------------------I--- ICHECKI Infiltration Criteria in 406.1.ABC.1 have been met. 1 1 407.------COOLING SYSTEMS ----------------------------------------------- Type No Efficiency IPLV Tons1 ---------------------------- ------------- ----- --------------I ' BL DING INFORMATION COMPLIANCE CHECK 401.------GLAZING--ZONE V_ 1 ------------------------------------------------ '--------- Type U SC VLT Shading ---- ------------------ Area S ft ----------� .South --------------- Commercial ---- 1.07 .683 .479 Continuous Ove 13001 Total Glass Area in Zone 1 = 13001 401.------GLAZING--ZONE 2------------------------------------------------ v- Elevation Type U SC VLT Shading ------------------ Area(Sgft)j ----------� --------- --------------- Commercial ---- ---- 1.07 .683 .479 None 8251 .North North Commercial 1.07 .683 .479 None 4301 South Commercial 1.07 .683 .479 Continuous Ove 7431 South Commercial 1.07 .683 .479 Continuous Ove 2701 Total Glass Area in Zone 2 = .22681 401.------GLAZING--ZONE 3------------------------------------------------- v- �Elevation Type U SC VLT Shading -------------- Area(Sgft)l ----------I --------- East --------------- Commercial ---- ---- ---- '1.07 .683 .479 None 8271 West Commercial 1.07 .683 .479 None 6611 ;st Commercial 1.07 .683 .479 None 861 ,West Commercial 1.07 .683 .479 None 861 ;Northeast Commercial 1.07 .683 .479 None 3151 Total Glass Area in Zone 3 = 19751 Total Glass Area = 55431 ,402.------WALLS--ZONE 1------------------------------------------------�--- ;Elevation Type U Added R ------------ Gross(Sgft)j -----------� --------- North -------------------------------- Metal Wall .066 0 22721 ;East Metal Wall .066 0 20161 South Metal Wall .066 0 22721 West Metal Wall .066 0 20161 Total Wall Area in Zone 1 = 85761 402.------WALLS--ZONE 2 ------------------------------------------------ I --- Elevation Type U Added R Gross(Sgft)i -----------I --------- North -------------------------------- Metal Wall ----- ------- .066 0 29001 .East Metal Wall .066 0 37001 South Metal Wall .066 0 15201 West Metal Wall .066 0 37001 Total Wall Area in Zone 2 = 118201 .402.------WALLS--ZONE 3 ------------------------------------------------ I --- 'Elevation Type U Added R Gross(Sgft)l -----------� --------- North -------------------------------- Metal Wall ------------ .066 0 7201 East Metal Wall .066 0 53101 'West Metal Wall .066 0 57601 ;Northeast Metal Wall .066 0 6301 'Northwest Metal Wall .066 0 5041 Total Wall Area in Zone 3 = 129241 Total Gross Wall Area = 333201 403.------DOORS--ZONE 1------------------------------------------------�--- Elevation Type U ----- Area(Sgft)l ----------I --------- North ------------------------------------------ 1-3/8 Wood Door -Hollow core flush 0.47 741 North 1-3/4 Steel Door -Solid Urethane foam co 0.40 581 'North 1-3/4 Steel Door -Solid Urethane foam co 0.40 271 1. witli' Condenser 1 2.82 - 12.1 157.401 Z. Served by Previous Zone .3ol .0.001 :3. Served by Previous Zone Cool 0.001 408.------HEATING SYSTEMS ------------- ----------------------------------- i--- Type No Efficiency ---------------------------1 BTU hr ------------------------------ Electric Resistance 1 20 1023901 •1. `2. Electric Resistance 1 20 1038241 3. Electric Resistance 1 20 1365201 409.------VENTILATION --------------------------------------------------- I--- ICHECKI Ventilation Criteria in 409.1.ABC.1 have been met. 410.-----AIR DISTRIBUTION SYSTEM ---------------------------------------- AHU Type Duct Location R-value) ------- ------------------------------------------------------ 1. Variable Air Volume (VAV). -With Insulated Roof 61 2. Variable Air Volume (VAV) With Insulated Roof 61 13. Dual Duct / Multizone With Insulated Roof 61 411.-----PUMPS AND PIPING -ZONE 1-------- -----------------------------I--- Type R-value/in Diameter Thicknessl s-------------,---------6-------2 l. Circulating ---------I ' :411.-----PUMPS AND PIPING -ZONE 2---------------------------------------I"' Type R-value/in Diameter ------------------ Thicknessl ---------1 I ------------------------ 1. Circulating 0 0 01 411.-----PUMPS AND PIPING -ZONE 3--------------------------------------- I-" Type R-value/in Diameter ------------------ Thicknessl ---------i ------------------------ 1. Circulating 0 0 01 412. WATER HEATING SYSTEMS ZONE 1--------- Type Efficiency StandbyLoss InputRate ------------------------------ Gallonsl I ----------1 ------------------------ 1. <=75,000 Btuh .85 0 500000 5041 412.-----WATER HEATING SYSTEMS -ZONE 2---------------------------------- I' -- Type Efficiency StandbyLoss InputRate ------------------------------ Gallons) ----------1 ------------------------ 412.-----WATER HEATING SYSTEMS -ZONE 3----------- ------------------------I--- Type Efficiency StandbyLoss InputRate ------------------------------ Gallons) ----------1 ------------------------ 413.-----ELECTRICAL POWER DISTRIBUTION----------------------------------I--- ICHECKI Metering criteria in 413.1.ABC.1 have been met. .Transformer criteria in 413.1.ABC.2 have been met. I I 414.-----MOTORS ---- ---- ------------------------------------------- I ----- I--- . Motor efficiencies in 414.1.ABC.1 have been met. I 1 415.-----LIGHTING SYSTEMS -ZONE 1 --------------------------------------- $pace Type No Control Type 1 No Control Type 2 No Watts ----------------- --- ------ Area(Sgft)l ----------I ---------- ----------------- General 1 On/Off 5 None 0 1216 14821 Toilet and 1 On/Off 6 On/Off 4 1648 9721 Waiting an 1 On/Off 5 On/Off 3 10700 59751 Ticket Cou 1 On/Off 11 None 0 2180 16001 Recreation 1 On/Off 2 None 0 576 5441 Corridor 1 On/Off 2 None 0 412 3841 Inactive S 1 On/Off 3 None 0 256 1981 Reading, T 1 On/Off 3 None 0 768 5021 Baggage Ar 1 On/Off 2 None 0 768 4371 Total Watts for Zone 1 = 185241 ' Total Area for Zone 1 = 120951 415.-----LIGHTING SYSTEMS -ZONE 2 --------------------------------------- Space Type No Control Type 1 --- No Control Type 2 No Watts -------------- --- ------ Area(Sgft)1 ----------I --------- --- Active Tra 1 -------------- Security (con 3 On/Off 3 1818 12041 !Toilet and 1 On/Off 2 On/Off 3 3820 15121 Total Watts for Zone 2 = 56381 Total Area for Zone 2 = 27161 1415.-----LIGHTING SYSTEMS -ZONE 3-------------------------------------=-I--- jSpace Type No Control Type 1 --- No Control Type 2 No Watts -------------- --- ------ Area(Sgft)1 ----------1 --------- --- 'Concourse/ 1 -------------- Security (con 6 None 0 8640 104801 General 1 On/Off 4 None 0 832 16001 °Active Tra 1 Security (con 1 Security (con 1 1608 3781 General 1 On/Off 2 Nona 0 384 4321 'Toilet and 1 On/Off 3 None 2 2464 26111 Total Watts for Zone 3 = 139281 Total Area for Zone 3 = 155011 Total Watts = 380901 Total Area = 303121 ICHECKI Lighting criteria in 415.1.ABC have been met. I I ------------------------------------------------------------------1-----1--- '16. HVAC load sizing has been performed. (407.1.ABC.1) 1 1 ------------------------------------------------------------------1-----1--- `17. Duct sizing and design have been performed. (410.1.ABC.1.2) ------------------------------------------------------------------1-----1--- 18. Testing and balancing will be performed. (410.1.ABC.4) ------------------------------------------------------------------1-----1--- 19. Operation/maintenance manual will be provided to owner.(102.1)1 LOCATION 1969 CORPORATE SQUARE DR LONGWOOD, FLORIDA 32750 #CG C001227 0 POWER OF ATTORNEY: 1 • N S T R U C T 1 • 41 FAX ,0 International Departures Building Orlando/Sanford Airport Sanford, Florida MAILING ADDRESS P.O. BOX 521837 LONGWOOD, FLORIDA 32752-1837 #CG CO25899 This is to certify that I, Philip D. Jorgensen, do hereby certify that: Donald C. Olesen Is empowered to secure a building permit for construction of the International Departures Building, Orlando/Sanford Airport, Sanford, Florida. Dated By: Mark Construction Co., Inc. Philip D. Jorgensen #CG-0001227 D. Jorgensen, President , 1995. Sworn and subscribed before me this 7th day of _June , 1995. Signature of Notary Public Notary's Name Priscilla T. Valentine _ IV CT1;, atdte of Florida at Large Notary's Commission Expires My Commission Expires July 26, 1995 on e Commission Number CC129363 May 22, 1995 Mr. Gary Winn City of Sanford P.O. Box 1788 Sanford, FL 32772 Reference: Modifications to Building Permit No. 95-1526, dated May 10. 1995 International Departures Building Orlando -Sanford Airport Dear Mr. Winn: The following are modifications to the building permit for the above referenced project. Drawings will be provided by Mark Construction Item 1 Relocate the Lobby -Processing Structure easterly nominally 152.5 feet to allow for future "infill" construction, with no change in design or grid placement of footing with relation to the structure (sheet AB). Original plans can be utilized (5/15/95). Item 2 Revise concourse width. Increase width by 3 feet 4 inches for the length of the concourse to provide corridor widths desired by governing bodies (drawings A-6, A013, S-3, M-4, M-6, M-10, M-11, P-3, P-4, FP-21, E-7, E-8, E-9, E-16, revised 5/1/95). Respectfully submitted for your review and action this 22nd day of May 1995. Sincerely, Z ITECTS ENGINEERS,INC. nkenship, Jr., AIA rojecanager cc: Bill Hitch Tim Howe Bob Harmon Steve Cooke Mark Construction BRPH ARCHITECTS • ENGINEERS 3275 Suntree Boulevard • Melbourne, Florida 32940-7599.407/254-7666 • FAX 407/259-4703 License No. AA C000149 MAY-2'2--9S 1 5 - 1 1 FROM : SRPH 1D,1407L594'702 PAGE May 22, 1995 Mr. Gary Winn City of Sanford P.O. Box 1788 Sanford Fl_ 32779 Post -it* �ax Note 7671 time pages TO CoGo- Reference: Modifications to Building Permit No 99-1526, dated May 10 1995 International Departures Building 0dando-Sanford Airport gear Mr. Winn - The following are modifications to the building permit for the above referenced project. Drawings will be provided by Mark Construction Item 1 Relocate the Lobby -Processing Structure easterly nominally 152.5 feet to allow for future "infill" construction, with no change in design or grid placement of footing with relation to the structure (sheet AB)_ Original plans can be utilized (5/15195). Item 2 Revise concourse width. Increase width by 3 feet 4 inches for the length of the concourse to provide corridor widths desired by governing bodies (drawings A 6, A.0137 S-3, M-4, M-6, M-10, M-11, P-3, P-4, FP-21, F-7, E-8, E-9, E-16, revised 511/�35} Respectfully submitted for your review and action this 22nd day of May 1995. Sincerely, SRPH ARf:HIT CTS * ENGINEERS- INC_ Nelsen B. Blankenship, Jr., AIA Project Manager NBBiMdi CC. Bill Hitch 1-im Howe Bob Harmon Steve Cooke Mark Const.ructxon BR 3275 $untree Boulevard 0 Meibn DEVELOPMENT FEE WORKSHEET CITY OF SANFORD ,UTILITY ADMIN, P. O. BOX 1788 SANFORD, FL 32772-1788 roj ect Name: O/Z-PDate • 17(/? &hf wner/Contact Person: Phone: ddress: CFkH[ �larif�9 ��G�o,.�c!(PoP7 ype of Development: 1) RESIDENTIAL Type of Units (single family or multi -family): Total Number of Units: Type of Utility Connection (individual connections or central water meter & common sewer tap): Water Meter Size (3/4 1", 2", etc.): REMARKS: 2) NON,RESIDENTIAL Type of Units (commercial, industrial, etc,): Total Number of Buildings: Number of Fixture Units (each building): Type of Utility Connection (individual connections or central water meter & common sewer tap): Water Meter Size (3/4" 1", 2", etc.) REMARKS: CONNECTION FEE CALCULATION: R 66—W9L 7 _ �//}7/2 117AO y Aa = / 5 3 -7. S SL-wi2 I'AAW Gay S7 3 7 r 7— 7 :3 / 1 S—° 7-7 3/a.3-6 �® ap_ CaGL c-7 7o CO3y�i�l5r 3VISED 8/12/92 1) Water System Impact Fees Equivalent Residential Connection (ERC) - 300 Gallons Per Day (GPD) Residential - $650/Unit - Single family structure, or multi -family unit containing three (3) bedrooms or more. $487.50/Unit - Multi -family unit or Mobile Home unit containing less than three (3) bedrooms. (This category is based on judgement/assumption, estimation that such family units on average require 751 - 225 GPD of the water and sewer service of an average single family unit.) Commercial - $650/ERU - Fixture unit schedule from Southern Plumbing Code will be used. One ERU will be charged for connection and up to twenty (2) fixture units. For projects having more than twenty (20) fixture units the Impact Fee will be 'determined by increments of 25t based on multiples of five (5) fixture units above the twenty (20) fixture unit base for the first ERU. (Example: twenty-five (25) fixture units will be rated as 1.25 eru; twenty-six (26) fixture units will be rated as 1.5 ERU.) 2) Sewer System Impact Fees Equivalent Residential Connections . 270 Gallons Per Day (GPD) Residential - $1700 Unit - Single family structure, or multi -family containing three (3) bedrooms or more, unit $1275/Unit - Multi -family unit or Mobile Home unit containing less than three (.3) bedrooms. (This category is based on judgement/assumption/estimation.that such family units on average require 751 of water and sewer service of an average single family unit.) Commercial - Industrial Institutional i - ik $1700/ERU — Fixture unit schedule from Southern Plumbing Code will be used. One ERU will be charged for connection and up to twenty (20) fixture units. For projects having more than twenty (20) fixture units the Impact Fee will be increments of 251 based on multiples of five (5) fixture units above the twenty (201 fixture unit base for the first ERU. (Example: twenty-five (25) fixture units Willberated as 1.25 ERU; twenty-six (26) fixture units will be rated as 1.5 ERU.) 3. Water Meter Connection Fees WATER METER SIZE 3/4 FEES . 1• 5 130. 1-1/2" 210. 2- 400. 3" 500. 4. 2,900. or they install 6- 4,400- or .they install 7.520. Or they install 4. Sewer Connection Fee s� f Standard 4' Residential Connection Non-standard connection - TO BE DETERMINED t NOTE: OTEANYWATEROR .SEWER TAP WORK THAT REQUIRES ANY STREET CUT OR %7Z 30,C, 1 � vs!� 33.7i- 33. S- 000 IK 37,7r i Type of Fixture or Group of Fixtures Fixture Unit Value Automatic clothes washer (2" standpipe) Bathroom group consisting of a water closet, lavatory 3 & bathtub or shower stall: Tank water -closet 61 Flush valve water closet Bathtub (with or without overhead shower) $ Bidet 2 Combination sink -and -tray w/food waste grinder 3 Combination sink -and -tray w/one 1-1/2" trap 4 Combination sink -and -tray w/separate 1-1/2- trap 3 Dental unit or cuspidor 3 Dental Lavatory 1 Drinking fountain 1 Dishwasher, domestic /, i= 3 x 1/2 x 1 0 Floor drains w/2" waste Kitchen sink, domestic w/one .1-1/2. trap 2 /S = /4 x 3 x Kitchen sink, w/food waste grinder 2%-(.2 Kitchen sink, w/food waste grinder & dishwasher 1-1/2" Kitchen sink., domestic trap S w/dishwasher 1-1/2" trap . Lavatory w/1-1/4" waste 4 w/1-1/2" waste 1 Laundry tray (1 or 2 compartments) 3 1 = 2X. +9_, Shower stall, domestic 2 Showers (group) per head 2 Sinks: Surgeons 3 Flushing rim (with valve) 3 Service (trap standard) Service (P trap) (1 ' 1 1 x 8 ,J 33< a'f 7 Z % Pot, scullery,2 etc. Urinal, pedestal, syphon jet blowout y _ /'� 4x( =`{ Urinal, wall lip 8 Urinal, stall, washout fa = 3 't 4k2F1 =/(o Urinal trough (each 61,section) 4 Wash sink (circular or multiple) each set of faucets Water closet, 2 2 private (tank operation) Water closet, public (valve operation) Fixtures not listed above: /`'} -/8 4 Trap size 1-1/4" or less ix-4-,$4- Trap size 1-1/2" 2 Trap size 2" 3 Trap size 1-1/2" 4 Trap size 3" 5�c,� = 3t Trap size 4 " LAR6L /-[vw 'wow Reference: Standard Plumbing Code T bl 6 kx _ �a a e 1304.1 page 13-4 and Table 1304.2 page 13-5. 3 2� b.f � 6l a, ROUTING MEMO ACTION: 4. Please Call Me 8. Note and Return 1. Your Information 5. Please Handle 9. Signature 2. Approval 6. As Requested 10. Please Reply 3. Please See Me 7. Please File 11. See "Remarks" 12. Re Our Conversation 13. Your Comments or Recommendations 14. Read and Pass On REMARKS (Use Reverse Side for More Space) yj I v A G r c ! LL2 "G �� by o� ►�1;�� b�.: � t �! r� C. FROM � DATE ARTICLE I. SECTION 1. LEVY AND PURPOSE. For the purpose of helping to defray, the cost of new or expanded police facilities and equipment attributable to new construction within the City limits, impact fees are`hereby levied on new construction within the City limits in accordance with the provisions of Section 5. Payment of Fees and other provisions of this Ordinance. SECTION 2. DEFINITIONS Unless otherwise specified herein the definitions, classifications and uses shall be as set forth in the City of Sanford Land Development Code. A. Residential - Includes one -family dwellings, two-family dwellings, mobile homes, multiple family dwelling units, accessory dwelling units, accessory residential structures. B. Nonresidential - Includes all land uses not otherwise specified as residential or E:--empted as set forth herein. This shall include, but is not limited to day care facilities, residential care facilities, nursing homes, boarding houses, home ..occupations, educational facilities, libraries, cultural facilities, churches, all commercial uses, all transient lodging and entertainment facilities except those which are temporary in nature, all automotive facilities and/or structures, all miscellaneous business uses and services and all industrial uses. C. Administrative Official - As such term is defined in the City of Sanford Land Development Regulations. SECTION 3. APPLICABILITY. This Article shall apply to all new construction within the City limits except the following: A. Expansion of a residential dwelling unit not creating another dwelling unit; B. Remodeling or rebuilding of any structure; C. Construction under any. building permit originally issued during the year preceding the effective date of this Article; and 3 D. Temporary activities and uses including, but not limited to temporary construction and temporary commercial amusements; and E. Non-commercial amusement facilities; and F. Public service structures; and G. Central sewage and/or water treatment facilities and/or solid waste disposal facilities; and H. Animal raising; and I. Agriculture; and J. Mining; and K. Cemeteries. SECTION 4. DETERMINATION,OF FEE AMOUNTS. Impact fees shall be determined and reviewed at least every other year in accordance with a detailed analysis of projected construction within the City limits, the cost. of any expanded or new capital facilities and equipment for police public service facilities generated by such construction and the money otherwise available to meet such costs. The c.;..ty Commission may annually adjust the established impact fee rate to reflect the changes in the cost of relevant capital facilities and equipment. All changes or adjustment in the established impact fee rates shall be made by ordinance and shall apply only to construction for which building permits are issued after the effective date of such ordinance. SECTION 5. PAYMENT OF FEES A. TIME OF PAYMENT. The police public safety facilities fee is to be paid prior to or in conjunction with the issuance of a building permit. The definition of building permit is as set forth in the City of Sanford Land Development Regulations. B. METHOD OF PAYMENT. Impact fees shall be paid in cash unless the City Commission specifically accepts an in -kind contribution of land or capital facilities for public use. Credit for any in -kind contribution shall be on a fair market value basis 4 CERTIFIED COPY MARYANNE MORSE i CLERK OF CIRCUIT COURT KWMM MORSE, CLERK OF CIRCUIT COURT b EiWIj10LE COUNTY, ELORMA SRINOLE COUNTY Permit No . Tax FoIlKo 0A559 PG 0347 ' t WWM CLERK'S # 21002957158 115 INS1KUNiENf PREPARED Bti: �� RECORDED 10/14/2M 03s16s22 PM ME j� _ NOTICE+ OF COMMEN Noidn �OCB 14 ofL � C.. COUNTY OF Spiv."� no Ir i THE UNDERSIGNED hereby gives# notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in Ithis Notice of Commmencement. 1. Description of propertyi: (legal description of property,and street adress if available) QN 2rrl� cc�v �r�-a ?Lvi,� SAN��<5327'7 3 2. General description of limprovement: �.eC-Ur.� S+t ., -y �On � 1`n �.c.,�:-- � D �1 �...r2C� C-,. lc� 1 � I i�:� K ,R 1 ✓�'t'o!'G-C, /y1 c� ✓-1Q� 1r�.b (f G�J �:�1-V l I rv, i r� 5,� �1 11'C.C� 6,7( 3 . Owned information ► 5 __ II F� a. Name and Address: J0.�cn]. Ror/�s�cpc)a_� A 3tknc-� �--y b. Interest in property: S'�'"`" ~, 3. 77q c. Name and address of fee simple titleholder (if other than owner) : 4. Contractor: (name and address) M-T. S. Surety —,— �� ronfP.. 5 �.�'�, F� 70 -- a. Name and Address I �SHrcttiC¢ �Q Iva wC01 b. Amount .of bond $_ - 13-� oo � , n a � OJew jl", L j Q . Y. 10 o 0 S- 6. Lender (Name and Address)AA-- 7, Persons within the State of Florida designated by Owner upon whom no or othex'documents mey be served as provided by section 713.3(1)(a)7., Florida Statutes: (name and address) 8. In addition to himself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes: (name and address) 9. Expiration date of notice of commencement (the expiration date is l y ar`form the date of recording unless a different date is's ) 10 9 O3 Sworn to and sub r b d before me C this./'�c day y ,Sbea- (Signature of -Owner) (Signature of Rota ublic) No:t ' h7 s Name MYCOMMI ooNbEal (Owners Name) " / � R60 06vak0 3 1/0/-* 0 (Owners Address) ` CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT 0 H 'b 4-1 U Z b 0 ,i a x 0 p � I PERMIT ADDRESS �G Ucur-4 i �,0� 61 � ` ZonC 3PERMIT NUMBER �� 93 1 Total Contract Price of Job e C�gO, � ^ ZprlZ° J Total Sq. Ft. Describe Work 1 t Type of Construction e-_ Flood Prone (YES) NO Number of Stories Number of Dwellings Zoning Occupancy: Residential Commercial Industrial i, LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER 0& — OWNER _ ,,ADDRESS CITY TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY BONDING COMPANY ADDRESS CITY ARCHITECT ADDRESS _ CITY MORTGAGE LENDER ADDRESS CITY STATE STATE STATE STATE PHONE NUMBER ZIP f ez ZIP ZIP CONTRACTOR t (j I T V r !V( I S PHONE NUMBER 0 3 ADDRESS ST. LICENSE NUMBER CITY STATE IP-L ZIP 32-7 -OI (oU Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. Ort �. R7 co " (n a O h Signature of Owner/Agent & Date for & Date o a "< P. H F H N � z Type or Print Owner/Agent Name Type or Print Contrac or's Name d x 0) ::1 O (/ ZS �s ro Signature of Notary & Date Signature o Notary & Date o (Official Seal) (Official Seal) r I }, C a 3 O ro > o •-1 H • U1 H i - rd w r C O �4 O ro N 0 4J �i a 0 0 >� Z a H Notary Public, State of Florida if 1`° CINDY L. JORDAN My Comm. Exp. May 31, 1998 Comm. No. C 316989 w o o F o Application Appro e BY: Date: FEES: Building L% lice ire ��,D� Rad Po Open Space Road Impact A 'lic tion PERMIT VALIDATION: CHECK CASH DATE'r-I-OKKBY(� ORIGINAL (BUILDING) YELLOW (CUSTOMER) .PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) ro -3E **** THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE np _.J ------------------------------------ FIRE PROTECTION CAN BY COMPUTER DESIGN ------------------------------------- i1c); ; x)f_)0) ( 00.1; .. ; 0. 00; 000000) 1000000 ;0;. ,0. . 0; . 00 .00) t t ! V t t l (00. :4 0. , 0. 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W'W'ra;rab`alt+ l4 111a4`at+'ab'aRratratlak�atla Wail W Y•ail`a trat•'a •••.: ••: ••.:�:•. •: •. :•. :•••: ..t WM'a�a LIX) t+`lWll`atraaa .:...: ••:',.r. .:Yn,.+•.:♦ W1WW91* M`a (tra dal+'aita�'at.'a 'a i''a Y'a t•'a t+'a�'at''a 'atra�at+`at+`a t1a;+'at'`at�a 'a t•`a WY'alt+�`atW YatW lwl W 1W.1 W'''Watt+'# 1`.`l'`a lt+` tW, LV�•a(t•�`aH'a tra t'`aY'at+'at•'at•`at•'a'ila lla�'at•`at+'a4'atrail'a t•`a �`a �a aa�'atrak'aaatraaaaa�`at�a t•`a V'#t�aa`a WaY'a H'atra �'attar+`a�`at�a�`atla�'a�'atratl#tra tla�'a�'at�a�'aa#t�at�a�`atraa`ai�: FIRE TURNS US ON ! .)E. h: lE. i+: SE..1t ?£• ?t •#- fi: �: #• •:k• ?+: 'l:.)r. •;{ fi ?+: ?C •X• ?�: #• •Lz #� r� �h ?e� ?H ?E• � ?� •tt .ir ?. WIGlf'a!ON FIRE SPRINKLERS, INC. '* LONGt.'OOD FLORIDA 32752 h: 407-831-3414 .3+-.3�;..3F � ?,:. �,,..tE •h:..i,,. ?;..3 f..h:• �:. ?{.',: ?F h �1{- h •N ?+ ## i� ?{:.3� .h_ .)r..)E. •',�. #• #• -)k• -h:• ir• _ .><.ir. i�. t+: fi:• � ?+:.� #• •h�: •i+ ?+:� ?� •h:� i+: t� ?{ #� ?+:• •l� •h- #• ik- �h= .N ?4• ?+:..�• .p-.�..i,:..a..)f. ?k• •M=?E •IF ?E ?� •�-?{ �N .3F..5,:. •h: #. ?t-.�..i� �= ?k' # ?+:• fi:• fi: i@� ie ir• #� •1E •h: #.• i! •h:.i;..p:..i,..p...� .p ..h.. n PROJECT NAME: INTERNATIONAL DEPARTURES BUILDING * CONTRACTOR: MARK CONSTRUCTION COMPANY * P 'A LOCATION: SI" NFORD, FLORIDA * CONTRACT NO. 95253-3 .h:..i<.1�..1?• •hi• ?t •K.- #• iE #...K..i< # ?E •h: �:. •k• ?k� •tE• �h:� •k� •6=?+ � #.- �h:• •h:• -0i• #� ?+:• •h: � .K ?? ??• ?�' •i¢ # �: •iH $=?� •iF •h:• # # ik ?b- #� -h fi= -h: �h: �: #..tt..it 'bc •h= •hi• i? iF' #.• $: •N.- i� •i! •h: #..h.:p: WICINTON FIRE SPRINKLERS, INC. LONGWOOD, FLORIDA 32752 HYDRAULIC DESIGN INFORMATION SHEET NAME - INTERNATIONAL DEPARTURES BUILDING DATE - 81155 LOCATION - S ANFORD, FLOR I Dt.I BUILDING - ZONE 3 SYSTEM NO. - S CONTRACTOR - MARK CONSTRUCTION COMPANY CONTRACT NO. -- 95253 CALCULATED BY - W.D.P. DRAWING P-40. - 2 CONSTRUCTION: ) COMBUSTIBLE (X) NONCOMBUSTIBLE CEILING HEIGHT _ 0:) OCCUPANICY -- CUSTOMS .-_._._ I (X) 1'• FPA 13 ) LT. HAZ. ORD. HAZ. GP. (X) 1 ! ) ` { ) = ( ) EX. I- AZT Y I ( ) NFPA 231 1 ) NFPA 23i C. FIGURE CURVE * 1 ( )OTHER T 1 ( ) SPECIFIC RULING MADE BY DATE m I AREA OF SPRINKLER OPERATION 1531 1 SYSTEM TYPE SPRINKLER/NOZZLE 1 DENSITY-GPM/Ft-.15 1 (X) WET MAKE RELIABLE D 1 AREA PER SPRINKLER VARIES I ( ) DRY MODEL F1 -" I ELEVATION AT HIGHEST OUTLET 12.5 1 t ) DELUGE SIZE 1! " C, I HOSE ALL6'1,IAINCE GPM -INSIDE i0o ! ( ) PREACTION F{-FACTOR 5.62 :C 1 RACK SPRINKLER ALLOWANCE C) i ( ) TEMP. RAT. 15O l � 1 HOSE ALLOWANCE GPM -OUTSIDE 150 ! N 1 I NOTE CALCULATION I GPM REQUIRED 547. 11 PSI REQUIRED 44.34 SUMMARY } C--FAC FOR USED: OVERHEAD 120 UNDERGROUND 150 W I WATER FLOW TEST: I PUMP DATA: I TANK OR RESERVOIR: A I -DATE OF TEST 1 ! 18 95 1 1 CAP. T I TIME OF TEST I RATED CAP. 0 1 ELEV. E I STATIC (PSI) 56 1 0 PSI 0 1 R I RESIDUAL (PSI) 3E, I ELEV. 0 ! WELL I FLOW (GPM) 1010 1 1 PROOF FLOW GPM S I ELEVATION 0 ! } P I LOCATION APPROX. 90 FEET DUE SOUTH OF SOUTHEAST MOST CORNER }:::, 1 OF EXISTING TERMINAL. L I SOURCE OF INFORMATION CITY OF SANFORD FIFE DEPARTMENT. y I C:' I COMMODITY CLASS LOCATION O 1 STORAGE HT. AREA AISLE W. M 1 STORAGE METHOD: SOLID PILED % PALLETIZED % RACK 1 1 ( ) SINGLE ROW ( ) CONVEN. PALLET ( ) AUTO. STORAGE ( > ENCAP 2,, 1 R 1 ( ) DOUBLE ROW ( ) SLA'-�'E PALLET ( ) SOLID SHELF ( ) NON 1- I A I ( > MULT. RO�W ( ) OPEN SHELF R 1 K I FLUE SPACING CLEARANCE : STORAGE TO CEILING A ! ! LONGITUDINAL TRANSVERSE E I I HORIZONTAL BARRIERS PROVIDED; UNITS -- DIAMETER ?INCH) LENGTH (FOOT) FLOW (GPM) PRESSURE (PSI) WIGINTON FIR: SPRINKLERS, INC. Water Supply Curve 1 1 Static Press.- 56.000 PSI ! 1 1 Resid. P'r••ess.= 36.:00 PSI ! 1 1 Resid. Flow -•• 1;.i1c_?. t>ti1L1 G>:-'M ! ! Pr-'E'Vs Available at ---------------•---------------------------•-• ! 1 54 7. 1 1 GPM 1 49.566 PSI 1 1 ! 1 ! ! ! Safety Margin 4 ! 1 Flow Available at Demand 1 --•` a 734.66 GPM ; 1 Safety Margin ! ► ,. `ti 1 207. 55 GPM _ 1 Total System ► 547.11 GPM > 44.33 PSI 1 ----------------------- 1 ! '--'--'-- WIGINT N FIRE SPRINKLERS, INC. | JOB- INT'L DEPARTURES BLDG. JOB NO- 95253-3 -3 DATE 031195 PAGE 3 FITTING NAME TABLE ABBREV. NAME A Alarm Valve B Butterfly Valve C Roll Groove D Dry Pipe Valve E 901 Standard Elbow F 45' Elbow G Gate Valve H Kennedy Wafer Check Va. - I _ Grooved Check Valve J Central Shotgun Valve K 901 Medium Turn Elbcw. L 90' Long Turn Elbow M Grooved 90 Ell N Grooved 45 Ell O Grooved Tee P Viking Deluge Va Q Detector Check Valve R Reliable Deluge Va S Swing Check Valve T 90" Flow - Tee or Cross U Milwaukee ButterballL Va V CPVC Tee Branch W CPVC Tee Run X CPVC 90' Ell Y CPVC 45' Ell W;TCII!••liON FIRE SPRINKLERS, INC. JOB- IN-;-' L DEPARTURES BLDG. TOE.( NO- 952,53•-3 LATE 03119S PAGE NODE ELEVz31 TLC ! 5,�='f?I}•:1-;._ER . PRESSURE FLOW NOTES No. (FT. 1 K-FACTOR (PSI) (U. S. Cfi°M) 1 12.50 10.7 12. 50 11.8 12. 50 12.8 4 12. 50 14.7 12. 50 1E-3 7 12. 50 11.8 3 12. 50 1:=. 3 10 12. 50 1E1- El 1 1 12. 50 1C). 3 13 1P.50 12.9 14 1;-. 50 14.3 1 E 12. 50 20. 7 17 12. 50 2C). 7 f 3 12. 50 20.8 .. 19 12. 50 23. � 1 A 12, 50 5. G2 10. 2 1 a. 0 2n- 1 i. 50 ems. 62 1 C). 13 18. E% 3A 1. 50 5. ESE 11.9 1 S. 4 13A 12. 50 5. 62 1--. 6 `.). 7 ' ESA 12. 50 5. G2 10. 2 1 S. 0 i A 12. 50 5.62 1 L). 9 13. E• ' 3A 12. 50 5.62 11.9 19.4 1 On- 50 5. ESE 15.4 22.1 12A 12. 50 5. 6"" 1 1...) 13. C- I 3il A 12. 50 5. E,2 1:. 0 19.4 ' 14A 12. 50 5. S 2' 13.7 20. 3 15A 12. 50 5. 62 15. 5 22.1 BSR3 1. 00 35. 3 10 0. t) rONI'•i w).:)C) 4.4.3 150. 0 TS R3 12. 50 2816 6 WIGINTON FIRE SPRINKLERS, INC. JOB- I NT' L DEPARTURES BLDG. JOB NO- 9525 -3 -3 DATE 081195 PAGE 5 , H`{D. DIA. F"ITTIi' 6 AIPE Pt Pt REF" c or FTNGIS Pe P . POINT of Pf ! F= Eqv. . Ln. TOTAL Pf 18.00 1.049 lE_ 2w 00 2.50 10.26 10.26 K = 5.62 7 IA C=120 0.00 2.00 0.00 0 0.00 ----------------------------------------------------------------------------------- 13.00 .). 1 : 6c, ,.). 0 4. 50 :+. 48 0..):.) Vel E. 63 1 IS. 00 ----------------------------------------------------------------------------------- 1 8. 50 1.049 IT 5.00 2.50 10.96 10.96 K .._ 5.62 16.60 0.1133 ----------------------------------------------------------------------------------- 0.00 7.50 0.85 0.00 Vel = 6.90 2 18. 60 11.31 K == r.41 ----------------------------------------------------------------------------------- 19. •41 1.049 IT 5.00 i. qo 11.93 11.93 K - 5.62 3A -= C=ill j_) 0. 00 5. 00 0. OC-1 C). y)�:) ----------------------------------------------------------------------------------- 3 19.41 12. BE, K - 5.413 20. 77 1,049 IT 5.00 2.50 13. 65 13.65 K - 5.62 ---------------------------------------------------------------------------------- 20.77 0.1400 0.00 7.50 1.05 0.00 ''gel - 7.71 20, 77 14. 70 K - 5.418 -------------------------------------------------------------------------------------------------- 10 1.049 1T 5.00 2.50 0 15.47 15.47 K -- 5.62 ----------------------------------------------------------------------------------- 22.10 0.1560 0.00 7.50 1.17 0.00 ).) Vel = .) 3.20 ---------------------------------------------------------------------------------- 18. ;.+1 1.049 l E 2.00 2.50 10.28 10.23 K -• 5.62 i s. o1 ----------------------------------------------------------------------------------- 0.1066 0.00 4.50 0.48 0.00 Vel 6.69 10.76 1-: =- 5.491 ----------------------------------------------------------------------------------- 13. 62 1.049 IT 5.00 2.50 10.98 10.98 K - 5.62 13.6E 0.1133 0.00 7.50 0.35 0.00 Vel =_ -6.91 UNITS DIAMETER (INCH) LENGTH (FOOT) FLOW (GPM) PRESSURE (PSI) WIGINTON FIRE SPRINKLERS, INC. JOB-- INT' L DEPARTURES BLDG. JOB NO- 95253-3 DATE 81195 PAGE E• - HYD. as D I A. F I TT I Nb A I PE Pt Pt s REF "C" o•,,.• ' FTNG° S Pe Pry: NOTES �,..y..�..r:..i,..), POINT of Pf /F Eq-v. Lr:. TOTAL Pf Prs 7 18.62 11.33 F ; = 5.414 19. 43 1.049 IT 5.60 2.50 11.95 11.95 K = 5.62 20 0.00 5.00 0.00 0. & )f ) 19.43 ---------------------------------------------------------------------------------- 0.1240 0.00 7.50 0.93 0.00 Vel = 7.21 R 19.43 12.83 K = 5.414 i .). 73 1.049 1T 5.00 2.50 13.67 13.67 K = 5.62 on C= i 20 0.00 5.00 0.00 0. 00 20.73 ----------------------------------------------------------------------------------- 0.1400 0.00 7.50 1.05 0.:0 Ve1 = 7.71 O E ).1a .. 14.72 K = 5. 41 G ----------------------------------------------------------------------------------- 22 12 1.049 IT 5.00 2.50 15.49 15.49 K = 5.62 ---------------------------------------------------------------------------------- 22.12 0.1573 0.00 7.50 1.13 0.00 Ve l - 3.21 1 :) 22.12 16.67 K = 5.418 ----------------------------------------------------------------------------------- 1 q..)7 1.049 1 E 2.00 2.50 10.34 10.34 K = 5.62 1 1 A e= 1 20 0.00 2.00 0.00 0. 00 ----------------------------------------------------------------------------------- 1 t8. . :.)7 0. 1 � 6 .). :.)�) 4. ,5"„<-..< ) .). 4� �). �);.) Vet = E. 71 1 R. 67 1.049 IT 5.00 2.50 11.04 11.04 K = 5.62 1 ?_'A C= 120 0.00 00 5.:)0 0.00 0. y)r i ----------------------------------------------------------------------------------- 18.67 0.1146 0.00 7.50 0.86 0.00 Ve 1 - 6. 9 12 18.67 11.90 K = 5.412 ----------------------------------------------------------------------------------- 1 S. 49 1.049 IT 5.00 2.50 12.02 12. 02 K = 5. 62 1 . P C= 1 20 0.00 5.00 f ). o 0. 00 ----------------------------------------------------------------------------------- 19.49 0.1240 0.00 7.50 0.93 0.00 0 Ve 1 = 7. 24 1O 19.49 12.95 K = 5.415 UNITS - DIAMETER (INCH) LENGTH (FOOT) FLOG! (GPM) PRESSURE (PSI) - WIGINTON FIRE SPRINKLERS INC | ' ^ . | JOB- INT'L DEPARTURES BLDG. JOB NO- 95253-3 -3 DATE 081195 PAGE 7 ========== HYD. Qa DIA. FITTIAG_ ,PIPE Pt Pt REF "C" or FTNG'S Pe Pv ******* NOTES *****» POINT Qt Pf/F Eqv. Ln. TOTAL Pf Pn ' =============================================================================== 20.84 1.049 IT 5.(}0 2.50 13.75 13.75 K = 5.62 14A C=120 0.00 5^00 0.00 0.00 _______________________________________________________________________________ 20.84 0.1413 0.00 7.50 1.06 0.00 Vel = 7.74 14 20.84 14.81 K = 5.416 _______________________________________________________________________________ 22.19 1.049 IT 5.00 2.50 15.58 15,58 K = 5.62 15A C=120 0.00 5.00 0.00 0.00 _______________________________________________________________________________ '22.19 0.1586 0.00 7.50 1.19 0.00 Vel = 8.24 15 16~77 K = 5.419 _______________________________________________________________________________ 18.00 1.049 0.00 10.00 10.74 10.74 1 - C=120 0.00 0.00 0.0V 0.00 - 18.00 0.1070 0.00 10.00 1.07 0,00 Vel _______________________________________________________________________________ 18.60 1.380 8.00 10.00 11.81 11.81 ' 2 C=120 V.00 0.00 0.00 0.00 36.60 0.1050 0.00 10.00 1.05 0.00 Vel = 7.85 _______________________________________________________________________________ 19.42 1.380 0.00 8.00 12.86 12.86 3 C=120 0.00 0.00 0.00 0.00 56.02 0.2300 0.00 8.00 1.84 0.00 Vel = 12.02 _______________________________________________________________________________ 20,76 1.610 0.00 10.00 14.70 14.70 4 C=120 0,00 0.00 0.00 V.00 76.78 0.1940 0.00 10.00 1.94 0.00 Vel = 12.10 _ _____________________ 22.11 _________________________________________________________ 1.610 IT 8,00 5.08 16.64 16.64 5 C=120 0.00 8.00 0.0o 0.00 ` _______________________________________________________________________________ 98~89 0.3111 0.00 13.08 4.07 0.00 Vel = 15.58 16 98.89 20.71 K = 21.730 _______________________________________________________________________________ 18.01 1.049 0.00 10.00 10.76 10.76 6 C=120 0.00 0.00 0.00 0.00 18.01 0.1070 0.00 10.00 '1.07 0.00 Vel = 6.69 _______________________________________________________________________________ 18.62 1.380 0.00 10.00 11.83' 11.83 7 C=120 0.00 0.00 0.00 0.00 36.63 0.1050 0.00 10.00 _ 1.05 0.00 Vel = 7.86 _ ___________________________________ 19.43 1.380 0.00 __________________________________________ 8.00 12.88 12.88 8 C=120 0.00 0.00 0.00 0.00 56.06 0.2300 0.00 8.00 1.84 0.00 Vel 12.02 _________________________________________-_____________________________________ UNITS - DIAMETER (INCH) LENGTH (FOOT) FLOW (GPM) PRESSURE (PSI) WIGINTON FIRE SPRINKLERS, INC. � JOB- INT'L DEPARTURES BLDG. JOB NO- 95253-3 -3 DATE081195 PAGE 8 HYD. Qa DIA. FITTINb 'PIPE Pt Pt . REF "c" or FTNG'S Pe Pv ******* NOTES ****** POINT Qt Pf/� E qv. L n . TOTAL Pf Pn =============================================================================== 20.79 1.610 0.00 10.00 14.72 14.72 . � 9 C=120 0.00 0.00 0.00 0~00 | � 76.85 0.1950 0.00 10.00 1.95 0.00 Vel = 12.11 | ! ` 22.12 1.610 IT 8.00 ___________________________________________ 5.08 16.67 16.67 . ) ! 10 r=120 0.00 8.00 0.00 0.00 � . . ' | --_------------------------------------------------ 98.97 0.3111 0.00 13.08 4.07 ____________________________ 0.00 Vel = 15.60 � i ' � 17 | 98.97 20 74 ^ K = 21 ^ 730 i______________________________________________________ -- | ------ � --------------- 18.07 1.0-49 0.00 10.00 10.82 10.82 1� C::-- 120 o.wo 0.wo 0.VV 0.00 ' � 18.07 0.1080 0.00 10.00 1.08 0.00 Vel = 6.71 _______________________________________________________________________________ 18.67 1.380 0.00 10.00 11.90 11.90 - 12 - C=120 0.00 0.00 0.00 0.00 - 36.74 0.1050 0.00 10.00 1.05 0.00 Vel = 7.88 � / _______________________________________________________________________________ 19.49 1.380 0.00 8,00 12.95 12.95 � � 13 C=120 0.00 0.00 0^00 0.00 ' 56.23 0.2325 � 0.00 8.00 1.86 0,00 Vel = 12.06 � i 20.84 1.610 _______________________________________________ 0.00 10.00 14.81 14.81 � 14 C=120 0.00 0.00 0.00 0.00 � � � 77.07 0.1960 0.00 10.00 1.96 ______________________________ 0.00 Vel = 12.15 ------------------------------------------------------- ` 22.19 1.610 IT 8.00 5.08 16.77 16.77 , 15 . C=120 0.00 8.00 0.00 0.00 _______________________________________________________________________________ 99.26 0.3126 0.00 13.08 4.09 0.00 Vel = 15.64 � � ' 18 99.26 20.86 � K = 21.733 _______________________________________________-_______________________________ 98.89 4.260 0.00 ' 12.00 20.71 20.71 16 C=120 0.00 0.00 0.00 0,00 98.89 0.0025 0.00 12.00 0.03 0.00 Vel = 2.23 ___ _________________________________________�__________________________________ 98.97 4.260 0.00 12.00 20.74 20_74 � 17 C=120 0.00 0.00 0.00 0.00 . 197.86 0.0100 0.00 12.00 0.12 0.00 Vel = 4.45 ______________________________________________-_____________________________ 99.25 4.260 1M 8.96 126.21 20.86 20.86 18 C=120 0.00 8.96 0.00 0.00 297.11 0.0207 0.00 135.17 2.81 0.00 Vel = 6.69 ' _______________________________________________________________________________ . �0.00 4.260 6M 53.73 186.38 23.67 23.67' � 19 C=120 C.O0 53.73 0.00 0.00 � 297.11 0.0208 0.00 240.11 5.00 __________________________________ 0.00 Vel = 6.69 � ---------------------------------------------- � UNITS - DIAMETER (INCH) 'LENGTH (FOOT) FLOW (GPM) | PRESSURE (PSI) | uJIGIMON FIRE SPRINKLERS, INC. JOB- INT'L DEPARTURES BLDG. JOB NO- 95253-3 -3 DATE 031195 PAGE 2 � ) ' HYD. Oa DIA . FITTI�G ' 'PIPE Pt Pt REF "C" or FTNG'S Pe Pv ******* NOTES � POINT Qt Pf/F Eqv. Ln. TOTAL Pf Pn =============================================================================== 0.00 4.260 1B 15. 80 12 50 . 28 67 ^ 28 ^ 67 | | TSR3 C=120 1J 27.66 69.80 4 ..0098 0 | 297.11 0.0207 IT 26.34 82.30 1.71 0.00 Vel = 6.69 ' | _______________________________________________________________________________ ' 100.00 6.357 1T 37 71 . . 4 00 . 35 36 �5 36 . Qa = 100 | . � BSR3 C=120 0.00 37.71 0.43 0.00 ) ! 397.11 0.00 52 . 0 00 . 41 71 0 22 , . 0 00 Vel = 4 01 ' , ! -----_------------------------------------------------------------------------- 0.00 8.249 1E 28.13 5.00 36.01 36.01 � UG1 C=140 0.00 28.13 0.00 0.00 ' �97.11 0.0009 . 0 00 .. 33 13 0 03 000 . Vel = 2 38 ^ / ___________________________________________________________________-___ ' 0.00 7.980 4E 108.68 95.00 36.04 36.04 � UG2 C=z50 1[; 6.V4 167.55 8.00 0.00 Fixed Loss= ' 397.11 0.0011 IT 52.83 262.05 0.30 0.00 Vel = 2.55 ------------------------------------ 150.00 _------------------------------------------- Qa = 150 , 00 ` CONN 547-11 � 4 .34 K = 82,168 T OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS I �V ,,� s ZJr4 PERMIT NUMBER Total Contract Price of Job Ir"t /s Total Describe Work - �• Type of Construction Number of Stories Occupancy: Residential LEGAL DESCRIPTION TAX I.D. NUMBER OWNER _ ADDRESS CITY Sq. Ft. Flood Prone (YES Number of Dwellings Zoning Commercial Industrial (please attach printout from Seminole Count,, TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY STATE BONDING COMPANY ADDRESS CITY ARCHITECT ADDRESS CITY MORTGAGE LENDER ADDRESS CITY STATE STATE STATE ZIP ZIP ZIP ZIP CONTRACTOR PHONE NUMBER �1-34N ADDRESS Thn ST. LICENSE NUMBER/ CITY XVd STATE LL, ZIP ******************************************************************* Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE,TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of Yths ;county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. ****************************************************************************************�3'1J Z s0 tir ca as ro o a Signature of Owner/Agent & Date igna.0 e o on ractor & ate o a K � M0�-F� 1%1� r H I� N t � Z u Type or Print Owner/Agent Name Type or Pri Contractor's Rame .� S' ti o o OA,�,--a -,i (JS l ro w Signature of Notary & Date Signature o Notary & Date ~' p (Official Seal) JTKcial Seal) Notary Public, State of Flotide }Fs CINDY L. JORDAN E t` /a My Comm. Exp. May 31, 1998 p Z a wwrE •.. .oa Comm. No. CC 37M89 • [ .yi�� µdu f w 3 -- o Z > ca CO w c o �4 o ro o ro 4j �'i a 0 0 >� Zu,E- Application Approved BY/:� Date: t� U FEES: Building l.' Rado Police F're Open Space Road Impact Application /6 --- PERMIT VALIDATION: CHECK CASH DATE j Y\ ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADM **** THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE N) CITY OF SANFORD FIRE -DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 DATE: rJ PERMIT #: G �Q BUSINESS NAMERn �l 1n% Al ADDRESS: % PHONE NUMBER:( ) PLANS REVIEW ❑ TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM AMOUNT $ D COMMENTS: h/7. ) /,r9 / rat/ i 5 i n/ o a, Fees must be paid to Sanford Building Department,,300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. I certify that the above information is true and correct and that I will comply with all applicable codes and ordinances of the City of Sanford, Florida. Sanford K46 Prevention ATpL1cd'nts Sig'nC VVIGINTON FIRE SPRINKLERS, INC. P.O BOX 520160 LONGWOOD, FL 32752-0160 (407) 831-3414 Jacksonville ° Tampa ° Pompano ° Miami TO: City of Sanford 1303 S. French Avenue Sanford, FL 32771 LETTER OF TRANSMITTAL DATE: 10/25/95 1 JOB NO. 95253 ATTN: COMMERCIAL PLANS REVIEW RE: International Departures Building 1 Red Cleveland Blvd. Sanford, Florida Parcel #06-20-31-300-0010-0000 WE ARE SENDING YOU Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints LV/ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order❑/� COPIES DATE NO. DESCRIPTION 4 2of2 Fire Sprinkler Drawings - Zone 4 4 2of2 Hydraulic Calculations 1 Permit Application 1 Certificate of Insurance 1 Certificate of Competency THESE ARE TRANSMITTED as checked below: "*For approval ❑ Approved as submitted ❑ For your use ❑ Approved as noted ❑ As requested ❑ Returned for corrections * For review and comment ❑ ❑ FORBIDS DUE ❑ Resubmit _copies for approval ❑ Submit _ copies for distribution *Return :corrected prints 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS Please review and return two sets with your stamaof approval and/or comments. Notify our office when plans are ready for pick up. Should you have any questions, please call our office. Thank Youll COPY TO SIGNED: -fj An Cindy L. Jord n, Permit Administrator Wayne Paycer, DesignerEI OCT 25 1995 CITY OF SAN,FORD FIRE. DEP_T. I IVHSHVW 3dld U3NOISSIWW00 3014VanSNI a3ansV3at NOl3VHIdX3 AN dWO3 S33i 4 S3XV1 NOI1VOIlddV - u3sv4nN 11WH3d HO 3SN33Il A1Nf10;1 SSVlO 3dAl 31V0 3f1SS1 96 JOE 190 1 10,0-ogl 190007LOgGg 16IC006S66t'=6 L1 191 ILO 96 110 �Oj • • SW31S JlS 03d33NI9N3-3bd phIOn"1JX3 °SL13SIU U31NNINdS ONV S3dId0NVIS NOII.VNIBWCJ 6S3d1d0NVIS SW3ISAS AYHdS 2131V1A-WV03 `SK31SAS talNNlbdS 831VA-WVD3 'SW3ISAS AVtldS N31VrA i _`SW3ISAS US-INNItddS BRIVA 3DIA83S HD 'a31'TV 'iJ3dSNI `"11V1SNI '31V7I2i9V3 '1nOAV'1 O1 A1I1I8V 3H1 5NIbin03H S1JVtl1NOJ j0 NDIln33X3 3HI 01 0311W1 l SI 11 ti01JVa1NO3 s •DN1 SU31NNIUdS 3blA NOINI91A :NDIIVZINV98n SS30S(1H t' O SLZE -ld ` OOOM9N O'1 I I LZv u5 H1nOS 05t► AHdanw NDialVd AHiOWIl :IVHI S3IAIlb3J SIHI AJN3I3dW0: 30 31V7IdY1tf3J "7VHSUVW BUTA 31V1S 30NvunSNI 301N31Nlddd3Q SOo0oh3 d3df1Sd3dl 30 3013�0 valuO13 30.31VIS 6 -------------------------------------- FIRE PROTECTION BY COMPUTER DESIGN ____________________________________ ..:0:.. ..:0:.. ,.00000000:. .:0000000000.. .00; .::0000> 10000::. :00. ,0; .00: 000000> 1000000 :0:. :0. .0: .00; .00}!!!V! !! (00. :00. :0. (0) (00) (00} (00) (00) 40> (00) 4000) <000>' �!!!�!! (000) (000) (00) WWWWWW WWWWHWW WWWWWN WWWWWW WWWWWW ^^ WWWWWWW ^^ WWWWWW WWWWWW ^^^ WWWWWWW ^^^ WWW4WW WWWWWW ^^ ^^^^^ ^^ WWWWWWW ^~ ^^^^^ ^^ WWWWWW WWWWWW ^^^ ^^^^^ ^^^ WWWWWWW ^^^ ^^^^^ ^^^ WWWWWW WWWWWWW ^^^^^^^^^^^^^ WWWWWW WWWWWWW ^^^^^^^^^^^ WWWWWWWWW ^^^^^^^^^^^ WWWWWWW WWWWWWW ^^^^^^^^^ WWWWW WWWWW ^^^^^^^^^ WWuWWWW WWWWWWWWWWWWWWWWWWWWW WWWWWWWWWWI'll WWWWWWWWWW WWWWWWWWWWWWWWWWWW WWWWWWWWWWWWWWWWWW h/WWWWWWW�WWW WWWWWWWWWWWW ' FIRE TURNS US ON � ` ` ' * WIGINTON FIRE SPRINKLERS, INC. * * * * 450 SOUTH C.R. 427 * ~~ `^ * LONGWOOD, FLORIDA 32752 * - * 407-831-3414 * - ` ***************** * PROJECT NAME: INTERNATIONAL DEPARTURES WILDING � * CONTRACTOR: MARK CONSTRUCTION * * * D/A LOCATION: SANFORD, FLORIDA * SYSTEM NO. 4 * * CONTRACT NO. 95253 * PAGE 001 WIGINTO!'`} FIRE SPRINKLERS, INC. LONGWOOD, FLORIDA 32752 407-831-3414 HYDRAULIC DESIGN INFORMATION SHEET NAME ..... INTERNATIONAL DEPARTURES BUILDING DATE — 09229 LOCATION _... r.,s.:,!`.l;'- ORD, FLORIDA BUILDING PARTIAL ZONE 4 SECOND FLOOR SYSTEM NO. — a:;. CONTRACTOR `R ,'>r-st,l". CONSTRUCT ;',"..:: I CONTRACT NO. — 95253 CALCULATED BY — W.D.P. DRAWING NO. — 95253—.4 CONSTRUCTION: '. COMBUSTIBLE IB''_-:.._ {... NON—COMBUSTIBLE .a.:_.,._a_ 4v:✓..L_Is`'.4: HEIGHT VARIES OCCUPANCY — CONCOURSE SECOND FLOOR �. � t / 4') •. , i-- P A 13 ( )LT. HAZ. O A . P . l X ? ', ? i__ ? ? E r'; !" . �T, 1 . )SPECIFIC RULING MAi.%{. BY DATE y1 , AREA OF SPRINKLER OPERATION 1500 1 r"sr''"=TEM TYPE SPRINKLER/NOZZLE s D',.=NS I T`{_•G!•-'1..1:'F t O .15 ! (X ) WET MAKE RELIABLE D ! AREA PER SPRINKLER VARIES I ( ? DRY MODEL F1 E:= 1 ELEVATION AT HIGHEST OUTLET 28 ! { ? DELUGE SIZE 1 2'' _s ! HO::?i: 3`la_,_G'd}i-tNCE GPM —INSIDE 100 1 ? i.' t i.<'-3C t 1 O; a K—FACTOR 5.62 1 t RACK SPRINKLER ALLOWANCE I ) TEMP. R T. 155 ! HOSE ALLOWANCE GPM —OUTSIDE 150 i N ! I NOTE CALCULATION I GPM RF i_<LEI RE D r..-u!_l 52 PSI Ri.: iZt41 i,'.::_D 46.26 SUMMARY C 1SE t - t ' -:' "> UNDERGROUND 150 „1 C:.--E=i�..•i'C'F Lw'-3�: Cs''1'E=RE";.=r'1L' !.�'•- W ! WATER FLOW TEST: I PUMP DATA: 1 TANK OR RESERVOIR: I1.4'4t::. OF -l-Est"1" ! R.'1"fE='1? CAP. 0 ' ELEV. R r RESIDUAL (PSI) 38.0 1 ELEV. :z 1 WELL I—A_i.!W '.i._PM) 1010 S 1 PROOF FLOW GPM I ELEVATION C,1 1 -1 LOCATION - APPROXIMATELY 90 FEETDUE SOUTH OF SOUTHEAST p } - _. _ .. MOST £._01�;>`IEI:� t,l... EXISTING TERMINAL 1 SOURCE OF INFORMATION CITY OF SY'NF=OF`D FIRE DEPARTMENT. t 0 1 ;_;Tf-C,f3GE.': -i 1 . AREA AISLE W. L_�>4 i STORAGE C7R;;GE:_ METHOD: SOLID '•-'lLE:? PALLETIZED {")i_:!.'; r t \ SINGLE E R"-1 f^4'�N ',t PALLET 't f- STORAGE ) E _P z , ,.� .. I``: E_ll_l_ ROW . ? .._ ._ `�`l r..l ♦w ,'-Y'2 _. 1 . : AUTO. t. vTt_`.i .,'-2l �)� . •._i'}E_•>"'1i" r. i R 1 , ? DOUBLE_ ;';OW ? SL>"iVE. PALLET ? SOLID SHELF ? NON T i A 1 1' ULT.. ROW & > OPEN SHELF -! ' I FLUE S-1GIr:,:E?— rE. ST =F=-- TO CEILI NG i I LONGITUDINAL TRANSVERSE E_ s t I HORI—'f1h,}-FAL BARRIERS PROVIDED: UNITS — rtli•'zM:_..;;:_;, ,I`,}, :._;: 1..._'JEs-Fs. .?:._--•?c—:_E_iri,_. ,r. PRESSURE F'4I PAGE 02 WISIhlTON FIRE SPRINKLERS, INC. C------------------------------- I Static i "s"•t_ r_ -- 56.000 PSI s } w Press Available at —__........--_-_.-.---_____._.-_-_---___._•--•-.-_._----•--------.....� 5 49.535 PSI 4- Safety Margin - } } 3.277 PSI--- # # #V Flaw,A••.'a>lat_<le at Dam and # ! Total cal System ``. ! } 46.25 't S I y r WICINT©N FIRE SPRINKLERS, INC. Tel$-- HYDR-ACC Area No. 4 JOB NO-- 95E53-4 -4 DATE 092195 PACE _ FITTING NAME TABLE A Alarm Valve - - Ec Butterfly Valve D Dry Pipe Valve E 9Q' Standard Elbow G Generic Gate Valve K Ge-i-ser•`ic• Detector Check 901 Medium Turn Elbo,,,,t Q. Generic Flow Control Val S Generic Swing Ct--s W Generic Wafer Ct--s Z Generic Wafer Cts _.. - . ;WIGINTON FIRE SPRINKLERS, INC. JOB- HYDR-•ACC A-rea No. 4 JOB NO- "_- 5253.-4 --4 DATE 092195 PAGE 4 NODE EUEVATION SPRINKLER PRESSURE FLOW NOTES r1Cs.. �FT..) __ K--FACTOf' (PSI) - (U.S.GPM) ----------------------------------------------------------------------------------- .. 1 Es. .5:.) 5.62 13. .% 20.3 r_•.62 5 21 - 28. of') 5. i_t is i5.6 23.0C, 5..62 10.3 18.0 23. :.S£_S 3,. i::2 1 1 . r 19. ice). `- :- 1. 9 28.6 r . 'i 14,6 2 1. 4 t j 28. 00 mot. 62 10.5 18. 2 12 28. 00 11.9 1I 28.r 0 17.B 1 28. 00 5.62 10. 3 18. 0 17 28. 00 5.62 12.1 19.5 18 23. 00 5.62 13 „ 3 20. 1 19 28. 00 5.62 11.8 1913 y_' 1 23. 00 1.. : . t_S. 22 28. 00 1 & " 2-4 28. t..)U 5.62 10.2 i 3. t_S r 23. t 25 Lam,. 00 21.1 27 24.7 a um 0. 00 - 13.t S. ED. TSR4 28. 00 2tint.. 1 WICINTON FIFE SPRINKLERS, INC. JOB- HY.DR-ACC A-s-ea No. 4 JOB NO- 95253--4 -4 DATE 092195 PAGE H`r'D. Q a D I A. FITTING PIPE Pt Pt REF 11 C 11 or* FTP'lf.: " C fi°e P., , .. r NOTES POINT of P'f /F Eq . Ln. TOTAL P"f' b `rs 18.08 1.049 1 E 2.00 6.09 10.35 't ..... 5.62 18.08 0.1084 L>. '_)'_ 13.09 1.42 0.00 irle ... __ 6.71 1 \r.'.i. i_%! 1.049 F 2.00 0 8.07 10.34 10.34 K _... 5.62 - 1 ` [;::::: 1 i_ .} .11 1 i_ 5.00 0 7.00 }}._I 0.00 0. 00 18.07 0.1074 0.00 15.07 1.62 0.00 0 Vol 6.71 12 18.07 11. 9 (.71 K 5. 224 ----------------------------------------------------------------------------------- 18. 00 1.049 1 E 2.00 10.08 8 10.26 10.26 ._. 5.62 2-4 C= 1 i::0 IT 5.00 0 7.00 10 0.00 0. 00 -------------------------------------------------------------------------------- 1_ `. .177 1 r r..r .. _'. ,�<'? 9 1 „ = .i !" rr � <a >_ !_) 1 r_;�. •- . _j\ i 4 .- 5 JAW . 1 � 1 2.15 K /', - r.:_ - �.. �,:� ------------------------------------------------------------------------------------ 2_) I:.:F'7 1.049 9 T 5.00 1.98 13.93 13.93 "K 6 18 [,•::_ 1 i:::i�} i ). °.>.} r� 5.00 0a i) 0. 00 - ---------------------------------------------------------------------------------- 20. 97. 0. 1418 . "_\„ i_> 0 6.98 0.99 0.00 IV;:.V21 \8 7.78 ---------------------------------------------------------------------------------------------- 19.07 0.1207 0.00 0 2.07 0.25 0.00 V cr_ 1 7.03 18.09 1.330 0.00 8. 6_ 11.77 11. 77 37.1E 0.10E7 0.00 )1, } 8.62 vS'_l:_ 0.92 0.00 V {:_ I ..... i ,97 _ _ ._ ,j ) j }' 20.02 ._� . (•i, ` _ 0.00 •_)1_\ 8.00 12.69 12. 6' F K ..... 5. 6'2 ----- UNITS .._. DIAMETER i 3 i) LENGT 'FOOT) FLOW G'- l:IC'_r .ii If. E ' l-:r_. . PRESSURE WIGINTON FIRE SPRINKLERS, INC. jol:(-- HYDR--Acc A-i-ea No. -4 JOB hdO_... 9525 ...�4 _..4 DATE 092195 PAGE f. €-{YD. Qa D I A. FITTING PI PE Pt Pt REF "C.:. D " F FNG' S P`. • F•\''r' NOTES POINT off. Pf/F Eq`r. Ln. TOTAL Pf pri 21.4b 1 . 3t:_\r_) 14- 6.00 1.37 14.61 14.61 K ...- 5.62 ---------------------------------------------------------------------------------- 1 0 78. i. G 17.73 ( , ..._ 18.653 ----------------------------------------------------------------------------------- 18.23 0.1092 0.00 13.09 1.43 0.00 Val •--- 6.77 ---------------------------------------------------------------------------------------------- 36.30 0,1032 0.00 8.62 0.89 0.00 1,) • . 1 --. 7.79 ----------------------------------------------------------------------------------- ------------------------------------------------------------------------------ i�. 1 ,.... 1 . •8' } IT 6.00 1.37 14.72 14.72 K ._.. 5.62 19.33 1.049 0.00 1:_.n f_)\.� 11.83 11.83 . .. ^lu L�1� lam,. 19.33 0.1250 0.00 2.08 0.26 0.00 0 Va I .._. 7.18 37.33 ).. .i '•_)7 8 0.00 ... _... ..... _... SI \._2 ..... .... ..... .._..:.__..._..........._.........-.__...... 0.93 ..... _... _ 0.00 ... ..... ......_............ ..... ..... Val I .... ..... ..... .-------- 8. <_)1 ..._--_........ .....-......_.. .......... ..... ... I . ..... ......................_........... ..... ... ....... ........._....._......I ..... ..... ..... ..... ... _.............. ..........:..I.., ..... ------------------------------------------------------------------------------------ -------------------------------------------------------------------------- 77.89 0.4233 0100 :_) 7.37 3.12 0.00 Val ..... 16.71 23 7 7. irl�! t. = 18. 339 20.34 0.1345 0.00 10.70 1.44 0.00 Vol T. 55 ---------------------------------------------------------------------------------------- T TS . DIAMETER QN_ : LENGTH C� _._. i .) PRESSURE .: WIGINTON FIRE SPRINKLERS, INC. JOB- HYDR-••ACC Area No. JOB NO- 9 i2OG•-4 -4 DATE 092195 WAGE HYD. ca DIA. FITTING PIPE Pt: Pt. REF 11 O 11 or* FTNG' S Pc P"'r n u x' NOTES ** * 1:'.;,;' ;,:. POINT ut. Pf/F Ec:Ev. Ln. TOTAL Pf F''n 21.42 1.330 0.14)0 8.00. 14.5.' 14.53 K ..... 5.62 a:_' G=-' 1 i•ti.) 0.00 0.00 0 0.00 0 0. :.):.) 41.76 0.1337 0.00 8.00 1.07 0.00 Val ...- 8. 9E ----------------------------------------------------------------------------------- 22 2 6 t . 3lr"_tO IT 6.00 1.37 15.60 15. Z_,s K ..... 5.62 ----------------------------------------------------------------------------------- 0. 1` 0 4.260 0 0.00 14.00 17.77 17.77 1 C.....1.20 0.00 0.00 icy. 00 0.00 63.96 0.0007 0.00 14.00 0.01 0.00 Val _._ 1 ..0 -4 -------------------------------------------------------------------------------- 17.78 142.82 010058 0.00 0 1200 0.07 f_).. 00 14 a 1 3.21 ----------------------------------------------------------------------------- i78. >:_)1 26 % 0.00 15` 8 1 �i 1.85 17. 85 1 El r4.260 •r+. t . .r = 2080.08 i= i_ i.: a i_1. i_) i ,1 :� _ . t_ _ _ 0. 0 ) i 5. r; a >.: 0. i 9 _! t ). s�)i_) _ _ / I 'r {'-' 1. .._ C . 97 r / --------------------------------------------------------------------------------- i /7. 89 4.260 60 2E 26.34 112.33 18.04 4 is. 0 1. 1_ }rl l-'a . �i:. - - v. s .. l_'_1 .� 0001367 » r.< L�. 291 . t). >_1 `:_Y Val .-.1 M �:'. ..._ 6. 72 % 1._ ---------------------------------------------------------------------------------- it iN:) 4.250 0.00 7.02 20.95 20. 932 ---------------------------------------------------------------------------------- 136.00 i = . ,_):,�} .Lr . C"'_) r.._ 1 `= / 1,=. 1 7 1 c24.78-, �.' . _ :;_) i::.'": „ 72 i _... _........,............................................................._...... r __. _......_ ..... -.- -..._................................. _.......-...... - _...._..._............._- ................ , ................._.............................................._....... _............................................_...................:.......................-...... ----------------------------------------------------------------------------------------------- .::8 L =_: 1 20 0.00 0 17.60 - 0.00 0. .. .' t 298.52 0.0029 0.00 548> 4 .. 0.17 _ iL)`_` Val ..... 3.02 , --------------------------------------------------------------------------------- ----------------------------------------------------------------------------------- f_) . 1: )'•_ 6.357 1 %_ 17.60 130.00 27.27 27. ` /-' ---------------------------------------------------------------------------- s bra 1 . ,.... - DIAMETER r r' ,i-{ j LENGTH !FOOT) F,...>_.., !GPM) PRE..,SU: WIGINTON FIRE SPRINKLERS, INC:. JOB- t- YDR-ACC Area No. 4 JOB NO-- 95253--4 -4 DATE 09 193 PAGE 3 HYD. Get DIA. FITTING PIPE Pt Pt REF „C,, or F TNG' S Pe Pv NOTES POINT ut Pf F Eqv. Ln. TOTAL Pf Pri 0.00 6.357 . .._ 5 ! 5 E 37.99 66.17 27.71 27.71 - 4 .1i �•_ C=1i':.1 0. :.10 37.99 0.00 0. 00 ----------------------------------------------------------------------------------- 298.52 0.0030 IT 37.71 101.17 0.31 0.00 V 1 '- 3.02 1: 0. ly1);_1 6.357 IT 37.71 WOO 40.17 40.17 Qa --. 100 MR-4 [.= 1 y,:_1 0.00 37.71 0.43 0. 00 323.52 0.0052 0.00 43.71 0.23 0.00 ':rota 1 ..._ 4.02. LI'S 1 C-1 4 0 0.00 28.13 0.00 0. 00 398.52 0.0009 0.00 33.13 0.03 0.00 Ve 1 - 2.39 US : C=150 16 6.04 167.55 5.10 0.00 F i m e # Los = .F.5 . 1 0 ----------------------------------------------------------------------------------- +_98. .._ wr- 2 _ _ :1 ., �.1'_>11 1T car .-� 'ti_,, �.^ .- .- 5 ` r_ i_i_+..�. _ 0.300.00 , _ `r�E_I -- - .- c �. _�t_ 1 _ " _ ma = 150.00 ._t?:`d Jai . 52 4[}. 26 i'. __ 80.649 8 : EXCESS UABIUTY HUL 1718207 :UMBRELLA FORM :OTHER THAN UMBRELLA FORM A ` WORKER'S CO4W4D=TIOH WC 1031786297 ANO EMPLOYER'S LIABMM ^ :OTHEII %-Wn I HA'- I V" CQ 1031766212 EQUIPMENT DESCRIPTION OF OPERATKWGAOCA ITEMS CITY OF SANFORD P. O. BOX 1778 SANFORD, FL 32772 PROPERTY DAMAGE S 01/01/96 E 01/01/96 i EACHOCG.IRRENCE ri 6,000,000 ............................................... AC3ORECil1TE .. � >i e,00o,000 i 01/01/96 ? 01/01/96 STATUTORY LIMITS :....:........................ < EACH ACCwErJT >...................................................................................... S 100,000 :DISEASE-P000YLIMIT ;S 800,000 i.................................................3.................. DGEASE•EACHEMPLOYEE :;t 100,000 01/01/96 i 01/01/" LEASED OA RENUO EQUIPMENT: S60,000 LIANT E $1,000 DEDUCTIBLH FOR QUESTIONS - CONTACT LORRAINE CEVASCO - 904 - 2396675S SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY i4ND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. '( AUTHORIZED REPRES TA�YE �� ------------------------------------- FIRE PROTECTION BY COMPUTER DESIGN' _________________________ ..:0�.. ..�0�.. ..0000000000�. .:0000000000.. (V) (00) (0()) 400> 400> (0) (00} 4000> (o00) (0{:}) (000) 000} WWWWWW WWWWWWW WWWWWW WWWWWW ^ WWWWWWW ^ WWWWWW WWWWWW ^^ WWW�WWW ^^ WWWWWW WWWWWW ^^^ WWWWWWW ^^^ WWWWWW WWWWWW ^ ^^^^^ ^ WWWWWWW ^ ^^^^^ ^ WWWWWW WWWWWW ^^ ^^^^^ ^^ WWWWWWW ^^ ^^^^^ ^^ WWWWWW WWWWWW ^^^^^^^^^^^^^ WWWWWWW ^^^^^^^^^^^^^ WWWWWW WWWWWWW ^^^^^^^^^^^ WWWWWWWWW ^^^^^^^^�^^ �W�4,WWWW WWWWWWWWWWWWWWWWWW�WW WWWWWWW�WWWWWWW�WWWWW WWWWWWWA*WWWWWWWWW WWWWWWWWWW�WWWWWWW FIRE TURNS US ON ! * WI8INTON FIRE SPRINKLERS, INC. * * * * 450 SOUTH C.R. 427 * * LONSWOOD, FLORIDA 32752 * * 407-831-3414 * \<�~� * PROJECT NAME: INTERNATIONAL DEPARTURES BUILDING � * CONTRACTOR: MARK CONSTRU[TION * * D/A LOCATION: SANFORD, FLORIDA * * SYSTEM NO. 5 * * CONTRACT NO. 95253-4� * PAGE 001 WIGINTON FIRE SPRINKLERS, INC. LONGWOOD, FLORIDA 32752 407-831-3414 HYDRAULIC DESIGN INFORMATION SHEET ==================================== NAME - INTERNATIONAL DEPARTURES BUILDING DATE - 092295 LOCATION - SANFORD, FLORIDA BUILDING - PARTIAL ZONE 4 - FIRST FLOOR SYSTEM NO. - 5 CONTRACTOR - MARK CONSTRUCTION CONTRACT NO. - 95253-42 CALCULATED BY - W.D.P. DRAWING NO. - 95253-42 CONSTRUCTION: ( } COMBUSTIBLE (X) NON-COMBUSTIBLE CEILING HEIGHT VARIES OCCUPANCY - BREEZEWAY BELOW CONCOURSE S l(X)NFPA 13 ( }LT. HAZ. ORD'HAZ.GP. (X)1 ( >2 ( >3 ( }EX'HAZ. Y 1( )NFPA 231 ( )NFPA 231C FIGURE CURVE S {( )OTHER T 1( )SPECIFIC RULING MADE BY DATE E M I AREA OF SPRINKLER OPERATION 1950 } SYSTEM TYPE SPRINKLER/NOZZLE 1 DENSITY-GPM/Ft^2 .1500 1 ( ) WET MAKE RELIABLE D ! AREA PER SPRINKLER VARIES I (X) DRY MODEL F1 E I ELEVATION AT HIGHEST OUTLET 12.666 1 ( ) DELUGE SIZE 1/2" S } HOSE ALLOWANCE GPM -INSIDE 100 } ( ) PREACTION K-FACTOR 5.62 I | RACK SPRINKLER ALLOWANCE 0 } ( ) TEMP.RAT. 200 G 1 HOSE ALLOWANCE GPM -OUTSIDE 150 1 N } � NOTE CALCULATION } GPM REQUIRED 576.62 PSI REQUIRED 40.54 SUMMARY } C-FACTOR USED: OVERHEAD 100 UNDERGROUND 150 W ! WATER FLOW TEST: } PUMP DATA: } TANK OR RESERVOIR: A } DATE OF TEST 1-18-95 } } CAP. T | TIME OF TEST I RATED CAP. 0 | ELEV. E I STATIC (PSI) 56.000 1 @ PSI 0 I R 1 RESIDUAL (PSI) 36.0 l ELEV. 0 i WEL1 - 1 FLOW (GPM) 1010 | ` i PROOF FLOW GPM S } ELEVATION 0 | } P / LOCATION - APPROXIMATELY 90 FEET DUE SOUTH OF SOUTHEAST P | MOST CORNER OF EXISTING TERMINAL. L ! SOURCE OF INFORMATION CITY OF SANFORD FIRE DEPARTMENT. Y | C 1 COMMODITY CLASS LOCATION O 1 STORAGE HT. AREA AISLE W. M | STORAGE METHOD: SOLID PILED PALLETIZED RACK � | | ( } SINGLE ROW ( ) CONVEN. PALLET ( > AUTO. STORAGE ( > ENCAP. S 1 R } ( ) DOUBLE ROW ( } SLAVE PALLET ( ) SOLID SHELF ( > NON T | A 1 ( } MULT' ROW ( > OPEN SHELF R | K 1 FLUE SPACING CLEARANCE:STORAGE TO CEILING A } } LONGITUDINAL TRANSVERSE E 1 ) HORIZONTAL BARRIERS PROVIDED: UNITS - DIAMETER (INCH} LENGTH (FOOT) FLOW(GPM) PRESSURE ?PSI) ------' — | ' WIGINTON FIRE SPRINKLERS, INC. -------------------------- Water Supply Curve ---------------------------- � / Static Press.= 56.000 PSI } � ~ 1 Resid. Press. = 36.000 PSI � } . } Resid. Flow = 1010.000 GPM } } . Press Available at -----------------------------------� } � . 576.62 GPM � � . 48.909 PSI i � . v � } *^ ^ � | . ` ! Safety Margin ! 8.370 PSI ------- }| } v . Flow Available at Demand, � � <------------->*<----- 878.80 GPM � I Safety Margin | \ \ \} 302.18 GPM � } Total System } Demand � 576.62 GPM | } 40.53 PSI \� . __________________________________________________________________________ ' QIBINTON FIRE SPRINKLERS, INC. JOB- HYOR-ACC Area No. S Jot NO- 95253-42-5 SATE 092295 PAGE 3 FITTING NAME TABLE A22REV. NAME . . G Alarm Valve .. .. �e Butterfly Valve c Roll Groove . . D D y Pipe Valvp. < : <E . 501 Standard. Elbow . . © E .451 Elbow \�. ° ... G Generic Sate Valve \ K ^ Generic Detector Check V ? L e01 Long Tore Elbow ^ �. M 501 Medium Turn Elbow .. O. Generic Flow. Control Val. . . 5 Generic Swing ch . .. . . . T 901 Flow thou Tee . W Generic wafer ch Z generic Wafer ch . . WISINTON FIRE SPRINKLERS, INC. JOB- HYDR-ACC Area No. 5 ,FOB NO- 9525--42--5 DATE 092295 PAGE NODE ELEVATION SPRINKLER PRESSURE FLOW !MOTES NO. (FT.) . K-•FACTOR (PSI) (U. S. GPM ) ------------------------------------------------------------------------------- 12. 66 5.62 11.2 18.8 12. E•E• 5. i_ E 10.0 17.8 -'i 2. BE, S.E2 9.3 17. ' 5.62 i 1 is i S . ♦Q i::• :1 ;_ . M-1 mac. 62 1010 17.8 1:. 5.62 1 1. ti 1 s .. 1 12. BE 5. G2 10.1 17.8 1 12. L IL, 5.62 2 9.5 17.3 1 12. 6 i._ 5.62 T. G 17. -4 15 12. ESE• 5.62 10.7 18.3 Y 17 12, BE 5.62 5.7 17.5 19 12.Et 13.3 20 12. is=• C: a:'_ ,. 21 MSS 12. 9 2 12. BE 1ii. S 24 12.68 yI M. i'f_+ 12. GE, 11.6 Fri 1.2. -3.1-11. 12. G• t_ 13.7 31 12. ; .tom. 13.8 __ , 5 1 2. E•E• Wiz.. ) r^ 3 i' 1 i::. BE, 27. -4 9 1 0. >._ .) 35. 0 D'N'Nl i� i_};:y 40.5 150.0 ..! SR4 12. st_ 28.13 WICINTON FIRE SPRINKLERS, RS, INC. JOB- !- YDR-ACC Ar-ect No. ti JOB NO-- 9 2 3-••42_C DATE 092295 PACE r' H`rD. Da DIP. FITTING PIPE Pt Pt: REF "C" or, FTs' GI `. Pe- - P.,r .p:..lE•fi:'V.-$:'.p:"h: NOTES POINT ut. P+'!'F I_:qv. L_n. TOTAL Pf Pr; 1 ,._�_� .... .W ��-�_ .. s �3'. i��. 1 . is}.i.3. 11.26 .i . i�:.: K...- ry-. i::i: _' ---------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 1 . n.._ 1.049 1l 3.57 9.79 10.07 10.07 K _... 5.6 17.B3 0.1474 0.00 } -13.36 1.97 0.00 _ 0 Vol -- 6.62 ----------------------------------------------------------------------------------- 3i_.. 53 1.610 IT 5.71 0.., 6 12.04 12. 04 i_'r..) C:_=1 0 0.00 5.71 0.00 :.).: fL 0 ----------------------------------------------------------------------------------- 54.36 0.11.).42 0100 6.17 0.89 0.00 0 Vol 8.57 ----------------------------------------------------------------------------------- 17.67 0.1440 0.00 t0 9.58 8 1.38 0.00 Vol S. 5E. 18.87 1.380 1! 4.28 1.04 11.27 11.27 .. _... 5.62 3S.54 .` 1.i.3'EL 0.00 5.32 0.78 / 8 0.00 Vol 7. .r-..- --------------------------------------------------------------------------------- 17. ;_.,4 1.049 i-: 3.57 9.79 10.08 10.08 K _=' 5.62 :i ----------------------------------------------------------------------------------- 17.84 0.1474 0.00 13.3E 1.97 0.00 Vol ._: 6. 54 i 610 a - c= 71 0.46 12.05 2 -r ----------------------------------------------------------------------------------- 54.38 0.1442 0.00 0 8.17 £ ). 8r ( ice}. 0 Vol._ 8.57 1.049 0.00 % c rD 9.92 Ll 9 ---------------------------------------------------------------------------------- 17.70 0.1461 0.00 9.58 1.40 0.00 0 Vol .__ 6.57 i 3,.:.1I e S -_ DIAMETER : '"NC ___. 0 ... ,. T: i'=L_OW (GPM) PRESSURE WIGINTON FIRE SPRINKLERS, INC. JOB- HYDR-ACC Area No. 5 JOB NO- 95253-42-5 DATE 092295 PAGE 6 HYD. Da DI;l. FITTING PIPE Pt Pt REF "C" or, FTNG'S Pe Pv NOTES ****** POINT Qt pf/F Eqv. Ln. TOTAL Pf Pn 18.91 1.380 IT 4.28 1.04 11.32 11.32 K = 5.62 8 C=100 0.00 4.28 0.00 0.00 _______________________________________________________________________________ 36.61 0.1466 0.00 5.32 0.78 0.00 Val = 7.85 24 36.61 12.10 K = 10.526 _______________________________________________________________________________ 17.88 1.049 1T 3.57 9.79 10.12 10.12 K = 5.62 9 C=100 0.00 3.57 0.00 0.00 17.88 0.1482 0.00 13.3G 1.98 0.00 Vol = 6.64 _________________________________________________________________________-_____ oS-ao 1'6I0 IT 5'71 0'46 12.10 12.10 24 C=100 0.00 5.71 0.00 0.00 ' -' 54.480.1442 _____________________________________________________________________ 0.00 6.17 0.89 0.00 Vol = 8,59 � ' 25 54`48 12.99 K = 15.117 _______________________________________________________________________________ 17.25 1.049 0.00 7.63 9.42 9.42 K = 5.62 10 C=100 0.00 0.00 0.00 0.00 ______________________________________________-______________________________-_ 17.25 0.1389 0.00 7.63 1.06 0.00 Val = 6.40 18.19 1.380 IT 4.28 4.21 10.48 10.48 K = 5.62 11 C=100 0.00 4.28 0.00 0.00 _______________________________________________________________________________ 35.44 0.1378 0.00 8.49 1.17 0.00 Val = 7.60 26 35.44 11.65 K = 10.382 __________________________________________________________________-____________ 17.33 1.049 0.00 7.63 9.51 9.51 K = ` ' � 5.6--1� | 13 C=100 0.00 0.00 0.00 0.00 ' | 17.33 ' 0 1402 . ' 0 . 00 7 .63 l .07 0.00 Val � ` . G. 43 � _______________________________________________________________________________ 18.28 1.380 IT 4.28 3.42 10.58 10.5SK = 5.62 12 C=100 0.00 4.28 0.00 0.00 _ 35.61 0.1385 0.00 7.70 1.07 0.00 Vel = 7.64 .... ..... ..... ...����� ------------------------------------------------------------------------ 35.44 1'610 IT 5.71 0.46 11.65 11.65 � � 26 C=100 0.00 5.71 0.00 0.00 � 71.05 ___________________________________________________________________________'_ 0.2366 0.00 6.17 1.46 0,00 Vei 11.20 - 27 71.V5 13.11 K = 19.623 ___________________________________________________________________________-_-_ 17.44 1.049 0.00 7.63 9.63 9.63 K = 5.62 14 C=100 0.00 0.00 0.00 0.00 17.44 0.1415 0.00 7.63 1.08 0.00 Val �6.47 _______________________________________________________________________________ UNIT5 - DIAMETER (INCH} LENGTH (FOOT) FLOW (SPN} PRESSURE (PDT WIGINTON FIRE SPRINKLERS, INC. 1-YD. ma DIA. FITTING PIPE Pt. Pt REF ,,c. or. F-TNG' S Pe P,s, NOTES POINT ut P f /F Eciv. . Ln. TOTAL F-' f= Prs 35.83 0.1401 0.00 8.4u 1.19 0.00 Vol ..... 7. i_: `-:' 17.52 1.049 0.00 s7. iC`,'` r�. '�ti�. 9.72 i'y .._. y t. 6i; 17 [:::::: 1 0 0 0.00 0.00 0.00 tt 1. 00 17.52 0.1428 --------------------------------------------------------------------------------------------------- 18. .1.4:8 1.380 IT 4.28 3.42 1 i_}. 81 10.8i K "-' 5.62 ' 3E.00 0.1415 0.00 7.70 1.09 0.60 !i.-} Vol 7.72 --------------------------------------------------------------------------------- 3 .8,.'.. 1.E10 IT 5.71 0,46 19.90 11.n 1 25 C=100 tit. ', 0 5.71 0.00 .ice . i!i._} ------------------------------------------------------------------------------------ 71.83 0.2414 0.00 6.17 1.49 0.00 Vol ..._ 11.32 2 t 71. 83 .f Z. w 1) K ..,.. 19.623 ------------------------------------------------------------------------------------- 0.00 0.0000 )t: } 0.00 7.63 0.00 i_)>_; 0.00 Vol .00 ------------------------------------------------------------------------------------- : 20.51 0.0506 0.00 _'_1 7.70 ............................_ _... 0.39 _....:... ..... ..... .-...... ..... 0.00 > )'_1 ..... ..... ..... ..... ..... ..... ..... .......... ,, i_ a _........ ......_:........_.._.. 4. 40 - -.. _...._..._ ............._ _,....... . ........ .... ..... ..... .... ................................... I .... ..... ..... ..... ... ...... ..... ..... ..... ..... ... ...... ..... ......:.........:......... .......:...._........._ ......_........._........................................................_..................__ ......................._ ................_............................_....... - _-....-..... _....:... _... _:.. _...._.._........._............_......................:................... _..............__ .._. _._..... .... ..... ..... ..... ..... .... .................... __....... 31 i 13. 8 5.1.. 54. 6 0.0009 0.00 2 0.01 . i'y10 v;:_ .,. 1. ------------------------------------------------------------------------------------------------ 108.74 0.0048 0.00 10.21 0.05 0.00 vel i::.. Q 54. i'sB 4.260 0.00 12.63 12.99 12.313 ,,r ol 3.67 --------------------------- UNITS DIAMETER 1110115 LENGTH , .. ,... FLOW r _. R r.. WIGINTON FIRE SPRINKLERS, INC. JOB- HYDR-ACC Area No. 5 JOB NO- 95253-42-5 DATE 092295 PAGE 8 HyD. Qa DIA. FITTING PIPE Pt Pt REF "C" or, FTNG'S Pe Pv ******* NOTES ***x** POINT Qt Pf/F Eqv. Ln. TOTAL Pf Pn === = = 71.06 4.260 0.00 15.00 13.11 13.11 27 � C=100 0.00 0.00 0.00 0.00 234.28 0.0186 0.00 15,00 0.28 0.00 Vel = 5.27 ____________________________________________________________________________--_ ' 71.82 4.260 0.00 15.00 13.39 13,39 29 C=100 0.00 0.00 0.00 0.00 306.10 0.0306 0.00 15.00 0.46 0.00 Val = 6.89 _____________________________________________________________________________-_ 20, 51 4.280 0.00 82.50 13.85 13. 85 31 C=100 0.00 0.00 0.00 0.00 326.61 0'0347 0.00 82.50 2.87 0.00 ' Val = 7.35 ._..... ..... ..... ..... ..... ..... ..... .... ........... ..... ..... 0.00 ..... __..... ..... ..... ..... 4'260 __..... ..... ... 5M _..... .......... ... ______________----------------------------------- 37.ai 128.04 16'72 16'72 32 ' C=100 0.00 37.61 0.00 0.00 ` 326.61 0^0347 0.00 165.65 5.76 0.00 Vel = 7.35 ... .... .... _______.... ..... ..... ____ 0.01 ..... ..... ..... ..... ..... .... _____ 4.260 ..... 2M ..... .... ..... ..... ------------------------------------ 15.05 45.50 22.48 22.48 __________ 33 C=100 0.00 15.05 0.00` 0.00 326.62`0.0346 0.00 60.55 2.10 0.00 Val 7.35 _______________________________________________________________________________ ' 0.00 4.260 1B 11.28 10.50 24.58 24.58 34 C=100 1D 14.11 '32.91 0.00 0.00 ' . 326.62 0.0347 1M 7.52 43.41 1.51 0.00 Val = 7.35 _______________________________________________________________________________ 0.00 4.260 2M 21.07 11.58 26.09 26.09 35 _ _CV120 0.00 21.07 0.00 0.00 326.62 0.0248 0.00 32.65 0.81 0.00 Val = 7.35 _______________________________________________________________________________ 0.00 4.260 1M 10.54 13.46 26.90 26.90 ' 36 C=120 0.00 10.54 0.00 0. 00 326.62 0.0245 0.00 24.00 0.59 0.00 Val 7.35 ` ..... ..... ..... .... .... .... ..... .... ..... _..... ..... __... ..... 0^00 ___.... ..... ____ 6.357 ... ..... ------------------------------- 0.00 49.67 27.49 ___________________-_ 27.49 / / 37 C=120 0.00 0.00 0.00 0.00 ' ! 326.62 010036 ... 0. 00 ..... ..... ..... ---------------------------------------------- 49. 67 0118 0.00 Val 1 = 3. 30 ' 0.00 6.357 1M ..... 15.08 40.23 27.67 27.67 � �8 C=120 0, 00 15.08 0.05 0. 00 / 326.62 0.0033 0.00 55.91 0.19 0.00 Val = 3,30� � __________________________________-__________________________________�______�__ 0.00 6.357 1M 15.08 11.50 27.86 27-86 � . 39 C~120 0.00 15.08 0.00 0. 00 � ' , 326. 62 ` 0.0037 ~ 0.00 26. 58 0.10 0.00 Val = 3.30 0.00 6'357 1M 15.08 130.00 27.96 ' 27.96 40 C=120 0.00 15.08 0.00 0.00 326.62 0.0035 0.00 145.08 0.51 0.00 Vel 3.30 ..... ..... .... .... ... ..... ..... ..... .... ..... ..... _..... ..... .... .... 0.00 .... ... ..... _..... ..... ____________-____________________________________________ 6.357 5M 75.42 66.17 28.47 28.47 41 C=120 0.00 75.42 0.00 0.00 ` 326.62 0.0035 0.00 141.59 0.50 0.00 Val = 3.30 -___________________________________________________________________________--_ UNITS - DIAMETER (INCH} LEN]TA (FOOT) FLOW (GPM) PRESSURE (P37� WICIN s ON FIRE SPRINKLERS, INC. JOB- !- YDR-ACC Area No. 5 JOB #'`.'O- 95253-•-42--5 DATE 092295 PAGE r t' YD. 0a DIA. FITTING PIPE Pt Pt REF „Cos CO- ETNGI C Pe P r r u* n:..a..a... NOTES POINT Lt Pf/F- Eqv. L's's. TOTAL Pf Mrs ry>.:>>_Y G.357 1D 12.57 10.67 28.97 23.97 32G.W 0.0035 IT 37.71 101.17 0.36 0.00 Val - ,_. 30 MR-4 C=120 0.00 37.71 0.43 0. . _ - 'i' i _� �_ . �_ i:' 0.605S 0.00 43.71 0.26 0.00 1 .a Val ' _._ 4.31 .. . i_) _ 8.249 9 1 F 28.13 5.00 `<.'_>i 35.07 35.07 2G. Ga_ 0.0012 0.00 '_Y{ 33.13 _ M4 0.00 Val _ '. 5G ---------------------------------------------------------------------------- 0. 0 _> 7.980 4 = 1 ` 8 . G S 95.00 35.11 35.11 C.•' 1 5:1 1 G 6.04 167.55 5.10 _ 0.00 F i s fc'{:i Loss-... •4" <. >„} 426.G2 0.0012 1T 52.83 262.55 0.33 0.00 Val ..... 2. 7-4 ,150. f 1 -) ca 150. . 00 ' C011111i1`! 57G. G2 40} `.r.} . �! .- r'ji�)� 5 G 3 � . -----•--�—__ _ �. a �._. _ roject No.: 15347-009-01 NIVERSALReport No.: E117 ; Date 1st- Issue: November 9, 1995.,;` NGINEERING SCIENCES C Date 2nd Issue: 3; nsultants In: Geotechnical Engineering • Date 3rd Issue: nvironmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. Orlando, FL 32811 (407) 423-0504 FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 pumpable Mix Design No. R4065Z FIELD & Date Sampled: 10-23-95 Time Sampled: 1:41 p.m. Sampled By: V. Lane Slump: 8 in. Truck No.: 884 Air Content (by volume): N/S % Ticket No.: 2805684 Concrete Temperature: 85 OF 'LAB DATA ->:TimeBatched: ,.. 1:19 p.m. No. of Cylinders Cast: 4 Quantity of Load:, :1.' 17cu.yds. Ambient Temperature: 86 OF Water Added At Site: 14 gals, Weather Condition: Partly Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Stairwell No. 1, Second Pour RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 10-30-95 7 3 28.00 89,500 3,200 11-20-95 28 11-20-95 28 REMARKS This Form Conforms With ASTM C-39 '7 Cubic Yards of 7 Cubic Yards IVI VIN -0, H .1 1 = Cone; 2 = Cone & Split, 3 = Cone &Shear; 4"='Shear, 5,= Columnar H = Hold, CB = Corner Break Technician: V. Lane - Fre zer, P.E. cc: Client (2) Mat , T I ,g - Department�Manager B R P H Architects (1) i r I Engi ering Sciences, Inc. City of Sanford (1) by Project No.: Umn N I Vff 1072HRE"AL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 a 15347-009-01 D888 October. 11, 1995 November 10, 1995 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company P.O. Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, FL - P.O. No. 733-104 DESIGN DATA Specified Strength: 3000 psi at 28 days Mix Design No. P3065Y FIELD & LAB DATA Date Sampled: 10/02/95 Time Sampled: 8:50 A.M. Sampled By: C.S. Slump: 3 in. Truck No.: 143 Air Content (by volume): N/S % Ticket No.: 2579216 Concrete Temperature: 86 OF Time Batched: 7:24 A.M. No. of Cylinders Cast: 4 Quantity of Load: 18 cu.yds. Ambient Temperature: 83 OF Water Added At Site: 5 gals. Weather Condition: Sunny Contractor: Advanced Site and Paving. Admixture: N/S Supplier: Rinker Materials Location of Placement: Wing wall footing, existing block wall, northwest corner customs building Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) RESULTS of TESTING 10/09/95 7 3 28.10 119,000 4,230 10/30/95 28 3 28.00 106,500 3,000 .10/30/96 28 3 28.00 99,500 3,550 3,680 REMARKS This Form Conforms With ASTM C-39 18 cubic yards of 8 cubic yards VIN I 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B.R.P.H. Architects (1) City of Sanford (1) Rinker (1) by P.E. Department Manager 3ring Sciences, Inc. Project No.: AL UNII v t.RC) Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E155 November 9, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4,000 Light Weight/P ROC Mix Design No. YLW4P110 FIELD & Date Sampled: 10-25-95 Time Sampled: 8:04 a.m. Sampled By: V. Lane Slump: 4 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 2805748 Concrete Temperature: 83 OF LAB Time Batched: 7:34 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: 110 cu.yds. Ambient Temperature: 80 OF Water Added At Site: 0 gals. Weather Condition: Partly Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: 2nd Floor Departures Column Line I-K to 4-N Sample at I-N-M Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (Ibs.) Test Compressive Strength (psi) Average (psi) 11-1-95 7 3 28.10 119,500 4,250 RESULTS of 11-22-95 28 11-22-95 28 TESTING REMARKS This Form Conforms With ASTM C-39 '120 Cubic Yards of 190 Cubic Yards `�' 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician: V. Lane cc:- Client (2) B R P H Architects (1) City of Sanford (1) by P.E. Department Manager ring Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: EDEnvironmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 E222 November 9, 1995 Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. 10052730 FIELD & LAB DATA Date Sampled: 10-27-95 Time Sampled: 10:25 p.m. Sampled By: V. Lane Slump: 7 in. Truck No.: 370 Air Content (by volume): N/S % Ticket No.: 03-216445 Concrete Temperature: 83 OF Time Batched: 10:07 p.m. No. of Cylinders Cast: 4 Quantity of Load: '9 cu.yds. Ambient Temperature: 80 OF Water Added At Site: 10 gals. Weather Condition: Partly Cloudy Contractor: Mark Construction Admixture: N/S Supplier: Florida Mining and National Location of Placement: Stairwell No. 1 Second Pour Formed Tie Beam RESULTS of TESTING Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-3-95 7 3 28.14 108,500 3,860 11-24-95 28 11-24-95 28 ._ REMARKS This Form Conforms With ASTM C-39 '9 Cubic Yards of 9 Cubic Yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) by P.E. Department Manager ?ring Sciences, Inc. U INE IReport V E Project No.: No.: ENGINEERING SCIENCES Date 1st Issue: Date 2nd Issue: :Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Post Office Box 521837 Longwood, Florida 32752 15347-009-01 E156 November 9, 1995 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 4000 Light Weight/P ROC days Mix Design No. YLW4P110 FIELD & LAB DATA Date Sampled: 10-25-95 Time Sampled: 10:00 a.m. Sampled By: V. Lane Slump: 3'/2 in. Truck No.: 22 Air Content (by volume): N/S % Ticket No.: 2805762 Concrete Temperature: 86 OF Time Batched: 9:37 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 87 OF Water Added At Site: 0 gals. Weather Condition: Partly Cloudy Contractor: Advanced Site and Paving Admixture: N/S Supplier: Rinker Materials Location of Placement: Second Floor Departures Column Line I-K to 4-N Sample at 3-1-.5 RESULTS of Date Tested Age Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 11-1-95 7 3 28.10 122,000 4,340 11-22-95 28 11-22-95 28 TESTING REMARKS This Form Conforms With ASTM C-39 1170 Cubic Yards of 190 Cubic Yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Technician:V. Lane cc: Client (2) B R P H Architects (1) City of Sanford (1) by P.E. - Department Manager Bering Sciences, Inc. CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT 0 u 0 N a ix 0 PERMIT ADDRESS / fed (9e, jajof' Total Contract Price of Job J '),0 He Describe Work ��S Type of Construction Number of Stories Occupancy: Residential Number of Dwellings Commercial PERMIT NUMBER q ��� Total Sq. Ft. ood Prone -(YES) (NO)) Zoning Industrial LEGAL DESCRIPTION (please attach print t from Seminole County) TAX I.D. NUMBER AID )n I OWNER Sa.n�-'n rya ki.►-nor+- A IA:I-k 0 r 1 V 1 a PHONE NUMBER ADDRESS CITY TITLE HOLDER (IF OTHE ADDRESS 1300 K) . I CITY 4�� v1C`.f1v BONDING COMPANY ADDRESS CITY ARCHITECT ADDRESS _ CITY MORTGAGE LENDER ADDRESS CITY STATE STATE STATE STATE ZIP ZIP ZIP ZIP A CONTRACTOR i` el IPqC ' PHONE NUMBER ADDRESS 0 � � ST. LICENSE NUMBER CITY 10 YAn 00604 STATE �( , ZIP''J� Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEE14 ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. C NOTICE: In addition to the requirements of this permit, there:may;be additional i restrictions applicable to this property that may be found in tYie�°public records of this county, and there may be additional.permits required from other governmental I entities such as water management districts, state agencies,.or feddral agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. Signature of Owner/Agent & Date �igna�ture of Contractor' & Date m zn a' w � r0n � cn i . � z Type.or Print Owner/Agent Name Type or Pri Cbntrac or;';s Name d E3 � 1�9�J 0, Signature. -of Notary & Date Signat r of, Notary_ &Date: (Off icia1 ' Seale) Xicial Seal,) Notary Public Stato of Florida + UNDY-L. Ju$DAN my, Corr. Ex May. 31, 1998 � 5 Comm. No CC:376989 r ro h a 3 Application Approved•BY: Date: " b� 01 cGi (a �? f �l FEES: Building 2'�.60 Radon Police Fire m -' Open Space Road Impact A pl'cation w 0 0 PERMIT VALIDATION: CHECK CASH DATE,, Y e ro m a) ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) I' Z a N **** THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE CITY OF SANFORD FIRE.DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 DATE: % 2Q se. PERMIT #: BUSINESS NAME: ADDRESS: % �� plc✓1t%,y1„ �/ ,L�Iv i PHONE NUMBER:( ) PLANS REVIEW TENT PERMIT - BURN PERMIT ❑ REINSPECTION' .- . TANK PERMIT FIRE SYSTEM J AMOUNT $= COMMENTS: /.-, y % /%` [✓r,� r� r'ch:� i, fir //mot SPlin fr��/ Tom Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. 9—anf-or Are Prevention I certify that the above information is true and i correct and that I will comply with all applicable codes and ordinances of the City of Sanford, Florida. I A i lnt Signat e i cj G ZONE DATE`�� �( CONTRACTOR ADDRESS rFU , �b �a I rn 00I PHONE-# LOCATION OWNER _ avv 1. A Z C ADDRESS PHONE # PLUMBING CONTRACTOR ADDRESS PHONE # ELECTRICAL CONTRACTOR ADDRESS PHONE # MECHANICAL CONTRACTOR ADDRESS PHONE # MISCELLANEOUS CONTRACTOR ADDRESS SEPTIC TANK PERMIT NO. SOIL TEST REQUIREMENTS ( ) FINISHED FLOOR ELEVATION REQUIREMENTS (__) ARCHITECTURAL APPROVAL DATE: SUBDIVISION: PERMIT. # q(?-�033 LOT NO. JOBAt/ A01 / i o r'C c jK� ` BLOCK: n"�`� ��ECTION: COST $ (� fs� lfl(� � a SQUARE FEET: FEE $ MODEL: STATE NO. OCCUPANCY CLASS: FEE $ FEE $ FEE $ INSPECTIONS TYPE DATE OK REJECT BY FEE $ ENERGY SECT CERTIFICATE OF OCCUPANCY ISSUED # DATE: FINAL DATE EPI: CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS One Red Cleveland Blvd. PERMIT NUMBER Total Contract Price of Job $13,000.00 Total Sq. Ft. Describe work 41 Gate Modification -new foundations for jet bridge Type of Construction Concrete Mood Prone (NO) Number of Stories N/A Number of Dwellings N/A Zoning; R1A Occupancy: Residential Commercial % Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. 'NUMBER OWNER Orlando Sanford International, Inc. PHONE NUMBER 324=9681 ADDRESS Two Red Cleveland Blvd., Suite 210 CITY Sanford STATE FL' ZIP 32771 TITLE HOLDER (IF OTHER THAN OWNER) Sanford Airport Authority ADDRESS One Red Cleveland Blvd. CITY Sanford STATE FL ZIP 32771 BONDING COMPANY N/A ADDRESS CITY STATE ZIP ARCHITECT Glen Amore, P.E. ADDRESS 2277 Lee Road, Suite 225 CITY Winter Park STATE Fj, ZIP 32789 MORTGAGE LENDER N/A ADDRESS CITY STATE ZIP CONTRACTOR Mark Construction Company PHONE NUMBER 831-6275 ADDRESS 1969 Corporate Square Drive ST. LICENSE NUMBER `CG CO25899 CITY Longwood STATE FL ZIP 32750 1. Application is hereby made, to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be'performed to meet standards of all laws regulating construct�ion`in this jurisdiction. I understan& that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC, OWNER'S AFFIDAVIT: I certify that all the foregoing information is'accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning.. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7),DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULTINYOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND'TO'OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING:YOUR NOTICE_.OF COMMENCEMENT: NOTICE: In addition to'the requirements of this permit, there may be.additional restrictions applicable to this property that may be',found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencie r federal.agencies. ACCEPTANCE F PERMIT IS VERIFICATION THAT I WILL NOT T OWNER OF THE PROPERTY OF THE�lREQU RE ENTS OF F ORIDA LIEN LAW, FS713. y cD b z m o :n w o n a �1 G a 3 .� 0 E to A Z �• .-I H fA r-I (d w C O u 0 ro y o 4J �� a o a) >. Zc.H gna ure o Owner/Agent & Date gnat.ure of Con or & Date o w'< AaLtc q- - u c A P. Todd Jorgensen , 1< Z Type or Print Owner/Agent Name Type�or Print Contr tor's Name o on m Signature of Notary & Date S nature of Notar & Date (Official Seal) KATHERINE K. ADCOCiC 4PR""'kb KRISTIE L DYKES CC666687 Notary Public - State of Florida My Commission My Commission expires"Sep 14, 2001 Expires Sep. 01, 2001 Commission # CC791773 sq . ar Bonded by HAI P 800-422-1555 Application Approved BY: Date: 7— FEES: Building 6 0d Rado „ Police Fire Open Space Road Impact Application �— PERMITVALIDATION:" CHECK CASH DATE,, W,:P BY %7 ORIGINAL (BUILDING) YELLOW (CUSTOMER)' PINK (COUNTY TAX OFFICE) GOLD -(CO. ADMIN;) H **** THIS APPLICATION USED FOR WORK VALUED ,250U..00 OR MORE i i March 31, 2000 City of Sanford PO Box 1788 Sanford, Florida 32772-1788 Attn: Dan Florian, Building Official via; fax 407.330..5657 Michael McGibeny, Fire Marshal via fax 407.302.1097 Re: Temporary Occupancy'- Site Meeting 3/14/00 _ Terminal Expansion"Project Orlando Sanford Airport Present: Dan Florian -City of &nford Michael-McGibeny, City of Sanford - Rob Currie-Qrlando Sanford International - - - Co Jor Todd g ensen -Mark` Construction on Corinna -Turner Construction Co. -Don Gary Mooney -Turner' Construction "Co. Jean Pierre Hurd -Turner Construction Co. Nelson Blankenship, Jr. - -Blankenship Me Millen Architects Dear Sirs; This letter is to document a, site meeting_ with the City of; Sanford to discuss the status of construction of the Terminal Expansion_Pro'ect, and " - - in particular the timing of the, construction. relative - to the facility's " possible use by the Owner. - possible On its present course, the entire projectwill not be complete until March 2001. However, the Airport would like to have use of the gates or at least some of the gates as early.as possible. Consequently, the Owner and Contractor are presently working on an accelerated schedule. One of the features of this schedule would be that the most easterly, gate BLANKENSHIP "B 1'' could be usable by mid June Usable in this instance, means that . the building would be sufficiently ';complete and the loadin g ��. WMILLEN- ,bridge operable for passengers to travel whether arriving or departing. The � buildings' finishes, air conditioning and general lighting will apparently 330 down oak Centre Drive Longwood Florida 32750.6149 be complete 'by mid June. However some electric 'systems are- not ' 407.599.0547 Fax 407.599.0548 AA0003290 Site Meeting 3/14/00 Terminal Expansion Project Orlando Sanford Airport" Page 2 expected -be complete at that time, i. e. Fire .Alarm, Fire Sprinkler and , Security System. It was also pointed out that "use" of the Terminal Expansion.. Project required only occupying the "corridor" from the existing international terminal to Gate Bl. The corridor is separated from the existing building . with rated doors, and has two exit stairs leading safely directly outside. Additionally, the corridor is constantly staffed while any passengers are present. After discussion of the variables, it was determined that temporary occupancy, of the corridor, which would allow use, of Gate B1, was possible with the following conditions, (1) Submit a letter 'stating the . Owner's request,: (2) Meet . again prior to, mid June to` check the construction status and work out details of the temporary occupancy, i.e. staffing, daily hours of operation, etc.` Also discussed was extending this .thinking along the..corridor to Gates B2 and B3 for opening them as.early as possible for the benefit of the Owner. This is also apparently possible, but will similarly require a meeting prior to any anticipated use to establish -details of acceptance. Sincerely,- Nelson Blankenship, Jr. AIA Cc: Victor White via fax 407.322.5834 All attendees via:fax:_ yY BLANKENSHIP McMILLEN 336 Crown Oak Centre -Drive Longwood Florida.32750.6149 AA0003290 Mr. Dan Florian Deputy Building Official City of. Sanford Department of Community Development P.O. Box 1788 Sanford, FL 32772-1788 USA33 rY yy�. 300 N. Park Ave. Sanford, FL 32771 (407) 302-1091 (407) 330-5677 To: Scott Workman, Designer Wiginton Fire Sprinklers From: B. T. Wright, Fire Protection Inspector (407) 302-2526 Fax: (407) 831-5740 Pages: 1 (including cover) Phone: (407) 831-3414 Date: 03/23/00 Re: Amended permit application —1 Red CC: Cleveland OSI ❑ Urgent X For Reyiev+ ❑ Please Comment ❑ Please Reply ❑ Please Recycle Pursuant to our phone conversation today, we have agreed that due to time constraints you are for your installation permit as follows: • Attach to your shop drawings a notation stipulating: • This permit will only involve certain areas on the second floor (note plan reference points, (i.e. D.8 to J. 4, etc.) That the the partial drawings are in compliance with the design documents of the engineer of record. (This notation is to be from the engineer); Acknowledgement that no individual final will be done until the entire fire sprinkler system is completed as per the engineers' design documents indicate. lease note that the permit number assigned for this will be the permit number for the entire .ion of the sprinkler system. Therefore, any further submittal are to be presented to the City as ns" to the assigned permit number. Return to: (enclose self-addressed stamped envelope) Name: Mark Construction Company Address: 1969 Corporate Square Drive, Longwood, FL 32750 This instrument prepared by: Mark Construction Company Address: 1969 Corporate Square Drive, Longwood, FI 32750 Todd Jorgensen Property Appraisers Parcel Identification No: gpace above this line for processing - .. _ - _e.. —_. _ —I L1 ,Illy-jcl� t;01'Y I Notice of Commencement FS 713.13 MORS� Notice of Commencement space iviAr "'''�` CLERK OF CIRCUIT COURT n OLE CO NV' a.9zl FpUTYCLEn or recording data w s Permit No. State of Florida County of Se"nol� W a rn CDn The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with section U3.13of the Florida Statutes, the following information is provided in this NOTICE OF COMMENCEMENT. '- Legal description of property (include street address, if available): One Red Cleveland Blvd., Sanford, FL c U 1 General description of improvements: #1 Gate Modification Owner: Orlando Sanford International. Inc. Address: Two Red Cleveland Blvd., Suite 210, Sanford, FL 32771 ( T-1 r---• rTl_ Owner's interest in site of the improvement:. N/A �3 Fee Simple Title holder (if other than owner): Sanford Airport Authority' G G Name: LT2 ddress: One Red Cleveland Blvd., Sanford, FL 32771 O 0; ntractor: Mark Construction ompany 1969 Corporate Square Drive Longwood, Florida 32750 407-831-6275 fV c rety: N/A C.J —t c Address: Amount of bond $ N/A o v C rr Any person making, a loan for the construction of the improvements: N/A _t Name: Address: Person within the State of Florida designated by owner upon whom notices or other document may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: N/A ` Address: _ �z 1� o 0 In addition to himself, owner designates: N/A r.i qr Of Q C) . to receive a co o the tenors once as provided in Section 713. (1)(a),Florida Statutes. 0 •mac r*t z Expiration e of Notice of omme cement (the expiration date is I year from the date of recording unless a different date is specifieQ. -n N/A r*i p , r— V4-QdzG C. t r f er Printed signature of owner KATHERINE K. ADCOCK Notary Public - State o ommtsston Expires Se n �c t1G.( notary rubbe tamp sea P p 14, 2001 1 have relied upon the following identification of the Aftiant L<_ Commission # CC791773 �\ t 1 Sworn to and subscribed before me this Cir' day of199eL.. printed Notary Signature l , ti CITY OF SANFORD INSPECTIONS, bIVISION COMMERCIAL REVIEW -COMMENTS NEW CONSTRUCTION 1 PROJECT: ' .�`cU.vr/N�io.vS��i cr�`hats DATE' 4FP_j 4 ADDRESS: �lU+� G'�1w t`�f✓L. SANFO'RD,:FL. 32772 CONTRACTOR: MAR ' V_ '&AJAY0-4'eV dv, LiC# ADDRESS:. 1464-- CeR SqVQ,*PHONE# REVIEW COMMENTS: 'LTA 1. finish floor elevation shall be 16 inches above'center line of established street or a Min. Of 8' above grade when property has no paved street, City, Section 6-7. 2. Strip footers shall be .continuous; with 245 rebars.for1-storybuildings, 2-story buildings shall have 345 rebarsin footers, and #5 dowel at each corner. Size of footers shall be 8"x16" min. for a 1-story.and 10"x20" for a 2-story ' 3. i Mono footer/slab combination shall be 2017;deep and 16" wide with'.45 degree angle= into 4"slab. 2-story shall be 20" deep and 20" wide with 45 degree angle into 4i, slab. Reinforcement shall be as in strip footer all laps a min. Of 25 inches. -e- " 4. Masonry construction shall have'a min. of 145 rebar in lintel; course or tie beams. Verticial down rods shall- be #5 rebar with 24" bend tied to lintel rebar and min. of 25" lap at each dowel & tied. E •ems 5., Meansofegress shall comply to Chapter 10, 97 S.B.C,, -8— 6. Means of a ,. gress and illuminationsshall comply to section-1016.1,1016.2 and 101,6.3 (Exit Signs) 1997 S.B.C. �-- 7. All corridors shall be -a minimum of 44", Table 1104, 1991, S.B.C. 8. All restrooms shall comply to 1997, H.C.F.S. 553, Part 5. 3 9. Interior finishes shall comply to Chapter 8, Table 8013, 1997, S.B.C. .a— 10. All electrical wiring service & fixtures shall comply to ,1996 N.E.C. and Notice L Amendents. _ - 11. All plumbing shall comply to 1994, S.P.C. and 1997 F.S. 553, Part 5 Florida Accessibility Code . 12. All mechanical equipment & duct systems shall -comply to 1997, S.M.C. and 1997 Florida ,Enegry Code. --� 13. Firewalls or tenant separations shall comply to Sec.413.3 & Table 704.1 & 704.1.4, � 1997 S.B.C. All rated wall shallbe sleeved and fire caulked. p . E' 14. Stairs shall comply to Section 1006, 1007, 1007.1.2, 1007.3, 1007.4, 1007.5, 11-007.5.3 j 1007.6, 1007.7, 1007.8, 10 0 8.6, & 1015, 1997 S.B.C. tea-- 15. Shall comply to 1994 N.F.P.A.-1 -Et- 16. Shall comply to Life Safety Code 101, 1994. 17. Final grading inspection needs to be done after final grade.but prior to final .' landscaping.' x Review by:� 1 s ZONE DATE CONTRACTOR 2n,, ADDRESS PHONE # _ R5 /- l� / S LOCATIOP OWNER ADDRESS PHONE # `l� Z PLUMBING CONTRACTOR ADDRESS PHONE # ELECTRICAL CONTRACTOR ADDRESS PHONE # /6?2,MECHANICAL CONTRACTOR r��'}�--,',% (� ADDRESS PHONE # r MISCELLANEOUS CONTRACTOR ADDRESS SEPTIC TANK PERMIT NO. SOIL TEST REQUIREMENTS FINISHED FLOOR ELEVATION REQUIREMENTS (__) ARCHITECTURAL APPROVAL_ DATE: SUBDIVISION: PERMIT. # - I bfla LOT NO. JOB t n lew-, 01 /W d-N COST $ I00Q odic - SECTION: j �� SQUARE FEET: e CO `t-u . FEE $ MODEL: STATE NO. OCCUPANCY CLASS: Lyyv-� rv--\ FEE $ FEE $ /l FEE $ ,� `o INSPECTIONS I TYPE DATE OK REJECT BY FEE $ / ENERGY SECT. EPI: -67 A-zd icki 3t CERTIFICATE OF OCCUPANCY ISSUED # DATE: FINAL DATE U` CERTIFICATE OF OCCUPANCY / COMPLETION This is.. certify that the building 'located at 17 I RED CLEVELAND BL 203 for which permit _ 98-00001092 ham -heretofore been issued on 2L19j96. has been completed according:to plans and specifications filed in the office of the Build' Officizal prio to the iss ance Iof said building permit, to wit as ,c compl.ies with all the building, plumbing, electrical, zoning and subdivision regulations . ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No' APPROVAL DATE APPROVAL BUILDING: �/ / �f_---�"`v� � FIRE: Final.ed / w I_/ Inspected ZONING: Inspected t �a l' ►' UTILITIES: Water Sewer Lines In Lines In SewTa Meter �/1 9�Sewer P Reclaimed Water ENGINEERING: Street ,1 Drainage N �n ti'aved Maintenance Bond PUBLIC WORKS: Street Name 14YStreet -- Signs ' Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION -` DATE AMOUNT WATER -SEWER IMPACT FEES z s/s� ,aZ, 237Z 01-APPLCTN FEE -BUILDING 2/19/96 10.00 ,01-FIRE INSPECT-NEW,.CONST 2/19/96 200,00 01-RADON GAS TAX FEE 2/19/96 43.20 01-RECOVERY FD/CERT;. PGM. 2/19/96 43.20 ER BUILD19G OFFICIAL /'t)ATR DATE STARTED' CITY OF SANFORD. FLORIDA Requbst for Final inspection f Certificate -f -R.ccupMmy ADDRESS:.. The Building Department has prepared a certificate of occupancy for the above location and is requesting a f inal inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of Occupancy, or submit a certificate of occupancy addendum if it has been denied. Your prompt attention will be appreciated. Thank you. DISTRIBUTION: Engineering Department Fire Public Works Utilities/Cross Connection Zoning �l-n-I�ra C�' L DATE STARTED: CITY OF SANFORD. FLORIDA " Requbst for Finns inspection for Cortific-a -cfO.ccup nc)j 3 12ed Cjg.-ve(a^.c4 ,zoo The Building Department has prepared a certificate of occupancy for the above location and is requesting a f inal inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of Occupancy, or submit a certificate of occupancy addendum if it has been denied. Your prompt attention will be appreciated. Thank you. DISTRIBUTION: Engineering Department Fire Public Works Utilities/Cross Connection Zoning N `� DATE STARTEDcoo - CITY OF SANFORD. FLORIDA Requbsf for Final Inspection for': -- Certificatenf Occupancy pp;LJD- €. The Building Department has prepared a certificate of occupancy for the above location and is requesting a final inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of occupancy, or submit a certificate of occupancy addendum if it has been denied. Your prompt attention will be appreciated. Thank you. DISTRIBUTION: EngineeriggODepartment Fire Public Works Utilities/Cross Connection Zoning Tn-kr; or �1�m.a�a.L 4e- 19 L.P DATE STARTED- CITY OF SANFORD. FLORIDA Requbst for Final Inspection for*. � x... R . Certificate -ni ftcupancy Mp 0;, 0 0 2WIFFa r 7 The Building Department has prepared a certificate of occupancy for the above location and is requesting a final inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of occupancy, or submit a certificate of occupancy addendum if it has been denied. Your prompt attention will be appreciated. Thank you. DISTRIBUTION: Engineering Department Fire Public Works Utilities/Cross Connection Zoning 1. DATE STARTED- Let (00 CITY OF SANFORD. FLORIDA at Requbsf for Final Inspection for*: Certificate of V.ccvpancy Fj�....� The Building Department has prepared a certificate of occupancy for the above location and is requesting a f inal inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of Occupancy, or submit a certificate of occupancy addendum if it has been denied. Your prompt attention will be appreciated. Thank you. DISTRIBUTION: Engineering Department Fire Public Works Utilities/ oss Connection Zoning Cbnu . P=Tr�, u^ Q L GO jzrr,�Co' A 4-Cr iJ(r CITY OF SANFORD, FLORIDA PERMIT NO. G �r r DATE l y 6 THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOLLOWING H.A.R.V. MECHANICAL EQUIPMENT: OWNER'S NAME% ADDRESS OF JOB MECHANICAL CONTR. AG/J 1!5Q0tn C04P RESIDENTIAL COMMERCIAL _I Subject to rules and regulations of Sanford mechanical code. NATURE OF WORK Ac. :5Y 4' 00,04Ei2 S aja p a&5� dZS COMPETENCY CARD NO.Lw4L- �t � L_ CITY OF SANFORD FIRE --DEPARTMENT FEES FOR SERVICES PHONE. 46: 407-322-4952 DATE: f PERMIT #: BUSINESS ADDRESS: PHONE NUMBER:( ) PLANS REVIEW ❑ TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM AMOUNT COMMENTS: Fees must be paid to Sanford Building Department,,300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention j before any further services can take place. I certify that the above information is true and correct and that I will comply with all applicable codes and ordinances of the City of Sanfor , Florida. Sanford Fire Prevention licants Signature CITY OF SANFORD, FLORIDA PERMIT NO. �� I I V 3- DATE THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOLLOWING H.A.R.V. MECHANICAL EQUIPMENT: OWNER'S NAME Z— - r r S rA o'k-) % / Sigma ADDRESS OF JOB / ��� G' lL=tf= f�� I�/��/ �i -D MECHANICAL CONTR. RESIDENTIAL COMMERCIAL ,X Subject to rules and regulations of Sanford mechanical code. NATURE OF WORK %�y'LL S/Sfc-sue 's .y lac-61Ac=�� 1ac�0-/-1 THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO LTR I TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LIMITS DATE (MM/DD/YY) DATE (MM/DD/YY) GENERALLIABILITY GENERAL AGGREGATE $ 5 0 0 0 0 0 A X COMMERCIAL GENERAL LIABILITY 1 20788053 03/20/95 03/20/96 PRODUCTS - COMP/OPAGG $ 500000 CLAIMS MADE OCCUR PERSONAL & ADV INJURY $SOOOOO OWNER'S& CONTRACTOR'SPROT EACH OCCURRENCE- $500000 1 r FIRE DAMAGE (Any one fire) $ 50000 MED EXP-(Any one oerson) $ 5000 A AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS 1 20788067 03/20/95 03/20/96 COMBINED SINGLE LIMIT 5300000 BODILY INJURY (Per person) $ - X X BODILY INJURY (Per accident) $ X PROPERTY DAMAGE $ GARAGE LIABILITY ANY AUTO AUTO ONLY - EA ACCIDENT $ OTHER THAN AUTO ONLY: EACH ACCIDENT S - AGGREGATE $ EXCESS LIABILITY UMBRELLA FORM OTHER THAN UMBRELLA FORM EACH OCCURRENCE $ AGGREGATE - $ $ $ I WORKERS COMPENSATION AND EMPLOYERS' LIABILITY THE PROPRIETOR/ INCL PARTNERS/EXECUTIVE OFFICERS ARE: EXCL 25955-000 04/01/95 04/01/96 STATUTORY LIMITS EACH ACCIDENT $ 100, 000 DISEASE- POLICY LIMIT $500,000 DISEASE - EACH EMPLOYEE $ 10 0 , 0 0 0 OTHER. 1 DESCRIPTION OF OPERATIONS/LOCATIONSIVEHICLES/SPECIAL ITEMS Fire Equipment Dealer(Sales, Installation, Service & Repair) SANF002 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATIONMATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, City Of Sanford 300 N. Park Avenue BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY Sanford FL 32772 OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE Robert J. Gonzales F p THIS CERTIFIES T HAT : 9 STATE OF FLORIDA OFFICE OF TREASURER DEPARTMENT OF INSURANCE TALLAHASSEE, FLORIDA FIRE EQUIPTMENT DEALER LICENSE AMERICAN FIR£ AND SAFETY SUPPLY COMPANY 4545 NE 36TH AVENUE OCALA s FL 34479 QUALIFIER: LEWIS,EDWARD !HAS COMPLIED WITH SEC-TION 633. 061 , FLORIDA STATUTES, AND HAS QUALIFIED FOR THE ,TYPE AND CLASS SHOWN HEREON: TO SERVICE, REPAIR, INSTALL OR INSPECT ALL TYPES OF PRE—ENGINEERED FIRE EXT I NGU ISHI NG SYSTE'4S , e 1 O I 96 0 0 i 064615000285 7907000 001 125 e 0 t2 32 TREASUFER '_ �., �•= _` INSURANCE COMMISSIONER ISSUE DATE TYPE ICLASS Coulml UCENSE OR PERMIT NUMBER APPIJCATION TAXES & FEES COMPANY �pA�ON FIRE MARSHAL . 1.995-96 MARION COUNTY O( 4-1)1'A`I•iONAL LILI1;NSE S LA IF OF Fl.onIDA EXPIRES SFP-1 EMBEn 30, 1996 ACCOUNTNO: 0060354 VALID IF NO 011IEII LAW(S) ULl OHDINANCES(S) IS VIOLATED PAGE/ITEM: 0071-10 THE INDIVIDUAL On FIRM NAMED BELOW IS HEREBY LICENSED TO ENGAGE IN THE BUSINESS, PROFESSION On OCCUPATION OF REPAIR SERVICE THIS LICENSE MUST BE POSTED CONSPICUOUSLY IN YOUn PLACE OF BUSINESS BUSINESS LOCATION RUSINFSSPHONE,73255NE 36 AVENUE STATE REGULATORY NO. COMP. CARD Nnn, UNITS STAMP NO 7 AMERICAN FIRE AND SAFETY SUPPLY LEWIS EDWARD 111-1 PO BOX 1747 CLicense Z_7�FP&-i`al'ty7] Total _ - — — — -. 2110 --- ---- TIIOMAS OLSON, TAX COLLECTOR 503 SE 2511h Ave P.O. Box 1812 Ocala, FL. 34478-1812 (904) 368-8200 PAID MARION COUNTY 4-001384 09/05/95 OCALA, FL 34478-1747 60354 $27.00— THIS BECOMES A RECEIPT ONLY WHEN VALIDATED SEE REVERSE SIDE FOR BY nECEIPTING MACHINE SHOWING RECEIPT ADDITIONAL INFORMATION NUMBER, DATE, AND AMOUNT PAID. II11 LICFNSI7 F,, L^,SHED VIIr1SOAllI lU 1,1AII1OII (;r.11ItIIY O111)RJAf1(:F Atli) CIIAVIFrl P05, 11OnII)A',IA11)1FR 1995-96 NIARION UOUNTY O('( I-TATIONAL 1,10EASI1" I A I F: (>)r F LOFIIDA EXPIfiES '- - I F_.MF.3r11 30, 1996 nc,cc)ttNTNO: 0060342 VALID IF NO OI111 It I Ab "o. ()It OI11)IIIANCFS073) IS VIOL.AIEU PAGE/ITEM: 0071-09 THE INDIVIDUAL OR FIRM NAMED BELOW IS HEREBY LICENSED TO ENGAGE 114 THE BUSINESS, PROFESSION On OCCUPATION OF RETAIL SALES THIS LICENSE MUST BE POSTED CONSPICUOUSLY IN Yo t if I PI..ACF OF BI ISINFSS BUSINESS LOCATION BUSINESS PHONE 4565 NE 36 AV 732-5326 STATE REGULATORY NO. COMP. CARD Non. UNITS STAMP HO 1 AMERICAN FIRE AND SAFETY SUPPLY COMPANY LEWIS EDWARD L PO BOX 1747 License ll Penalty 00 THOMAS OLSON, TAX COLLECTORj'` 503 SE 25th Ave P.O. Box 1812 Ocala, Fl_ 34478-1812 (904) 368-8200 PAID MARION COUNTY 4-001494 09/07/95 OCALA FL 34478-1747 60342 S15.00— THIS BECOMES A nECFIPr ONLY WHEN VALIDATED SEE REVERSE SIDE FOn nY nFCFIPTING MACHINE RHOWING RECEIPT •aronnMAI uar MMAI nei - - Job Naas: ilaxY' S xmsz. Locations No address in Job Header F.S. Tags ANSUL-3.0 Tank(s) gay It2m p CAS 9 HAnuf P.S. Drawings JERRYI G"- Wc►w96 SDistributer CAS QC Des rintion Sgmlied Susmlied C� 1 1 MRR-3.0 79290 3 GAL MECHANICAL AUTOMAN 1 1 3 SST-3.0 78929 3 GAL TANK W/ SS 1 - ENCLOSURE 1 5 LIQ-3.0 79372 ANSULZX (3 GALLON) 1 - 1 7 101-20 17492 101-20 CARTRIDGE 1 ' 1 10 TLINK 24916 TEST LINK 1 ' 1 11 MICRO -SD 32222 MICR08WITCHs SINGLE DUAL 1 - 1 13 2W 36928 NOZZLE - DUCT 1 2 16 1N 5693C NOZZLE - PLENUM/APPLIANCE 2 - 2 20 245 245 (11-416129) NOZZLE - APPLIANCE Z - i 24 260 260 (11-418130) NOZZLE - APPLIANCE 1 - 6 26 QS-3/8 77285 3/8" QUICK SEAL 6 ' 1 27 95-1/2 77281 1/2" QUICK SEAL 2 28 S-DET 36837 SERIES DETECTOR 2 ' 1 29 ANS-360FL 415742 360 DEGREE FUSIBLE LINK 1 - 1 30 ANS-SCOT. $6816 500 DEGREE FUSIBLE LINK i - 1 34. RPS-A 4835 (06-4835) REMOTE PULL STATION ASSY 1 - 10 35 PP -LT 415670 LOW TEMP PULLEY ELBOW 10 - 1 36 PE-KT 43771 HIGH TEMP ?ULLEY ELBOW 1 - Page NUMBER: JERRYI,dat SEND - WALL MOUNTED ANSUL SYSTEM Job *: Q Job Name: R S REST. 1 3 GALLON REGULATED RELEASE ASSEMBLY , ttreet: I RED CLEVELAND BLVD. 2 1.5 GALLON REGULATED RELEASE ASSEMBLY City, State Zip: NANFQRI)FL 32772 3 3 GALLON TANK/BRACKET SHIPPING ASSEMBLY Drawn BY: �W 4 REGULATOR ACTUATOR Sys -ten 'Sizes AIDS i -3A) Tank System - Total Sys-t-eM FP = 1QM 5 ANSULEX LIQUID AGENT (3 GAL.) Contact Name 6 ANSULEX LIQUID AGENT (1.5 GAL.) Contact Phone _ Hood # 1 10' 6' Long x 42' Wide x 24' High 7 CARTRIDGE (LT-30--R) uct # 1 Size: 12' x 25' 8 CARTRIDGE (LT--20-R) 9 CARTRIDGE (DOUBLE) 10 TEST LINK 11 DOUBLE MICROSWITCH NOTES 2V DUCT NOZZLE (56928) '- FIELD PIPE DROPS AS SHouN iW NUZZLE ASSEMBLY (56927) SLEEVING, ELBOWS, TEES, AND NUZZLES SUPPLIED BY CAS IWS NUZZLE ASSEMBLY (415567) - RELOCATE. NOZZLES IF FLOW PATTERN IS BLOCKED BY SIIELVINa 1N NUZZLE ASSEMBLY (56930) SALAMANDERS, ETC. INS 11OZZLE ASSEMBLY (415566) - MAXIMUM 9 ELBOWS IN SUPPLY LINE. - MINIMUM 72 INCHES OF AGENT LINE FROM TANK III FIRST NOZZLE. 1./2N NOZZLE ASSEMBLY (56929) - IF APPLICABLE, PRE -PIPED CFIARBROILER DROPS ARE SHIPPED LHIISE. 3N NOZZLE_ ASSEMBLY <76782) - FACTORY PIPING EXTENDS A 1+IAXIMUM DF 6' ABOVE T11E IOP LIF IIIE IIOOD. 245 NUZZLE ASSEMBLY (418110) 230 NUZZLE ASSEMBLY (418117) - APPLIANCE DIMENSIONS LISTED REPRESENT TF1E COOKING SURFACE 2120 NOZZLE ASSEMBLY (418121) SIZE, NOT THE OVERALL APPLIANCE SIZE. 290 NOZZLE ASSEMBLY (418120) 260 NUZZLE ASSEMBLY (418119) '- TI1IS FIRE SYSTEM COMPLIES WIT11 UL. 300 RLUUIREMFNTS 28 DETECTOR BRACKET 29 LOW TEMP FUSIBLE LINK 30 HIGH TEMP FUSIBLE LINK MGV MECHANICAL GAS VALVE FACTORY PIPING EGV ELECTRICAL GAS VALVE 34 REMOTE MANUAL PULL STATION FIELD PIPING ., m IL O I A Z Q J O ¢H 1 H a GAS VALVE BY OTHERS E n. m in m u, 0� N � t } xa��e4 ❑' • r1 00 00 5 H]E10 0 1 zw `260 245 245 Grt"e Ron a Fled 32.00' L x 3Q0D' D 3e 00' i_ x 30.00' ll High Prouty High Proxanty is' Im DRAWING NUMBER' Job #t Q Job Nones JERR Street, I RED C City, State Zip Drawn By1 -JK System Sizes AN! Contact Name, Contact Phone # Hood # 1 10' 6' Duct # 1 Size, IFS. FIELD PIPE DR SLEEVING6 ELF RELOCATE NOZ SALAKANDERS, MAXIMUM 9 ELI MINIKJM 72 IN IF APPLICABLE FACTORY PIPIA APPLIANCE DIM SIZE, NOT THE - THIS FIRE SYS FACT FIEL: r- vt, =' 18 76 00 72 C T I — Tom 17.1lit + (169) 21) ( 14} -- M0DEL; S W R 12 FACTORY MUST 3E AGV(SED CF uu 'PEC(AL RECUIREME.W S OF '14E 'AUTNCRITr -AVING .URISDICTIOM• AT T,ME OF OUOTE 9 24" I i DATE DWG. vC. 11/17/95 PROJECT: Jerry's LCCATION: Sanford, Florida SUBMITTED BY: Halton 4 k --URE :EPTH _ l} t— ITEM NO• EXHAUST INFORMATION H-1^'" SP 3675 .85" SUPPI.'` INFORMATION rry SP 2940 .35" STANDARD FEATURES 41-'.;M. FILTERS ;'tiTCH PANEL :NCANDESCENT L-IGHTS EPTIENS S.S 7 IL T ERS FIRE PROTECTION �._. LISTING ie L CLASS iFICA T ICN -FILING CLOSURE ? ACKSPLASH '-ZFFIT PANEL S0:171ONAL SWITCHES INSULATION l=Kr�L _.i='SED SURF4C: S.S. ?AiNTED STEEL =:MM=NTS U! U1LL LISTED moo« N J F. 4.1.5 05.90 FEB 12 '96 06:21PM CAPTIVE-HIRE/ORLANDO P.7 • Fire system Parts List Job Naze t JERttY, S RX$T. Job Numbers 0 LoCatious No addr®se in Job Header F.B. Togo F.S. Drawings JERRY2 ANOUL-3.0/ 3 .0 Tank(s) �s1C item g CAB # Ma„�9 9 Desscri, t� ion 1 1 MRR-3.0 79290 3 GAL MECHANICAL AUTOMAN 02/12196 Distributor CAB QC SuRaLud Mumlied M 1 1 3 SST-3.0 73929 3 GAL TANK w/ SS 1 - ENCLOSURE 2 5 LIQ-•3.0 79372 ANSULEX (3 GALLON) 2 - 1 9 101-30 15851 101-30 CARTRIDGE 1 - 1 10 TLINK 24916 TEST LINK 1 - 1 11 MICRO -SD 32222 MICROSWITCH: SINGLE DUAL 1 .. 2 13 2W 56928 NOZZLE - DUCT 2 - 2 16 1N S6930 NOZZLE - PLENUM/APPLIANCE 2 - 2 19 3N 76782 NOZZLE - APPLIANCE 2 - 4 20 245 245 (11-418129) NOZZLE - APPLIANCE 4 - 1 24 260 260 (11-418130) NOZZLE - APPLIANCE 1 - 9 26 OS-3/8 77285 3/8" QUICK SEAL 9 - 1 27 QS-1/2 77287 1/2" QUICK SEAL 1 3 28 S-DET 56837 SERIES DETECTOR 3 - 3 30 ANS-500FL 56816 500 DEGREE FUSIBLE LINK 3 - 10 35 PE -LT 415670 LOW TEMP PULLEY ELBOW 10 - 1 36 PE -HT 45771 NIGH TEMP PULLEY ELBOW l 2 41 SN-CHAR SINGLE NOZZLE EXTENDED 2 - DROP ASSY 2 42 DN-CHAR DOUBLE NOZZLE EXTENDED 2 - DROP ASSY Page 1 a z Cl J R 0 W H i W H F_ a ¢ U T_ a m in m DRAWING NUMBER, J RR� Y2.dat Job It Q Job Nome, ERRY'S REST. Street, 1 REDU-EVFI<L ND-—YD. City, StnAe Zips SAN_ FURAEJ 32772 Drawn Bye jx Sys-tenStze, ANSUL- ,9/3,0 Tams Sys -ten - Total Sys_tPm FP = 2?-.QO Contact Name, Contact Phone #, ( ) - 1400d # 2 11' 0' Long x 42' Wide x 24' 111gh Duct # 1 Size, 12' x 26' NOTES - FIELD PIPE DRUPS AS SllUWN SLEEVING, ELBOWS; TEES AND NUZZLES SUPPLIED BY CAS - RELUCATE NUZZLES IF FLOW PATTERN IS BLUCKED BY SHELVING, SALAMANDERS, ETC. - MAXIMUM 9 ELWVS IN SUPPLY LINE. - MINIMUM 72 INCHES OF AGENT LINE FROM TANK Til FIRST NUZZLE. - IF APPLICABLF. PRE -PIPED CIIARBROILER DROPS ARE SIII:PPUD LUOSE, — FACTORY PIPING EXTENDS A MAXIMUM OF 6' ABOVE IIIE 1111' UI IMF 11111JI). — APPLIANCE DIMENSIONS LISTED REPRESENT THE COOKING SURFACE SIZE, NOT THE OVERALL APPLIANCE SIZE. — THIS FIRE SYSTEM COMPLIES WITH U.L. 300 REQUIREMENTS FACTORY PIPING FIELD PIPING Z 1 3 GALLON REGULATED RELEASE ASSEMBLY 2 1.5 GALLON REGULATED RELEASE ASSEMBLY 3 3 GALLON TANK/BRACKET SHIPPING ASSEMBLY 4 REGULATOR ACTUATOR 5 ANSULEX LIQUID AGENT (3 GAL.) 6 ANSULEX LIQUID AGENT (1.5 GAL.) 7 CARTRIDGE (LT-30-R) 0 CARTRIDGE (LT--20-R) 9 CARTRIDGE (DOUBLE) 10 TEST LINK II DOUBLE MICROSWITCH 2W DUCT NOZZLE (56928) IV NUZZLE ASSEMBLY (56927) IVS NOZZLE ASSEMBLY (415567) 1N NUZZLE ASSEMBLY (56930) INS NUZZLE ASSEMBLY (415566) 1/2N NUZZLE ASSEMBLY (56929) 3N NOZZLE ASSEMBLY (76702) 245 NUZZ_I_1 ASSEMBLY (410118) 230 NUZZLE ASSEMBLY (41B117) 2120 NUZZLE ASSEMBLY (418120 290 NUZZLE ASSEMBLY (418120) 260 NUZZLE ASSEMBLY (410119) 28 DETECTUR BRACKET 29 LUW .TEMP FUSIBLE LINK 30 HIGH TEMP; FUSIBLE LINK HGV MECHANICAL GAS VALVE EGV ELECTRICAL GAS VALVE 34 REMOTE MANUAL PULL STATION • n• II' -- i7 Gus chwhr Aer Griddle w/fIrt wo, L x 3ur D 36OV � '�LPr III F1x 21. x�ty j2ut Fry? ML d [ 11dh P 15, DRAWING KMBER j Job 41 9 Job Naneg JUERR Street) 1 RED C City, State Zip Drawn B ,!� System izeN Ba Contact Name, . Contact Phone Fiood B 2 II` 0 Duct M I Sizes Hl FIELD PIPE DF SLEEVING, ELI RELI)CATE NOZ SALAMANDERS, MAXIMUM 9 EL MINIMUM 72 IA IF APPLICABLE FACTORY PIPIt - APPLIANCE DIt SIZE, NOT THE - THIS FIRE SY` FAC1 FIEL PIRO INDUSTRIES 2004 �_ N 4" 4 ?v • rACroRT MUST 3E anvISE". or <u, i?ECInt. MODEL: S W R - F REQUIREMENTS or THE '4UTHCRiTT -AVING JURISDICTION' At TIME or oUOTE In 1 24" f � CAPTURE DEPTw 4" L STANDARD FEATURES 4SUM. FILTERS .'./ITCH PANEL :'CANDESCENT LIGHTS 0.PTIGNS S.S. FILTERS FIRE PROTECTION UL. LISTING -:L. CLASSIFICATION EKING CLOSURE ? -ACKSPLASH SOFFIT PANEL ADDITIONAL SWITCHES :`ISULATION MATt:.RiAL _`{POSED SURFACES S I. Or =LL S.S. ?A;NTED STE=L :OMMENTS: DATE DWG. NO. ITEM NO. EXHAUST INFORMATION UZI L 2 L 11/17/95 j H-2 C M Sp LISTED PROJECT: Jerry's 3850 .85" CpC., IN.p Sanford, Florida SUPPLY INFORMATION Ni°`t6 LOCATION: Crli SP Ar SUBMITTED BY: Halton 3080 .35" CY n 4.1.5 r 0 FEATURES • Low pH Agent • Proven Design • Reliable Cartridge Operated • Aesthetically Appealing • UL Listed — Meets Requirements of UL 300 APPLICATION The Ansul R-102 Restaurant Fire Suppression System is an automatic, pre- engineered, fire suppression system designed to protect the following areas asso- ciated with cooking equipment; ventilating equipment including hoods, ducts, plenums, and filters; fryers; griddles and range tops; upright, natural, charcoal, or chain -type broil- ers; electric, lava rock, mesquite or gas -radi- ant char -broilers and woks. The system is ideally suitable for use in restaurants. hospitals, nursing homes, hotels, schools, airoorts, and other similar facilities. Use of the R-102 system is limited to interior applications only. The regulated release and tank assemblies must be mounted in an area where the air temperature will not fall below 32.oF (0 °C) or exceed 130 °F (54 °C). The system must be designed and installed within the guidelines of the UL Listed Design, Installation, Recharge, and Maintenance Manual. SYSTEM DESCRIPTION The restaurant fire suppression system is a pre-engineered, wet chemical, cartridge - operated, regulated pressure type with a fixed nozzle agent distribution network. It is listed with Underwriters Laboratories, Inc. (UL). The system is capable of automatic detection and actuation and/or remote manual actua- tion. Additional equipment is available for mechanical or electrical gas line shut-off applications. RESTAURANT FIRE SUPPRESSION SYSTEMS DATA SHEET The detection portion of the fire suppression system allows for automatic detection by means of specific alloy rated fusible links, which, when the temperature exceeds the rating of the link, the link separates, allowing the regulated release to actuate. A system owner's guide is available contain- ing basic information pertaining to system operation and maintenance. A detailed tech- •nical manual is also available including sys- tem description, design, installation, recharge, and maintenance procedures, plus additional equipment installation and reset- ting instructions. The system is installed and serviced by authorized distributors that are trained by the :manufacturer. The basic system consists of an ANSUL AUTOMAN regulated release assembly which includes a regulated release mecha- nism and a wet chemical storage tank V 11, housed within a single enclosure.. Nozzle blow -off caps, detectors, cartridges, agent, fusible links, and pulley elbows are supplied in separate packages in the quantities need- ed for fire suppression system arrangements. Additional equipment includes remote manu- al pull station, mechanical and electrical gas valves, pressure switches, and electrical switches for automatic equipment and gas line shut-off. Accessories can be added such as alarms, warning lights, etc., to installations where required. Tanks can be used in multiple arrangements to allow for larger hazard coverage. Each tank is limited to a listed maximum amount of flow numbers. N SYSTEM DESIGN One of the key elements for restaurant fire protection is a cor- rect system design. This section is divided into ten sub -sections: Nozzle Placement Requirements, Tank Quantity Requirements, Actuation and' Expellant Gas Line Requirements, Distribution Piping Requirements, Detection System Requirements, Manual Pull Station Requirements,Mechanical Gas Valve Require- ments, Electrical Gas Valve Requirements, Electrical Switch Requirements, and Pressure Switch Requirements. Each of these sections must be completed before attempting any instal- lation..System design sketches should be made of all aspects of design for reference during installation. NOZZLE PLACEMENT REQUIREMENTS This section gives guidelines for nozzle type, positioning, and quantity for plenum, duct, and individual appliance protection. This section must be completed before determining tank quan- tity and piping requirements. Duct Protection The R-102 system uses several different duct nozzles depending on the size of duct being protected. 1. 1 W Nozzle (Part No. 56927) — 1.5 Gallon and 3.0 Gallon Systems: The R-102 systems, both 1.5 gallon and 3.0 gallon, use the 1 W nozzle (Part No. 56927) for duct protection of 27 in. (68.6 cm) perimeter or less or 8.5 in. (21.6 cm) diameter or less. The nozzle tip is stamped with 1 W, indicating that this is a one -flow nozzle and is to be counted as one flow number. Single Nozzle (One Flow Number) Duct Protection: One 1 W nozzle (Part No. 56927) will protect ducts with a maximum perimeter of 27 in. (68.6 cm) or a maximum diameter of 8.5 in. (21.6 cm). The nozzle must be installed 2-8 in. (5-20 cm) into the center of the duct opening and positioned as shown in Figure 1. 2-8 IN. (5 — 20 cm) FIGURE 1 SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-1 REV. 1 — Single Nozzle (One Flow Number) Transition Protection: One 1 W nozzle (Part No. 56927) will protect transitions where the perimeter of 27 in. (68.6 cm) or the diameter of 8.5 in. (21.6 cm) or less begins within that transition. The nozzle must be placed in the center of the transi- tion opening where the maximum oerimeter or diameter begins as shown in Figures 2 and 3. i-- DUCT MODULE. PERIMETER NOT MORE THAN TRANSITION 27 IN. (68.6 cm( �s FA ��Mlnw e �-4 FIGURE 2 FIGURE 3 NOTICE A 2WH nozzle must be substituted for a 2W nozzle for any installation using Option 2 of the 1.5 gallon system coverage (6 flow duct and plenum protection only). 2. 2W Nozzle (Part No. 56928): The R-102 System, uses the 2W nozzle (Part No. 56928) for duct protection of 75 in. (190.5 cm) perimeter or less, or 24 in. (61 cm) diameter or. less. The nozzle tip is stamped with 2W, indicating that this is two -flow nozzle and must be counted as two flow numbers. SECTION IV — SYSTEM DESIGN UL EX. 3470 11-1-94 Page 4-2 NOZZLE PLACEMENT REQUIREMENTS (Continued) Duct Protection (Continued) The 1 W and 2W nozzles will protect the following: 3. Single Nozzle (2W) Duct Protection: One 2Wnozzle will protect ducts with a maximum perim- eter of 75 in. (190.5 cm) or a maximum diameter of 24 in. (61 cm). The nozzle must be installed 2-8 in. (5-20 cm) into the center of the duct opening and positioned as shown in Figure 4. 2-8 IN. (5 — 20 cm) FIGURE 4 4. Single Nozzle (2W) Transition Protection: One 2W nozzle will protect transitions at the point where the perimeter of 75. in. (190.5 cm) or the diameter of 24 in. (61 cm) or less begins within that transition. The nozzle must be placed in the center of the transition opening where the maximum perimeter or diameter begins as shown in Figures 5and 6. DUCT MODULE PERIMETER NOT MORE THAN TRANSITION 75. IN. (190.5 cm) FIGURE 5 FIGURE 6 5. Dual -Nozzle Duct Protection: Two 2W nozzles.will protect ducts with a maximum perim- eter of 150 in. (381 cm) or a maximum diameter of 48 in. (122 cm). The nozzles must be installed 2-8 in. (5-20 cm) into the duct opening and positioned as in Figure 7. 1/4 1/2 DUCT DUCT LENGTH 1/4 LENGTH DUCT LENGTH FIGURE 7 NOTICE In installations where a UL listed damper assembly is employed, the duct nozzle can be installed beyond the 8 in: (20 cm) maximum, to a point just beyond the damper assembly that will not interfere with the damper. Exceeding the maximum of 8 in. (20 cm) in this way will not void the UL listing of the system. NOZZLE PLACEMENT REQUIREMENTS (Continued) Duct Protection (Continued) 6. Dual -Nozzle Transition Protection: Two 2W nozzles will protect transitions with a maximum perimeter of 150 in. (381 cm). The transition area must be divided where two equally sized modules begin within that transition. The nozzle must be placed in the center of the transition opening where the maximum module perimeter begins as shown in Figure 8. FIGURE 8 7. Dual -Nozzle Duct Protection (3 Flow Numbers): Rectangular ducts larger than 75 in. (191 cm) perimeter, up to a maximum of 102 in. (260 cm) perimeter, (diameters larger than 24 in. (61 cm), up to 32 in. (81 cm) diameter) can be protected with a combination of one 1 W nozzle (Part No. 56927) and one 2W nozzle (Part No. 56928). Each nozzle must be installed on its own duct branch line and positioned 2-8 in. (5-20 cm) into the center of the duct. See Figure 9. 2-8 IN. (5-20 cm) BRANCH LINE SUPPLY LINE FIGURE 9 SECTION IV — SYSTEM DESIGN UL EX. 3470 11-1-94 Page 4-3 To correctly locate the nozzles in the duct, the longest side of the duct must be divided into four equal modules. See Figure 10. FIGURE 10 The 1 W nozzle (Part No. 56927) is then centered in one of the outside modules. See Figure 11. IN MODULE 1 W NOZZLE r CENTERED IN DUCT 1/4 CENTERED IN MODULE LONGEST SIDE FIGURE 11. SECTION IV — SYSTEM DESIGN UL EX. 3470 11-1-94 Page 4-4 NOZZLE PLACEMENT REQUIREMENTS (Continued) Duct Protection (Continued) 7. (Continued) The 2W nozzle (Part No. 56928) is then centered in the remaining three modules. See Figure 12. 8. Triple -Nozzle Duct Protection (5 Flow Numbers): NOTICE When protecting the duct with a 1.5 gallon system using this type of protection, no appli- ance branch lines are allowed on the 1.5 gallon system. Rectangular/square ducts larger than 150 in. (381 cm) perimeter, up to a maximum of 177 in. (450 cm) perimeter, may be protected with a combination of one 1 W nozzle (Part CENTERED No. 56927) and two 2W nozzles (Part No. 5.6928). Each IN MODULE nozzle must be installed on its own duct branch line and positioned 2-8 in. (5-20 cm) into the center of the duct. See Figure 14. 3/4 OF DIAMETER DIAMETER I 1W NOZZLE BRANCH LINE 2W NOZZLE 2 — 8 IN. (5 — 20 cm) \\ ( CENTERED IN MODULE / SUPPLY LINE , CENTERED FIGURE 14 IN DUCT _ LONGEST SIDE To determine if this type of protection can be used, first 3/4 OF LONGEST SIDE divide the longest side of the duct in half. See Figure 15. FIGURE 12 The nozzles must be positioned on the same centerline, par- allel to the longest side. See Figure 13. PARALLEL TO LONGEST SIDE FIGURE 13 IGEST SIDE FIGURE 15 NOZZLE PLACEMENT REQUIREMENTS (Continued) Duct Protection (Continued) 8. (Continued) At the halfway point, center a module 13.5 in. (34 cm) wide. See Figure 16. CEN' IN Di wnUCQI oiuc (34.4 cm) FIGURE 16 Next, check the diagonal dimension of the two remaining modules to make certain that the maximum diagonal dimen- sion of 35.5 in. (85 cm) is not exceeded. Both diagonal dimensions should be the same. Make this check by meas- uring from one corner of the module to the opposite corner. See Figure 17. 1W NOZZLE NOT TO EXCEED V___ j 35.5 IN. (90.2 cm) �f \� 1/2 OF LONGEST SIDE / --Y/6 3/4 IN. i-0 NOT TO EXCEED --(17.2 cm) 35.5 IN. (90.2 cm) LONGEST SIDE 13 112 IN. (34.4 cm) FIGURE 17 SECTION IV — SYSTEM DESIGN UL EX. 3470 11-1-94 Page 4-5 If this measurement exceeds 35.5 in. (85 cm), triple nozzle coverage cannot be used. The requirements for "Multiple - Nozzle Duct Protection" (using all 2 flow nozzles) must then be followed. If the diagonal dimension of 35.5 in. (85 cm) has not been exceeded on either of the two outside modules, then a 1 W nozzle (Part No. 56927) can be located in the center of the 13.5 in. (34 cm) wide center module and a 2W nozzle (Part No. 56928) can be centered in each of the two outside modules. See Figure 18. 2W NOZZLE 1W NOZZLE 2W NOZZLE 1/2 OF MODULE WIDTH 1/2 OF LONGEST SIDE LONGEST SIDE 112 MODULE WIDTH 6 314 IN. (17.2 cm) FIGURE 18 The nozzles must be positioned on the same centerline, par- allel to the longest side. See Figure 19. Y LINE PARALLEL TO LONGEST SIDE FIGURE 19 Triple -nozzle duct protection (5 flow numbers) is limited to rectangular or square ducts only. This application cannot be used with round ducts. SECTION IV — SYSTEM DESIGN UL EX. 3470 11-1-94 Page 4-6 NOZZLE PLACEMENT REQUIREMENTS (Continued) Duct Protection (Continued) 9. Multiple -Nozzle Duct Protection: For ducts larger than 150 in. (254 cm) perimeter, the total perimeter of the duct must be divided by 75. If the answer contains a decimal (or fraction), it must be rounded -up to the nearest whole number. This answer signifies the number of equally -sized modules in which the duct must be divided. The diagonal dimension of each module must not exceed 35.5 in. (90.2 cm). If diagonal dimension is exceeded, addi- tional module divisions must be added until the diagonal dimension is not exceeded. A nozzle must then be centered in each module. Example: Figure 20 shows a duct opening of 270 in. (686 cm) perimeter. By dividing 270 in. (686 cm) by 75, it is determined that the duct must be divided into 4 equally -sized modules. Because the diagonal dimension of each module is 33.54 in. (85.2 cm), it is within the maximum limit of 35.5 in. (90.2 cm) and therefore acceptable as shown in Figure 21.One nozzle is then centered in each module as shown in Figure 22. �(3 rnawnQ cv 3(IN. 52 m) 15.` . 33.54 IN. 30 IN. /� (85.2 cm) (76.3 cm) 33.54 IN. 30 1N. (85.2 cm) (76.3 cm) 33.54 IN. 30 IN. (85.2 cm) (76.3 cm) 30 IN. 15 IN. `'- (76.3 cm) (38 cm) FIGURE 21 rnuuRE 22 The chart below shows the maximum protection available from each duct nozzle. Part 3.0 Gallon 1.5 Gallon Description No. System System 1 W Nozzle 56927 Maximum Maximum 27 in. (69 cm) 27 in. (69 cm) Perimeter Perimeter 2W Nozzle 56928 Maximum Maximum 75 in.: (191 cm) 75 in. (191 cm) Perimeter Perimeter 2WH Nozzle 78678 Maximum 75 in. (191 cm) Perimeter Electrostatic Precipitator Protection Some restaurant ventilating ducts have an electrostatic precipi- tator installed at or near the base. These precipitators are used to aid in the cleaning of exhaust air. Normally electrostatic precipitators do not require protection but should the "authority having jurisdiction" require protection, use the following guidelines. Ducts with precipitators located at or near the base can be pro- tected using duct nozzle(s) above the precipitator and 1/2N nozzle(s) (Part No. 56929) for the precipitator. One 1/2N nozzle must be used for each cell being protected. This nozzle tip is stamped with 1/2N, indicating that it is a 1/2-flow nozzle and must be counted as 1/2 flow. number. When protecting ducts equipped with precipitators, the duct nozzle(s) must be installed above the precipitator and aimed to discharge downstream. If the area above the precipitator is a duct, the nozzle(s) must be positioned according to duct pro- tection guidelines. If the area above the precipitator is a transi- tion, the transition guidelines must be followed. See Figure 20. NOZZLE PLACEMENT REQUIREMENTS (Continued) Electrostatic Precipitator Protection (Continued) The 1/2N nozzle (Part No. 56929) must be centered 10 to 26 in. (25 to 66 cm) below the precipitator and aimed to discharge at the center of each precipitator cell. However, if it is physi- cally impossible to mount the nozzle at 10 to 26 in. (25 to 66 cm) due to precipitator placement, the nozzle may be mounted closer than 10 in. (25 cm). See Figure 23. SEE DUCT OR TRANSITION DUCT PROTECTION NOZZLE t PRECIPITATOR 10.26 IN.' (25.66 cm) NOZZLE FOR PRECIPITATOR PROTECTION IF PHYSICALLY IMPOSSIBLE AT 10 TO 26 IN. (25 TO 66 cm), NOZZLE MAY BE MOUNTED CLOSER THAN 10 IN. (25 cm). FIGURE 23 Plenum Protection The R-102 system uses the 1 W Nozzle (Part No. 56927) or the 1 N Nozzle (Part No. 56930) for plenum protection. The 1 W nozzle tip is stamped with 1 W and the 1 N nozzle tip is stamped with 1 N, indicating they are both one -flow nozzles and must be counted as one flow number each. 1 W NOZZLE — PART NO. 56927 One 1 W nozzle will protect 4 linear feet (1.2 m) of plenum. The maximum distance from the end of the hood to the first and last nozzle must be no more than 2 ft. (.6 m). After the first nozzle, any additional nozzles must be positioned at a maximum of 4 ft. (1.2 m) apart down the entire length of the plenum. The plenum width must not exceed 4 ft. (1.2 m). (The 1 W nozzle can be used on single or V-bank filter arrangements.) See Figure 24. SECTION IV — SYSTEM DESIGN UL EX. 3470 11-1-94 Page 4-7 GURE 24 When protecting plenums with the 1 W nozzle, two options of coverage are available: Option 1: The 1 W nozzle must be on the center line of the single or "V" bank filter and positioned within 1-20 in. (2.5-51 cm) above the top edge of the filter. See Figure 25. 20 IN. (51 cm) MAXIMUM 1'IN. (2.5 cm) MINIMUM 20 IN. (51 cm) MAXIMUM 1 IN. (2.5 cm) MINIMUM FIGURE 25 Option 2: The 1 W nozzle must be placed perpendicular, B-12 in. (20-30 cm) from the face of the filter and angled to the center of the filter. The nozzle tip must be within 2 in. (5 cm) from the perpendicular center line of the filter. See Figure 26. SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-8 REV. 1 NOZZLE PLACEMENT REQUIREMENTS (Continued) Plenum Protection (Continued) 4 IN. (10 cm) NOZZLE TIP MUST BE WITHIN THIS AREA 12 IN. (30 cm) MAXIMUM 8 IN. (20 cm) MINIMUM FIGURE 26 1 N NOZZLE — PART NO. 56930 One 1 N nozzle will protect 8 linear feet (2.4 m) of single filter bank plenum or two 1 N nozzles will protect 8 linear feet (2.4 cm) of "V" bank plenum. In either application, the nozzle(s) must be mounted in the plenum, 2 to 4 in. (5 to 10 cm) from the face of the filter, centered between the filter height dimension, and aimed down the length. The filter height must not exceed 20 in. (51 cm). See Figure 27. 2-4 IN. / (5- 10 cm) 8 FT. (2.4 m) MAXIMUM 20 IN. (51 cm) MAXIMUM l N, 41 ` / }". 2-4 IN. ' / (5- 10 cm) 8 FT. (2.4 m) 0 Q MAXIMUM n ► Exception: When the plenum chamber contains filters that do not exceed 10 in. (25.4 cm) in height and the 1 N nozzle can be installed at the intersecting center lines of both filter banks and not exceed the 2-4 in. (5 to 10 cm) distance from either filters, a single 1 N nozzle can be used. See Figure 27a. 2-4 IN. 2-4 IN. i�IN NOZZLE/ 1 10 IN. (25.4 cm) MAXIMUM FIGURE 27a NOTICE If 1 N nozzle coverage does not exceed 7 linear ft. (2.1 m), the nozzle can be mounted 2 to 6 in. (5-15 cm) from the face of the filter. For a plenum, either single or "V" bank, with a linear extension longer than 8 feet (2.4 m), each bank may be protected using one 1 N nozzle every 8 ft. (2.4 m) or less depending on the overall length of the plenum. See Figure 28. The nozzles may point in the opposite directions as long as the entire plenum area is pro- tected, and the 8 ft. (2.4 m) limitation is not exceeded. See Figure 29. The nozzle positioning shown in Figure 30 is not an accept- able method of protection because the plenum area directly under the tee is not within the discharge pattern of either nozzle. rl(aUHr_ lea 20 IN. (51 cm) MAXIMUM FIGURE 27 NOZZLE PLACEMENT REQUIREMENTS (Continued) Plenum Protection (Continued) FIGURE 29 FIGURE 30 I. The following pages detail types of appliance protection. Each design requires several factors: correct nozzle choice, correct nozzle height above hazard, correct nozzle location and correct aiming point. When protecting appliances which are larger than single nozzle coverage, multiple nozzles can be used. Larger appliances can be divided into several modules, each equal to or smaller than single nozzle coverage. Exception: ► Fryers must not exceed a maximum of 864 sq. in. (5574 sq. cm). Single Nozzle Fryer Protection — 2-Flow High Proximity/ ► 2-Flow Medium Proximity ► If the fryer does not have a drip board, the maximum hazard (fry pot) size is 15 in. (38 cm) x 14 in. (36 cm) (maximum area of 210 sq. in. (1355 sq. cm)). If the fryer has a drip board, the maximum hazard (cooking surface) size is 21 in. (53 cm) x 14 in. (36 cm) (maximum area of 294 sq. in. (1897 sq. cm)). The maximum fryer pot size must still not exceed 15 in. (38 cm) x 14 in. (36 cm) (210 sq. in. (1355 sq. cm) of maximum area.) The ► nozzle must be aimed at the center of the hazard area. SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-9 REV. 2 The R-102 system uses two different style nozzles for the pro- tection of fryers. 1. High Proximity Applications: 27 to 47 in. (68 to 119 cm) above the top surface of fryer. See Figure 31 a and Figure 31 b. The 230 Nozzle (Part No. 418117) is used for high prox- imity applications. The nozzle tip is stamped with 230, indicating that this is a two -flow nozzle and must be counted as two flow numbers. When using this nozzle for fryer protection, the nozzle tip must be positioned anywhere along or within the perimeter of the maximum hazard area and angled to the center. FRYER WITH DRIP BOARD: MAXIMUM DIMENSIONS 21 IN. (53 cm) x 14 IN. (36 cm) MAXIMUM AREA 294 SO. IN. (1897 sq. cm) FRY POT: MAXIMUM DIMENSIONS 15 IN. (38 cm) x 14 IN. (36 cm) MAXIMUM AREA IS 210 SO. IN. (1354 sq. cm) 21 IN. (53 cm) MAXIMUM 14 IN. (36 cm) MAXIMUM I I I I I I I I I I I I ( I i 47 IN. 019 cm) MAXIMUM HEIGHT (230 NOZZLE) 27 IN. (68 cm) MINIMUM HEIGHT (230 NOZZLE) TOP SURFACE OF FRYER 15 IN. (36 cm) MAXIMUM POT SIZE 230 NOZZLE TIP POSITIONED ANYWHERE ALONG OR WITHIN PERIMETER OF COOKING SURFACE AND AIMED TO THE CENTER OF THE COOKING SURFACE. FIGURE 31a SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-10 REV. 2 NOZZLE PLACEMENT REQUIREMENTS (Continued) Single Nozzle Fryer Protection — 2-Flow High Proximity/ ► 2-Flow Medium Proximity (Continued) ' 1. (Continued) FRYER WITHOUT DRIP BOARD: ► ► MAXIMUM DIMENSIONS 15 IN. (38 cm) x 14 IN. (36 cm) ► ► MAXIMUM AREA 210 SO. IN. (1355 sq. cm) IS IN. (38 cml MAXIMUM 14 IN. (36 cml MAXIMUM I II I � II I I� I it I ri I I I I� / 471N. (119 Cm) MAXIMUM HEIGHT (230 NOZZLE) 27 IN. (68 Cm) MINIMUM HEIGHT (230 NOZZLE) TOP SURFACE OF FRYER 230 NOZZLE TIP POSITIONED ANYWHERE ALONG OR WITHIN PERIMETER OF COOKING SURFACE AND AIMED TO THE CENTER OF THE COOKING SURFACE. FIGURE 31 b ► 2. Medium Proximity Applications:20 to 27 in. (51 to 69 cm) above top surface of fryer. See Figure 32a and Figure 32b. The 245 Nozzle (Part No. 418118) is used for medium prox- imity applications. The nozzle tip is stamped with 245, indicating that this is a two -flow nozzle and must be counted as two flow numbers. When using this nozzle for fryer protection, the nozzle tip must be positioned anywhere along or within the perimeter of the maximum hazard area and angled to the center. b. 10 I. FRYER WITH DRIP BOARD: MAXIMUM DIMENSIONS 21 IN. (53 cm) x 14 IN. (36 cm) MAXIMUM AREA 294 SO. IN. (1897 sq. cm) FRY POT: MAXIMUM DIMENSIONS 15 IN. (38 cm) x 14 IN. (36 cm) MAXIMUM AREA 210 SO. IN. (1355 sq. cm) 21 IN. (53 Cm) �\ MAXIMUM 27 IN. (69 cm) 14 IN. (36 cm) L /Y MAXIMUM MAXIMUM �j/ I I HEIGHT 1245 NOZZLE) 20 IN. (51 cm) MINIMUM HEIGHT I I I (245 NOZZLE) I i TOP SURFACE OF FRYER 15 IN. (38 cm) MAXIMUM POT SIZE 245 NOZZLE TIP POSITIONED ANYWHERE ALONG OR WITHIN PERIMETER OF COOKING SURFACE AND AIMED. TO THE CENTER OF THE COOKING SURFACE. FIGURE 32a FRYER WITHOUT DRIP BOARD: MAXIMUM DIMENSIONS 15 IN. (38 cm) x 14 IN. (36 cm) MAXIMUM AREA 210 SO. IN. (1355 sq. cm) 15 IN. (38 cm) MAXIMUM. 27IN. I}.� (69 CM) 14 IN. (UMcm) / MAXIMUM MAXIM i y I i HEIGHT (245 NOZZLE) 20 I N. I (5 m) I MINIMUM HEIGHT I I (245 NOZZLE) I FACE OF FRYER OFFRYE 245 NOZZLE TIP POSITIONED ANYWHERE ALONG OR WITHIN PERIMETER OF COOKING SURFACE AND AIMED TO THE CENTER OF THE COOKING SURFACE. FIGURE 32b NOZZLE PLACEMENT REQUIREMENTS (Continued) Split Vat Fryer The protection for split vat fryers is the same as the standard fryer coverage as stated on Pages 4-9 through 4-10. Once again, if a fryer does not have a drip board, the maximum hazard size ► is 15 in. (38 cm) x 14 in. (36 cm) (maximum area of 210 sq. in. (1355 sq. cm)). If the fryer has a drip board, the maximum hazard size is 21 in. (53 cm) x 14 in. (36 cm) (maximum area of 294 sq. in. (1897 sq. cm)). (The maximum fry pot size must still not exceed 15 in. (38 cm) x 14 in. (36 cm) (maximum area 210 sq. in. (1355 sq. cm)). The nozzle must be aimed at the center of the hazard area. See Figure 33. 21 IN. (53 cm) MAXIMUM 15 IN. (38 cm) MAXIMUM 14 IN. (36 cm) MAXIMUM 15 IN. (38 cm) MAXIMUM 14 IN. (36 cm) MAXIMUM FIGURE 33 SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-10.1 REV. 1 Multiple Nozzle Fryer Protection — 2-Flow High Proximity/ ► 2-Flow Medium Proximity Fryers exceeding the coverage of a single, 2-flow nozzle can be protected with multiple nozzles up to a maximum of 864 sq. in. (.6 sq. m). See Figure 33a. 864 SO. IN. (5574 sq. cml MAXIMUM TOTAL AREA THAT CAN BE PROTECTED BY MUTIPLE NOZZLES FIGURE 33a FRYERS WITH DRIP BOARDS A single R-102 nozzle can protect a maximum surface area of 294 sq. in. (1897 sq. cm) (fry pot area plus drip board area), or a maximum of 210 sq. in. (1355 sq. cm) of cooking area of fry pot only. The longest side of the total hazard must not exceed 21 in. (53 cm). See Figure 33b. To properly protect this hazard with multiple nozzles, divide the surface area into modules not exceeding 294 sq. in. (1897 sq. cm) (cooking area plus drip board area) and 210 sq. in. (1355 sq. cm) of fry pot only. When dividing into modules, the longest side of each module must not exceed 21 in. (53 cm). See Figure 33b. THIS IS TOTAL MODULE AREA .WITHOUT DRIP BOARD 21 IN. (53 cm) MAXIMUM DIMENSION (COOKING AREA NOT TO EXCEED 210 SO. IN. (1355 sq. cm) MAXIMUM) / THIS IS TOTAL MODULE AREA W(TH DRIP BOARD 1 21 IN. (53 cm) MAXIMUM DIMENSION INCLUDING DRIP BOARD \ (AREA INCLUDING DRIP BOARD NOT TO EXCEED 294 SO. IN. (1897 sq. cm) MAXIMUM) FIGURE 33b SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-10.2 REV.1 NOZZLE PLACEMENT REQUIREMENTS (Continued) Multiple Nozzle Fryer Protection — 2-Flow High Proximity/ ► See Figure 33d for two examples of modularizing larger drip P. 2-Flow Medium Proximity (Continued) I board fryers. The R-102 system uses two different . style nozzles for this protection. 1. High Proximity Applications: 27 to 47 in. (69 to 120 cm) above the top surface of fryer. See Figure 33c. The 230 Nozzle (Part No. 418117) is used for high prox- imity applications. The nozzle tip is stamped with 230, indicating that this is a two -flow nozzle and must be counted as two flow numbers. When using this nozzle for fryer protection, the nozzle tip must be positioned anywhere along or within the perimeter of the area it is protecting and aimed at. the mid point of the respective modular area. 2. Medium Proximity Applications: 20 to 27 in. (51 to 69 cm) (above top surface of fryer. See Figure 33c. The 245 Nozzle (Part No. 418118) is used for medium prox- imity applications. The nozzle tip is stamped with 245, indicating that this is a two -flow nozzle and must be counted as two flow numbers. To protect each area. the nozzle tip must be located within the perimeter of the area it is protecting and aimed at the mid point of the respective modular area. See Figure 33c. POSITION NOZZLE TIP ANYWHERE ALONG OR WITHIN THE PERIMETER OF THE AREA IT IS PROTECTING AND AIM AT MIDPOINT OF THAT MODULAR AREA. 230 NOZZLE - 27 IN. TO 47 IN. \ i I (69 TO 120 cm) ABOVE TOP SURFACE I I I OF FRYER I 245 NOZZLE - I 20 IN. TO 27 IN. I I I (51 TO 69 cm) I I I l ABOVE TOP SURFACE / I i OF FRYER I I I I , I` FIGURE 33c 28 1N. EACH MODULE (71cm) MUST NOT 14 IN. EXCEED (35.6 cm) 294 S0. IN. (1897 SQ. cm) AIM NOZZLE ' AIM NOZZLE AT MIDPOINT I AT MIDPOINT 15 IN. OF MODULE I OF MODULE (38 cm) 21 IN. (53 cm) + I 4— I DRIP BOARD I. DRIP BOARD EXAMPLE ONLY 21 IN. (53 cm) AREA OF EACH FRY POT MODULE CANNOT EXCEED 0 IN. (25 cm) L -� 210 SO. IN. (1355 sq. cm) AREA OF THIS MODULE (FRY POT PLUS t4 IN. (35.6 cm) DRIP BOARD) CANNOT EXCEED 294 SO. IN. (1897 sq. cm) GRIP BOARD EXAMPLE ONLY FIGURE 33d FRYERS WITHOUT DRIP BOARDS When protecting a fryer without a drip board using multiple nozzles, the hazard surface area must not exceed 210 sq.. in. (1355 sq. cm) per nozzle and the longest side of each module must not exceed 21 in. (53 cm). See Figure 33e. MAXIMUM AREA PER NOZZLE CANNOT EXCEED 210 SO. IN. (1355 sq: cm) WITH THE LONGEST SIDE NOT EXCEEDING 21 IN. (35 cm) FRYER WITHOUT DRIP BOARD FIGURE 33e NOZZLE PLACEMENT REQUIREMENTS (Continued) ► Multiple Nozzle Fryer Protection — 2-Flow High Proximity/ 2-Flow Medium Proximity (Continued) To properly protect this hazard, divide the surface area into modules not exceeding 210 sq. in. (1355 sq. cm). When dividing into modules, the longest side of each module must not exceed 21 in. (53 cm). See Figure 33f. MAXIMUM AREA PER NOZZLE CANNOT EXCEED 210 SO. IN. (1355 sq_ cmI WITH THE LONGEST SIDE NOT EXCEEDING 21 IN. (53 cm) FRYER WITHOUT DRIP BOARD FIGURE 33f The R-102 system uses two different style nozzles for this protection. 1. High Proximity Applications: 27 to 47 in. (69 to 130 cm) above the top surface of fryer. See Figure 33g The 230 Nozzle (Part No. 418117) is used for high prox- imity applications. The nozzle tip is stamped with 230, indicating that this is a two -flow nozzle and must be counted as two flow numbers. When using this nozzle for fryer protection, the nozzle tip must be positioned anywhere along or within the perimeter of the modular area it is protecting and aimed at the mid point of the respective modular area. 2. Medium Proximity Applications: 20 to 27 in. (51 to 69 cm) above top surface of fryer. See Figure 33g. The 245 Nozzle (Part No. 418118) is used for medium prox- imity applications. The nozzle tip is stamped with 245, indicating that this is a two -flow nozzle and must be counted as two flow numbers. To protect each area, the nozzle tip must be located within the perimeter of the area it is protecting and aimed at the mid point of the respective modular area. See Figure 33g. P. SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-10.3 REV. 1 POSITION NOZZLE TIP ANYWHERE ALONG OR WITHIN THE AREA IT IS PROTECTING AND AIM AT THE MIDPOINT OF THAT MODULAR AREA 230 NOZZLE — I I 27 IN. TO 47 IN. \ I I (69 TO 120 cm) ABOVE TOP I SURFACE OF FRYER i I I I I 245 NOZZLE — I 20 IN. TO 27 IN. (51 TO 69 cm) ABOVE TOP SURFAI I I I I FRYER OF MODULE MUST NOT EXCEED 210 SO. IN. (1355 sq. cm) 21 IN. (53 cm) MAXIMUM ON LONGEST SIDE FIGURE 33g SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-10.4 REV. 1 NOZZLE PLACEMENT REQUIREMENTS (Continued) ► Single Nozzle Fryer Protection — 3-Flow High Proximity/ P. 2-Flow Low Proximity If the fryer does not have a drip board. the maximum hazard size is 19 1/2 in. x 19 in. (50 x 48 cm), (maximum area of 370 1/2 sq. in. (2390 sq. cm)). If the fryer has a drip board, the maximum hazard size is 25 3/8 in. x 19 1/2 in. (65 x 50 cm) (max- imum area of 495 sq. in. (3194 sq. cm)). The nozzle must be aimed at the midpoint of the hazard area. The R-102 system uses two different style nozzles for the pro- tection of fryers. 1. High Proximity Applications: 21 in. to 34 in. (53 x 86 cm) (34 in. (86 cm) maximum diagonal) above the top surface of fryer. See Figure 33h and Figure 33i. The 3N nozzle, Part No. 76782, is used for high proximity applications. The nozzle tip is stamped with 3N, indicating that this is a three -flow nozzle and must be counted as three flow numbers. When using this nozzle for fryer protection, the nozzle tip must be positioned anywhere along or within the perimeter of the maximum hazard area and aimed at the midpoint. See Figure 33h and 33i. The maximum distance from the midpoint of the fryEi- to the nozzle tip is 34 in. (86 cm). See Figure 33h and 33i. 3N NOZZLE TIP 34 IN. (86 cm) MAXIMUM DISTANCE POSITIONED ANYWHERE TO MIDPOINT OF HAZARD AREA ALONG WITHIN PERIMETERS OF COOKING SURFACE AND AIMED AT THE MIDPOINT--_ )V—f 21 in. (53 cm) MINIMUM 3N NOZZLE TIP POSITIONED ANYWHERE ALONG OR WITHIN PERIMETER OF COOKING SURFACE AND AIMED AT THE MIDPOINT- 19 112 IN. (49.5 cm) MAXIMUM 34 IN. (86 cm) MAXIMUM DISTANCE TO MIDPOINT OF HAZARD AREA 34 IN. (66 cm) MAXIMUM �111ti11111111101 19 IN. (48.2 cm) MAXIMUM T I I 34 IN. (8I cm) MAXIMUM DISTANCE I ) . TO MIDPOINT OF HAZARD 21 IN. I I (53 cm) MINIMUM I I I I FRYER WITHOUT DRIP BOARD FIGURE 33i 2. Low Proximity Applications: 13 to 16 in. (33 to 41 cm) \ 1 above top surface of fryer. See Figure 33j and 33k. 19 112 IN. (41 5 cm) 25 3/8 IN. MAXIMUM. MAXIMUM The 290 Nozzle, Part No. 418120, is used for low proximity applications. The nozzle tip is stamped with 290, indicating that this is a two -flow nozzle and must be counted as two flow numbers. 19 IN. (48.2 cm) MAXIMUM POT SIZE 34 IN. (86 cmI MAXIMUM I I I 34 IN. c (86 cm( I MAXIMUM 21 IN. I I DISTANCE TO (53 cm) I I MIDPOINT OF HAZARD MINIMUM I I I I When using this nozzle for fryer protection, the nozzle tip must be positioned over the midpoint of the hazard area, and not more than 3 in. from the midpoint along the long- est side of the area and not more than 1 in. from the mid- point along the shortest side of the area and aimed at the midpoint. See Figure 33j and 33k. Id FRYER WITH. DRIP BOARD FIGURE 33h NOZZLE PLACEMENT REQUIREMENTS (Continued) ► Single Nozzle Fryer Protection — 3-Flow High Proximity/ 2-Flow Low Proximity (Continued) 2. (Continued) 290 NOZZLE TIP POSITIONED OVER THE MIDPOINT OF THE HAZARD AREA - 3 IN. (7.6 cm) FROM THE MIDPOINT ALONG THE LONGEST SIDE OF THE HAZARD AND ± 1 IN. ;2:5 cm) FROM THE MIDPOINT ALONG THE SHORTEST SIDE OF THE HAZARD AND AIMEDATTHE MIDPOINT. / 16 IN. (41 cml MAXIMUM 13 IN. (33 cm) MINIMUM � I 19 1/2 IN. (49.5 cm) MAXIMUM 25 318 IN. (63.5 cm) MAXIMUM C/ 19 IN. (48.2. cm) MAXIMUM POT SIZE FRYER WITH DRIP BOARD FIGURE 331 290 NOZZLE TIP POSITIONED OVER THE MIDPOINT OF THE HAZARD AREA +-3 IN. (7.6 cm) FROM THE MIDPOINT ALONG THE LONGEST SIDE OF THE HAZARD AND ± 1 IN. (2.5 cm) FROM THE MIDPOINT ALONG THE SHORTEST SIDE OF THE HAZARD AND AIMED AT THE MIDPOINT. 19 1/2 IN.449.5 cm) MAXIMUM SECTION IV - SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-10.5 REV. 1 ► Multiple Nozzle Fryer Protection — 3-Flow High Proximity/ 2-Flow, Low Proximity Fryers exceeding the coverage of a single nozzle (fryer size of a maximum 19 1/2 in. (50 cm) by a maximum of 19 in. (48 cm) for the cooking area or a fryer with a maximum of 19 1/2 in. x 25.3/8 in. (50 x 65 cm) including the drip board) can be protected with multiple nozzles up to a maximum of 6 sq. ft. (.6 m). FRYERS WITH DRIP BOARDS A single 3N or 290 nozzle can protect a maximum surface area of'495 sq. in. (3194 sq. cm) (fry pot area plus drip board area), or a maximum of 370 1/2 sq. in. (2390 sq. cm),.of fry pot only. The longest side of the total hazard must not exceed 25 3/8 in. (65 cm). See Figure 331. TOTAL SURFACE AREA 495 SO. IN. (3194 Sq. cm) MAXIMUM 25 3/8 IN. (65 cm) MAXIMUM LONGEST SIDE i 16 IN. cm) � t31N. MAXIMUM (33cm) Imo` �� MINIMUM I \\\\L I I I I I ( i I I �J 19 IN. (48.2 cm) \ MAXIMUM ► FRYER WITHOUT DRIP BOARD FIGURE 33k 370 1/2-IN. SO.-(2390 sq. cml MAXIMUM (FRY POT AREA ONLY) , 19 1/2 IN. (50 cm) MAXIMUM LONGEST SIDE FIGURE 331 SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-10.6 REV. 1 NOZZLE PLACEMENT REQUIREMENTS (Continued) Multiple Nozzle Fryer Protection — 3-Flow High Proximity/ 2-Flow Low Proximity (Continued) ► FRYERS WITH DRIP BOARDS (Continued) To properly protect this hazard with multiple nozzles, divide the surface area into modules not exceeding 495 sq. in. (3194 sq. cm) (cooking area plus drip board area) and 370 1 /2 sq. in. (2390 sq. cm) of fry pot only. When dividing into modules, the longest side of each module must not exceed 25 3/8 in. (65 cm). See Figure 33m. THIS IS TOTAL MODULE AREA WITHOUT DRIP BOARD. 25 3/8 IN. (65 cm) MAXIMUM DIMENSION. (COOKING AREA NOT TO EXCEED 370 1/2 SO. IN. (2390 sq. cm) THIS IS TOTAL MODULE AREA WITH DRIP BOARD 25 318 IN. (65 cm) MAXIMUM DIMENSION INCLUDING DRIP BOARD. (AREA INCLUDING DRIP BOARD MUST NOT EXCEED 495 SO. IN. (3194 sq. cm) FIGURE 33m The R-102 system uses two different style nozzles for the pro- tection of fryers. High Proximity Applications: 21 in. to 34 in. (53 to 86 cm) (34 in. (86 cm) maximum diagonal) above the top surface of fryer. See Figure 33n. The 3N nozzle, Part No. 76782, is used for high proximity applications. The nozzle tip is stamped with 3N, indicating that this is a three -flow nozzle and must be counted as three flow numbers. When using this nozzle for fryer protection, the nozzle tip must be positioned anywhere along or within the perimeter of .the area it is protecting and aimed at the mid point of the respective modular area. The maximum distance from the midpoint of the fryer to the nozzle tip is 34 in. (86 cm). See Figure 33n. h. 3N NOZZLE TIP MUST BE POSITIONED ANYWHERE ALONG OR WITHIN PERIMETER OF THE MODULAR AREA AND AIMED AT THE MIDPOINT OF THAT RESPECTIVE AREA. 34 IN. (86 cm) MAXIMUM DISTANCE TO MIDPOINT OF HAZARDS /r I\ \ 21 IN. (53 cm) MINIMUM I I I I \ �T� I — �I — I 1 34 IN. (86 cm) r-�— 1 MAXIMUM I � I DISTANCE TO 21 IN. I MIDPOINT OF 153 CM) i I i HAZARD MINIMUM I I FRYER WITH DRIP BOARD FIGURE 33n 2. Low Proximity Applications: 13 to 16 in. (33 to 41 cm) above top surface of fryer. See Figure 33o. The 290 Nozzle, Part No. 418120, is used for low proximity applications. The nozzle tip is stamped with 290, indicating that this is a two -flow nozzle and must be counted as two flow numbers. When using. this nozzle for fryer protection, the nozzle tip must be positioned over the midpoint of the respective modular area, and not more than 3 in. from the midpoint along the longest side of the module and not more than 1 in. from the midpoint along the shortest side of the module and aimed at midpoint. See Figure 33o. NOZZLE. PLACEMENT REQUIREMENTS (Continued) Multiple Nozzle Fryer Protection — 3-Flow High Proximity/ 2-Flow Low Proximity (Continued) ► FRYERS WITH DRIP BOARDS (Continued) 290 NOZZLE TIP POSITIONED OVER THE MIDPONT OF THE RESPECTIVE MODULAR AREA t 3 IN. FROM THE MIDPOINT ALONG THE LONGEST SIDE OF THE MODULE AND . 1 IN. FROM THE MIDPOINT ALONG THE SHORTEST SIDE OF THE MODULE AND AIMED AT MIDPOINT. 25 3/8 IN. (65 cm) MAXIMUM DIMENSION MAXIMUM COOKING AREA NOT TO EXCEED 370 1/2 SO. IN. (2390 sq. cm) M�I r16 IN.(41 cm)MAXIMUJfMIDPOINTOF MODULE UM DIMENSION MAXIMUM COOKING AREA INCLUDING DRIP BOARD NOT TO EXCEED 495 SO. IN. (3194 so. cm) FRYER WITH DRIP BOARD FIGURE 33o See Figure 33p for an example of modularizing a larger drip board fryer. EACH MODULAR AREA. INCLUDING DRIP BOARD MUST NOT EXCEED 495 SO. IN. (3194 sq. cm) 34 1N. (86 cm) 17 IN. (43 cm) I I MIDPOINT ( MIDPOINT 191N. 25 3/8 IN. (48 cm) (65 cm) I DRIP BOARD ' DRIP BOARD 25 3/8 IN. (64.4 cm) AREA OF EACH FRY POT MODULE CANNOT EXCEED 14 1/2 IN. 370.5 SO. IN. (36.8 cm) (2390 sq. cm) AREA OF THIS I MODULE 19 1/2 IN. (FRY POT PLUS (49.5 cm) + DRIP BOARD) CANNOT EXCEED Li 495 SO. IN. DRIP BOARD (3194 sq. cm) EXAMPLE ONLY FIGURE 33p SECTION IV SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-10.7 REV. 1 P. FRYERS WITHOUT DRIP BOARDS When protecting a fryer without a drip board using multiple nozzles, the hazard surface area must not exceed 370 1/2 sq. in. (2390 sq. cm) per nozzle and the longest side of each module must not exceed 25 3/8 in. (65 cm) and aimed at midpoint. See Figure 33q. MAXIMUM AREA PER NOZZLE CANNOT EXCEED 370 112 SO. IN. (2380 sq.cm) WITH THE LONGEST SIDE NOT EXCEEDING 25 3/8 IN. (65 cm) FRYER WITHOUT DRIP BOARD, FIGURE 33q To properly protect this hazard, divide the surface area into modules not exceeding 370 1/2 sq. in. (2390 sq. cm). When dividing into modules, the longest side of each module must not exceed 25 3/8 in. (65 cm). See Figure 33r. EACH MODULE MUST NOT EXCEED 370 V2 SO. IN. (2390 sq. cm) 25 3/8 IN. (65 cm) MAXIMUM LONGEST SIDE FIGURE 33r 110 SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-10.8 REV. 1 NOZZLE PLACEMENT REQUIREMENTS (Continued) Multiple Nozzle Fryer Protection — 3-Flow High Proximity/ ► 2. 2-Flow Low Proximity (Continued) FRYERS WITHOUT DRIP BOARDS (Continued) The R-102 system uses two different style nozzles for this protection. 1. High Proximity Application: 21 in, to 34 in. (53 to 86 cm) (34 in. (86 cm) maximum diagonal) above the top surface of the fryer. See Figure 33s. The 3N nozzle, Part -No. 76782, is used for high proximity applications. The nozzle tip is stamped with 3N, indicating that this is a three -flow nozzle and must be counted as three flow numbers. When using this nozzle for fryer protection, the nozzle tip must be positioned anywhere along or within the perimeter of the modular area it is protecting and aimed at the mid point of the respective modular area. The maximum distance from the midpoint of the fryer to the nozzle tip is 34 in. (86 cm). 3N NOZZLE TIP POSITIONED ANYWHERE ALONG OR WITHIN PERIMETER OF THE MODULAR AREA AND AIMED AT THE MIDPOINT OF THE RESPECTIVE MODULAR AREA. T 34 IN. (86'cm) f� MAXIMUM DISTANCE �'`�17 TO MIDPOINT OF MODULAR AREA 21 IN. (53 cm) MINIMUM MIDPOINT OF MODULE 34 IN. (86 cm) MAXIMUM I I N. (86 cm) MAXIMUM DISTANCE TO MIDPOINT OF HAZARD 21 IN. ) (53 cm) MINIMUM I I FRYER WITHOUT DRIP BOARD FIGURE 33s Low Proximity Application: 13 to 16 in. (33 to 41 cm) above top surface of fryer. See Figure 33t. The 290 Nozzle, Part No. 418120, is used for low proximity applications. The nozzle tip is stamped with 290, indicating that this is a two -flow nozzle and must be counted as two flow numbers. When using this nozzle for fryer protection, the nozzle tip must be positioned over the midpoint of the respective modular area, and not more than 3 in. from the midpoint along the longest side of the module and not more than 1 in. from the midpoint along the shortest side of the module and aimed at the midpoint. See Figure 33t. 290 NOZZLE TIP MUST BE POSITIONED OVER THE MIDPOINT OF THE RESPECTIVE MODULAR AREA t 31N. (7.6 cm) FROM THE MIDPOINT ALONG THE LONGEST SIDE OF THE MODULAR AND + 1 IN. (7.5 cm) FROM THE MIDPOINT ALONG THE SHORTEST SIDE OF THE MODULE AND AIMED AT THE MIDPOINT. I I 161N. (41 cm) / MAXIMUM 13 IN. (33 cm) MINIMUM MIDPOINT OF MODULE FRYER WITHOUT DRIP BOARD FIGURE 33t ► NOZZLE PLACEMENT REQUIREMENTS (Continued) Far West Hospitality Products Gas Fryer, Model PAR-1-20, 63000 BTU/hr Rating This specialized gas fryer can be protected with a single, 290 nozzle, Part No. 418120. The maximum dimension of the fry pot is 21 in. x 21 in. (53 x 53 cm). The 290 nozzle must be located on the front -to -rear centerline and aimed at the center of the cooking surface. See Figure 33u. 4 1/2 IN, 11 t5 CM) I 141N.�I\, (36 cm) 13 IN. (33 cm) \ BACK OF FRYER SIDE VIEW OF FRYER 290 NOZZLE LOCATED ON FRONT -TO -REAR CENTERLINE ± 4.5 IN. (11.4 cm) FROM SIDE TO SIDE CENTERLINE AND AIMED AT CENTER OF COOKING AREA. 141 (36 FIGURE 33u SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-11 REV. 2 SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-12 REV. 1 NOZZLE PLACEMENT REQUIREMENTS (Continued) Range Protection ► The R-102 system uses four different nozzles for the protection of ranges. One of the design options requires a one -flow nozzle and three of the design options require two -flow nozzles. NOTICE 13 in. (33 cm) diameter is the largest wok size that can be protected on ranges. 1. Range Protection (1-.Flow Nozzle) Single and multiple burner ranges can be protected using a 1 F nozzle, Part No. 418555. The nozzle tip is stamped with 1 F, indicating that this is a one -flow nozzie and must be counted as one flow number. When using this nozzle for range protection, the maximum length of the burners being protected with a single nozzle must not exceed 28 in. (71 cm) and the maximum area of the burners must not exceed 336 sq. in. (2168 sq. cm). When protecting a two burner area, the 1 F nozzle tip must be located anywhere on the burner centerline of the burners up to a maximum of 9 3/4 in. (24.8 cm) of horizontal dis- tance from the nozzle tip to the center of either burner. The nozzle tip must be positioned so that the burner cen- terline .and the tip flats are parallel. See Figure 34. When protected a single burner, the nozzle must be located over either of the shortest edges. FRONT -TO -REAR CENTERLINE mum (24.8 MUCm) 7-9IN. (18 — 23 cm) 7 — 9 IN. (18 —. 23 cm) 28 IN. (71 cm) MAXIMUM IF NOZZLE TIP LOCATED ANYWHERE ON THE LONGITUDINAL CENTERLINE AND NOT MORE THAN 9 314 IN. (24.8 cm) HORIZONTAL DISTANCE FROM NOZZLE TIP TO CENTER OF BURNER. THE NOZZLE MUST BE LOCATED ALONG THE BURNER CENTERLINE. THE BURNER CENTERLINE MUST BE BETWEEN 7 - 9 IN. (18 - 23 cm) FROM THE CENTER OF THE BURNERS BEING PROTECTED. NOZZLE TIP MUST BE POSITIONED SO THAT THE NOZZLE IS AIMED AT THE FRONT -TO -REAR CENTERLINE AND THE NOZZLE TIP FLATS ARE PARALLEL WITH THE FRONT -TO -REAR CENTERLINE. 7 501N. (127 cm) , 301N. (76 cm) \ i � TIP FLATS � 0 Li 501N. y (127 cm) \ 1 i 30 IN. \ 1 � THIS HORIZONTAL } (76 cm) \ - DISTANCE CANNOT EXCEED 9 3/4 IN. (24.8 cm) FIGURE 34 ► NOZZLE PLACEMENT REQUIREMENTS (Continued) Range Protection (Continued) 2. High Proximity Application (Two -Flow Nozzle): 40 in. to 50 in. (102 cm to 127 cm)- above the cooking surface. The high proximity application -uses the 245 nozzle, Part No. 418118. The nozzle tip is stamped with 245 indicating this is a two - flow nozzle and must be counted as two flow numbers. One 245 nozzle will protect a cooking area of 672 sq. in. (4335 sq. cm) with maximum dimensions of 28 in. x 24 in. (71 cm x 61 cm). When using this.nozzle for range protection, the nozzle must be pointed vertically down and positioned as shown in Figures 35 and 36. 245 NOZZLE TIP LOCATION CENTER OF COOKING SURFACE OR 11 318 IN. (29 cm) MAXIMUM FROM CENTERLINE OF NOZZLE TO CENTER OF ANY, BURNER �— 24 IN. (61 cm) MAXIMUM 245 NOZZLE TIP LOCATION CENTER COOKING SURFACE OR 11 3/8 IN. (29 cm) MAXIMUM FROM CENTERLINE OF NC TO CENTER OF AN` BURNER (71 cml NUM 71 cm( JM FIGURE 35 SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-13 REV. 1 28 IN. 171 cml 24 IN. (61 cm) MAXIMUM MAXIMUM I I I I I I li I I it I 245 NOZZLE TIP LOCATION /CENTERLINE OF COOKING SURFACE i 50 IN. (127 cm( MAXIMUM HEIGHT OF 245 401N. NOZZLE (102 cm( TIP ( MINIMUM HEIGHT OF 245 i I NOZZLE I I TIP I I I j O O O O FIGURE 36 ` SIKOI:� Four burners shown in Figure 35. For single or double burners, locate nozzle at center of cooking surface or 11 3/8 in. (29 cm) max- imum from nozzle centerline to center of any burner. SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-14 REV. 2 NOZZLE PLACEMENT REQUIREMENTS (Continued) Range Protection (Continued) 3. Medium Proximity Application (Two -Flow Nozzle): 30 in. to 40 in. (76 cm to 102 cm) above the cooking surface. The medium proximity application uses the 260 nozzle, Part No. 418119. The nozzle tip is stamped with 260 indicating this is a two - flow nozzle and must be counted as two flow numbers. One 260 nozzle will protect a cooking area of 672 sq. in. (4335 sq. cm) with maximum dimensions of 28 in. x 24 in. (71 cm x 61 cm). When using this nozzle for range protection, the nozzle must be pointed vertically down and positioned as shown in Figures 37 and 38. 28 IN. (71 cm) 24 IN. (61 cm) MAXIMUM MAXIMUM I � I I i I I I I I l I I I III 260 NOZZLE TIP LOCATION CENTER LINE OF COOKING SURFACE l l 40 IN. 1102 cm) MAXIMUM HEIGHT OF 260 NOZZLE TIP 30 IN. (76 cm) MINIMUM HEIGHT OF 260 NOZZLE TIP FIGURE 37 260 NOZZLE TIP LOCATION CENTER OF COOKING SURFACE OR C11 3l8- IN. (29 cm) MAXIMUM FROM CENTERLINE OF NOZZLE TO CENTER OF ANY BURNER 24 IN. (61 cm) MAXIMUM (71 cm) IUM 260 NOZZLE TIP ' LOCATION CENTER OF COOKING SURFACE 28 IN. (71 cm) OR ID + MAXIMUM 11 318 IN. (29 cm) MAXIMUM FROM CENTERLINE OF NOZZLE TO CENTER OF ANY I BURNER FIGURE 38 ) NOTICE Four burners shown in Figure 38. For single or double burners, locate nozzle at center of cooking surface or 11 3/8 in. (29 cm) max- imum from nozzle centerline to center of any burner. NOZZLE PLACEMENT REQUIREMENTS (Continued) Range Protection (Continued) ► 4. Low Proximity Application (Two -Flow Nozzle): 15 in. to ► 20 in. (38 cm, to 51 cm) above the cooking surface. The low proximity application requires two (2) 290 nozzles, Part No. 418120. The nozzle tip is stamped with 290 indicating this is a two flow nozzle and must be counted as two flow numbers. Two (2) 290 nozzles will protect a cooking area of.1008 sq. in. (6503 sq. cm) with maximum dimensions of 28 in. x 36 in. (71 cm x 92 cm). When using two of these nozzles for low proximity range protection, the nozzles must be positioned along the cooking surface perimeter to 1.5 in. (3.8 cm) inside the perimeter, and aimed at a 450 angle along the longitudinal centerline of the range. See Figures 39 and 39a. 28 IN. (71 cm) MAXIMUM 36 IN. (91 cm) MAXIMUM I �\ 290 NOZZLE TIP LOCATION 0 — 1.5 IN. (0 — 3.8 cm) IN FROM EDGE OF COOKING SURFACE 45' I 45, II �t I 15 IN. (38 cm) 15 IN. (38 cm) MINIMUM I I i i MINIMUM II II 20 IN. (51 cm) 20 IN. (51 cm) MAXIMUM ` O Q O O O O MAXIMUM ' FIGURE 39 SECTION 1V SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-14.1 REV. 2 36 IN. (91 cm) MAXIMUM 290 NOZZLE TIP LOCATION 0 — 1.5 IN. (3.8 cm) IN FROM EDGE OF COOKING SURFACE LONGITUDINAL CENTERLINE 28 IN. (71 cm) MAXIMUM 290 NOZZLE TIP LOCATION CENTER OF COOKING SURFACE t 2 IN. (5 cm) 36, IN. (91 cm) 28 IN. (71 cm) MAXIMUM -7 MAXIMUM / 290 NOZZLE TIP LOCATION / CENTER OF COOKING SURFACE 290 NOZZLE TIP LOCATION t 2 IN. (5 cm) 0 — 1.5 IN. (3.8 cm) IN FROM EDGE OF COOKING SURFACE FIGURE 39a SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-14.2 REV. 1 NOZZLE PLACEMENT REQUIREMENTS (Continued) Griddle Protection The R-102 system uses four different nozzles for the protection of griddles. One of the applications requires a one -flow nozzle and three of the applications require a two -flow nozzle. One -Flow Griddle Protection 1. High Proximity Application: 35 in. to 40 in. (89 to 102 cm) above the cooking surface. This high proximity application uses the 1 N nozzle, Part No. 56930. The nozzle tip is stamped with 1 N indicating this is a one - flow nozzle and must be counted as one flow number. One 1 N nozzle will protect a cooking area of 1080 sq. in. (6968 sq. cm) with the maximum longest side of 36 in. (91 cm). When using this nozzle for griddle protection, the nozzle must be positioned along the cooking surface perimeter to a maximum of 2 in. (5 cm) inside the perimeter, and aimed to the midpoint of the cooking surface. See Figure 40a and 40b. NOTICE When using this type of griddle protection, only 5 flow numbers are allowed on a 1.5 gallon system and only 11 flow numbers are allowed on a 3 gallon system. rMIDPOINT OF i COOKING SU RFACE i +f I I I � I I 1N NOZZLE LOCATED ALONG ANY SIDE OF GRIDDLE SURFACE WITHIN 0 — 2 IN. (0 — 5 cm) OF COOKING SURFACE EDGE. NOZZLE MUST BE AIMED AT MIDPOINT OF COOKING SURFACE COOKING SURFACE EDGE FIGURE 40a 30 IN. (76 cm) 36 IN. (91 cm) MAXIMUM I< I � I I i I I I� NOZZLE LOCATION 0 — 2 IN. (0 — 5 cm) INSIDE PERIMETER --� OF COOKING SURFACE II EDGE I I OF I I COOKING I I SURFACE II II f/I I� 40 IN. MAXIMMUU MAM j HEIGHT I 35 IN. OF 1N 1 (89 cm) NOZZLE I MINIMUM - TIP HEIGHT I I OF 1N NOZZLE TIP II 1 i FIGURE 40b Two -Flow Griddle Protection 1. High Proximity Application: (Nozzle Center Located) 30 in. to 50 in. (76 cm to 127 cm) above the cooking surface. This high proximity application uses the 290 nozzle, Part No. 418120. The nozzle tip is:stamped with 290 indicating this is a two - flow nozzle and must be counted as two flow numbers. One 290 nozzle will protect a cooking area of 720 sq. in. (9290 sq. cm) with maximum dimensions of 24 in. x 30 in. (61 cm x 76 cm). When using this nozzle for high proximity applications, the nozzle must be positioned within 1 in. (2.5 cm) of the center of the cooking surface and pointed vertically down. See Figure 40c and 40d. ► NOZZLE PLACEMENT REQUIREMENTS (Continued) Two -Flow Griddle Protection (Continued) 30 IN. (78 em) 24 IN. (61 cm) MAXIMUM MAXIMUM I �i CENTER LINE OF GRIDDLE SURFACE + 1 IN. IN ANY DIRECTION I I I I I 50 IN. (127 cm) MAXIMUM HEIGHT OF 290 NOZZLE I I TIP A, 30 IN. (78 cm) MINIMUM HEIGHT OF 290 NOZZLE TIP FIGURE 40c 11. SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-15 REV. 2 NOZZLE 24 IN. (61 cm) MAXIMUM LOCATION 1 IN. (2 cm) � I— MAXIMUM 1 IN. (2 cm) MAXIMUM CENTER OF GRIDDLE SURFACE OR A MAXIMUM DIMENSION OF 20.6 IN. (52 cm) FROM NOZZLE CENTERLINE TO FURTHEST CORNER OF GRIDDLE 30 IN. (76 cm) MAXIMUM FIGURE 40d SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-16 REV. 2 NOZZLE PLACEMENT REQUIREMENTS (Continued) Two -Flow Griddle Protection (Continued) ► 2. High Proximity Application: (Nozzle Perimeter Located) 30 in. to 50 in. (76 cm to 127 cm) above the cooking surface. This high proximity application uses the 260 nozzle, Part No. 418119. The nozzle tip is stamped with 260 indicating this is a two - flow nozzle and must be counted as two flow numbers. One 260 nozzle will protect a cooking area of 1440 sq. in. (9290 sq. cm) with maximum dimensions of 30 in. x 48 in. (76 cm x 122 cm). When using this nozzle for griddle protection, the nozzle must be positioned along the cooking surface perimeter to 2 in. (5.1 cm) inside perimeter, and aimed at the center of the cooking surface. See Figure 41a and 41b. 30 IN. 176 cmi 48 IN. (122 cm) MAXIMUM I rF , I I i I ( I I I ! I NOZZLE LOCATION I I 0- 2 IN. (0 - 5 cm) INSIDE PERIMETER I OF COOKING SURFACE II/ Imo. II 501N. (127 c I MA MAXIMUU M I I I GHT I OF260 EDGE OF I I ( I NOZZLE COOKING i l I I TIP SURFACE l l / I I 30 1N. (76 cm) I I MINIMUM HEIGHT OF I I 260 NOZZLE II I TIP Ir iI i FIGURE 41a rMIDPOINT OF I COOKING SURFACE i + I I I (AIM POINT) 260 NOZZLE LOCATED ALONG ANY,. SIDE OF COOKING SURFACE EDGE GRIDDLE SURFACE WITHIN 0 - 2 IN. (0 - 5 cm) OF COOKING SURFACE EDGE. NOZZLE MUST BE AIMED AT MIDPOINT OF COOKING SURFACE. FIGURE 41b 3. Medium , Proximity Application: (Nozzle Perimeter Located)20 in. to 30 in. (51 cm to 76 cm) above the cooking surface. The medium proximity application uses the 290 nozzle, Part No. 418120. The nozzle tip is, stamped with 290 indicating this is a two - flow nozzle and must be counted as two flow numbers. One 290 nozzle will protect a cooking area of 1440 sq. in. (9290 sq. cm) with maximum dimensions of 30 in. x 48 in. (76 cm x 122 cm). When using this nozzle for griddle protection, the nozzle must be positioned .along the perimeter to 2 in. (5.1 cm) inside perimeter, and aimed at the center of the cooking surface. See Figure 42 and 43. Qr CENTER OF COOKING �. SURFACE I I (AIM POINT) L--------� _J 290 NOZZLE LOCATED ALONG ANY SIDE OF GRIDDLE SURFACE WITHIN 0 - 2 IN. (0 - 5 cm) OF COOKING SURFACE EDGE. NOZZLE MUST BE AIMED AT CENTER OF COOKING SURFACE. COOKING SURFACE EDGE FIGURE 42 NOZZLE PLACEMENT REQUIREMENTS (Continued) Two -Flow Griddle Protection (Continued) 30 IN. (78 cm) MAXIMUM 48 IN. (121 cm) ' MAXIMUM I< I II II II NOZZLE LOCATION I I 0 — 2 IN. (0 - 5 cm) INSIDE I I� PERIMETER OF COOKING SURFACE I 30 IN. (76 cm) I MAXIMUM HEIGHT OF 120 IN. (51 cm) 290 NOZZLE I. I MINIMUM TIP HEIGHT OF I I I 12W NOZZLE I I I I TIP II �� EDGE OF COOKING SURFACE FIGURE 43 4. Low Proximity Application: (Nozzle Perimeter Located) 10 in. to 20 in. (25 cm to 51 cm) above the cooking surface. The low proximity application uses the 2120 nozzle, Part No. 418121. The nozzle tip is stamped with 2120 indicating this is a two - flow nozzle and must be counted as two flow numbers. One 2120 nozzle will protect a cooking area of 1440 sq. in. (9290 sq. cm) with maximum dimensions of 30 in. x 48 in. (76 cm`x 122 cm). When using this nozzle for griddle protection, the nozzle must be positioned along the perimeter to 2 in. (5.1 cm) inside perimeter, and aimed at the center of the cooking surface. See Figure 44 and 45. SECTION IV" — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-17 REV. 2 30 IN. (76 cm) MAXIMUM 48 IN. (121 cm) MAXIMUM " I I , I I ' i I II II II II NOZZLE LOCATION I I I 0 — 21N. (0 — 5 cm) — rf INSIDE PERIMETER OF COOKING I . 20 IN. (51 cm) SURFACE I MAXIMUM HEIGHT OF I I I 2120 NOZZLE / l TIP 10 IN. (25 cm) MINIMUM I I HEIGHT OF I I 2120 NOZZLE II I I TIP I� EDGE OF COOKING SURFACE rCENTER OF COOKING SURFACE I 1T I (AIMMPPOINT) 2120 NOZZLE LOCATED ALONG ANY SIDE OF GRIDDLE SURFACE WITHIN 0 — 2 IN. (0 — 5 cm) OF COOKING SURFACE EDGE NOZZLE MUST BE AIMED AT CENTER OF COOKING SURFACE FIGURE 44 EDGE OF COOKING SURFACE FIGURE 45 SECTION IV — SYSTEM DESIGN UL EX. 3470 6-11-95 Page 4-17.1 ► NOZZLE PLACEMENT REQUIREMENTS (Continued) Chain Broiler Protection The R-102 system uses two IN Nozzles (Part No. 56930) for chain broiler protection. The nozzle.tip is stamped 1 N, indicating that this is a one -flow nozzle and must be counted as one flow number (total of two flow numbers for each chain broiler being protected). Two 1 N nozzles are always needed for chain broiler protection when the hazard area to be protected does not meet the "Over- head Broiler Protection" requirements. The maximum internal size of the broiler is 43 x 31 in. (109 cm x 79 cm). The nozzles must be positioned at each end of the enclosed cooking chamber 1 to 3 in. (2.5 to 7.5 cm) above the surface of the chain and a maximum distance of 4 in. (10 cm) away from the broiler opening. The nozzles may be mounted at either corner as long as they are at opposite ends of the chain broiler and positioned to dis- charge diagonally across the top of the chain. See Figures 46 and 47. 5 cm) FIGURE 46 P. 11. MAXIMUM BROILER 43 X 31 IN. (109X79c FIGURE 47 SECTION IV - SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-18 REV. 1 NOZZLE PLACEMENT REQUIREMENTS (Continued) ► Overhead Chain Broiler Protection The R-102 system uses two 1 W Nozzles (Part No. 56927) for overhead chain broiler protection. The nozzle tip is stamped with 1 W, indicating that this is a one -flow nozzle and must be counted as one flow number. i Overhead protection is only available for chain broilers with exhaust opening dimensions that are not less than 60% of the internal broiler length and not less than 60% of the internal broiler width, to a minimum size of 12 in. x 12 in. (30.5 x 30.5 cm). Internal broiler size can not be larger than 32 in. x 34 in. (81 x 86 cm). Example No. 1 - Internal broiler size is, 24 in. long x 20 in. wide (61 x 51 cm), with an opening of 16 in. x 16 in. (40.6 x 40.6 cm). To determine minimum opening size, multiply the internal length and the internal width by 0.6: Length of opening - 24 in. x 0.6 = 14.4 in. (61 cm x 0.6 = 36.6 cm) Width of opening - 20 in. x 0.6 = 12.0 in. (51 cm x 0.6 = 30.5 cm) The minimum allowable opening for overhead pro- tection would be 14.4 in. x 12.0 in. (36.6 x 30.5 cm). This example would be acceptable for overhead protection. Example No. 2 - Internal broiler size is 30 in. long x 24 in. wide (76 x 61 cm) with an opening of 22 in. x 12 in. (56 x 30 cm). To determine minimum opening size, multiply internal length and internal width by 0.6: Length of opening - 30 in. x 0.6 = 18.0 in. (76 cm x 0.6 = 45.7 cm) Width of opening - 24 in. x 0.6 = 14.4 in. (61 cm x 0.6 = 36.6 cm) Minimum allowable opening for overhead protection would be 18 in. x 14.4 in. (45.7 x 36.6 cm). Because this broiler has an opening of 22 in. x 12 in., the 12 in. width is below the minimum allowable calculated dimension of. 14.4 in. (36.6 cm) and there- fore would not be acceptable for overhead protection. When overhead protection is used, the nozzles must be cen- tered above the exhaust opening within 4 to 8 in.. (10 to 20 cm) of each other and they must be located 10 to 26 in. (25 to 66 cm) above the top of the broiler surface. See Figure 48. 4-8 IN. (10-20 cm) 12 IN. (30.5 cm) MINIMUM MAXIMUM INTERNAL BROILER SIZE 32 x 34 IN. (81 x 86'cm) FIGURE 48 The nozzles may vary in position as long as they are evenly spaced from the exhaust center and are always 1800 opposite of each other. If the opening is not square, the nozzles must be positioned along the centerline, parallel to the longest side of the opening. See Figure 49. TOP VIEW TOP VIEW FIGURE 49 0 NOZZLE PLACEMENT REQUIREMENTS (Continued) Nieco Broiler With Catalytic Converter Protection Certain models of the Nieco broiler (Models 940, 962, and 960) are equipped with a catalytic converter to comply with new clean air laws. Because of the converter, it is' necessary to protect these broilers in a special way. The guidelines for protecting these broilers are as follows: The maximum internal broiling area is 29 in. x 23.5 in. (74 cm x 60 cm). — An R-102 3-gallon system with ` a maximum of 6 flow numbers, must be used for protection of each broiler, including plenum and duct. — Each individual broiler must be protected with a minimum of (2) two, 1 N nozzles. Part No.56930. The nozzles must be located as shown in Figure 50. The broiler must be fitted with two 1 in. (2.5 cm) high agent barriers on the angled surface of the broiler. See Figure 50. If these have not been completed by the equipment sup- plier, they must be added in the field. 30° (2) 1 N NOZZLES PART NO. 56930 Da 14.25 1 IN. (36 cm)) `.+------_ 12IN. T013IN. I- , (31 cm TO 33 cm) r <1 ------ram LOCATE NOZZLES 2 13/16 IN. (7.1 cm) ON EACH SIDE OF BROILER CENTER LINE 14.25 t 1 IN. (36 cm) u 1 SECTION IV — SYSTEM DESIGN UL EX. 3470 11-1-94 Page 4-19 Upright/Salamander Broiler Protection The R-102 system uses two 1/2N Nozzles (Part No. 56929) for all upright/salamander broiler protection: The nozzle tip is stamped 1/2N, indicating that this is -a half -flow nozzle. A pair of these nozzles will equal one flow number. Two 1/2N broiler nozzles will protect a hazard area (internal broiler chamber) of 30 in. x 32.5 in. (76 cm x 82.5 cm). These nozzles must always be used in pairs on an upright/salamander broiler. One nozzle must be positioned above the grate and pointed at the back opposite corner of the broiler chamber. The second nozzle must be pointed down into the center of the drip pan through the open slot. See Figure 51. SALAMANDER BROILER UPRIGHT BROILER BROILER CHAMBER SIDE VIEW FIGURE 51 FIGURE 50 SECTION IV — SYSTEM DESIGN UL EX. 3470 11-1-94 Page 4-20 NOZZLE PLACEMENT REQUIREMENTS (Continued) Electric.Char-Broiler Protection The R-102 system uses the 1 N nozzle for the protection of elec- tric char -broilers. The maximum length of the hazard can be no longer than 34 in. (86 cm) and the total hazard area must not exceed 680 sq. in. (4388 sq. cm). 1. Nozzle Location: 20 to 50 in. (51 to 127 cm) above the grate surface. The 1 N Nozzle (Part No. 56930) is used for electric char - broiler applications. The nozzle tip is stamped with 1 N, indicating that this is a one -flow nozzle and must be counted as one flow number. When using this nozzle for electric char -broiler protection, the nozzle must be positioned anywhere along or within the perimeter of the maximum hazard area and aim at the center of the cooking surface. See Figure 52. 20 IN. (51 cm) 34 IN. (86 cm) MAXIMUM I \ MAXIMUM F I i l I I\ I 50 IN. (127 cm) MAXIMUM 20 IN. (51 cm) MINIMUM FIGURE 52 Gas -Radiant Char -Broiler Protection The R-102 system uses the 245 Nozzle (Part No. 418118) for all gas -radiant char -broiler protection. The nozzle tip is stamped with 245, indicating that this is a two -flow nozzle and must be counted as two flow numbers. One 245 nozzle will protect a hazard with a maximum length of 24 in. (61 cm) and a total hazard area which does not exceed 528 sq. in. (3406 sq. cm). The nozzle tip must be located 18 to 40 in. (46 to 102 cm) above the hazard surface. When using this nozzle for gas -radiant char -broiler protection, the nozzle must be positioned anywhere along. or within the perimeter of the max- imum hazard area and aimed at the center of the cooking sur- face. See Figure 53. iI � I 1 i 40 IN. (102 cm) \ MAXIMUM / I 18 IN. (48 cm) MINIMUM I � i FIGURE 53 NOZZLE PLACEMENT REQUIREMENTS (Continued) Lava Rock (Ceramic) Char -Broiler Protection The R-102 system uses the 1 N Nozzle (Part No. 56930) for all lava rock char -broiler protection. The nozzle tip is stamped with 1 N, indicating that this is a one -flow nozzle and must be counted as one flow number. One 1 N nozzle will protect a hazard which has a maximum length of 24 in. (61 cm) and a total hazard area which does not exceed 312 sq. in. (2013 sq. cm). The nozzle tip must be located 18 to 35 in. (46 to 89 cm) above the hazard surface. When using this nozzle for lava rock (ceramic) char -broiler protection, the nozzle must be positioned anywhere along or within. the perimeter of the maximum hazard area and angled to the center. See Figure 54. 13 IN. 11 (33 cm)24 IN. (61 cm) MAXIMUM I I I I I I I I I `I I I 35 IN. (89 cm) MAXIMUM //1117 FIGURE 54 SECTION IV — SYSTEM DESIGN U L EX. 3470 11-1-94 Page 4-21 Natural Charcoal Broiler Protection The R-102 system uses the 1 N Nozzle (Part No. 56930) for all natural charcoal broiler protection. The nozzle tip is stamped with 1 N indicating that this is a one -flow nozzle and must be counted as one flow number. One 1 N nozzle will protect a hazard area which has a maximum length of 24 in. (61 cm) and a total hazard area which does not exceed 288 sq. in. (1858 sq. cm). The nozzle tip must be located 18 to 40 in. (46 to 102 cm) above the hazard surface. When using this nozzle for natural charcoal broiler protection, the nozzle must be positioned anywhere along or within the perimeter of the max- imum hazard area and aimed at the center of the; cooking sur- face. See Figure 55. The coverage of such appliances only applies when the depth of the charcoal does not exceed 4 in. (10 cm). 4 IN. (10 cm) MAXIMUM DEPTH 12 IN. (30 cm) � 24 IN. (61 cm) T \ MAXIMUM s I I I I I I I I I t I i I I I I I I I I 40 IN. (102 cm) MAXIMUM FIGURE 55 SECTION IV — SYSTEM DESIGN UL EX. 3470 11-1-94 Page 4-22 NOZZLE PLACEMENT REQUIREMENTS (Continued) Alternate Ceramic/Natural Charcoal Char -broiler Protection The R-102 system may also use the 3N nozzle (Part No. 76782) for all ceramic (lava rock) and natural charcoal char -broiler pro- tection. The nozzle tip is stamped with 3N, indicating that this is a three -flow nozzle and must be counted as three flow numbers. One 3N nozzle will protect a hazard which has a maximum length of 30 in. (76 cm) and a total hazard area which does not exceed 720 sq. in. (4645 sq. cm). The nozzle tip must be located 14 to 40 in. (36 to 102 cm) above the hazard surface. The nozzle must be positioned anywhere along or within the perimeter of the max- imum hazard area and angled to the center. See Figure 56. Mesquite Char -Broiler Protection The R-102 system uses the 3N Nozzle (Part No. 76782) for mes- quite char -broiler protection. The nozzle tip is stamped with 3N indicating that this is a three -flow nozzle and must be counted as three flow numbers. One 3N nozzle will protect a hazard which has a maximum length of 30 in. (76 cm) and a total hazard area which does not exceed 720 sq. in. (4645 sq. cm). The nozzle tip must be located 14 to 40 in (36 to 102 cm) above the hazard surface. The nozzle must be positioned anywhere along or within the perimeter of the max- imum hazard area and aimed at the center of the cooking sur- face. See Figure 57. For natural charcoal char -boiler protection, this coverage only Mesquite logs and pieces, no smaller than 4 in. (10 cm) in length, applies when the depth of the charcoal does not exceed 4 in. may be protected with a maximum allowable wood depth of (10 cm). 6 in. (15, cm). 24 IN. (61 cm) _ `30 IN. (76 cm) MAXIMUM I I I I I I I I I i l I I I I 'j I� I I I I 40 IN. (102 cm) I I MAXIMUM I 14 IN. (36 cm) \ MINIMUM I I 4 IN. (10 cm) I MAXIMUM DEPTH 6 IN. (15 cr MAXIMUM DEPTH 24 IN. 30 IN. (76 cm) . (61 cm) MAXIMUM �>i I I I I I I I I I I I I I I I I I I I I � I I ,I I /I I 40 IN. (102 cm) MAXIMUM //,,'*'7 / 114 IN. (36 cm) MINIMUM FIGURE 56 FIGURE 57 NOZZLE PLACEMENT REQUIREMENTS (Continued) Wok Protection The R-102 system uses two different nozzles for the protection of woks. - 1 . A 260 nozzle, Part No. 418119, will protect a wok 14 in. (36 cm) minimum diameter up, to 3,0 in. (76 cm) maximum diameter. The wok depth must be no less than 3.75 in. (9.5 cm) and no greater than 8 in. (20 cm). The nozzle tip is stamped with 260 indicating that this is a two -flow nozzle and must be counted as two flow numbers. When using this nozzle, the nozzle must be positioned as shown in Figure 58a. NOZZLE MUST BE POSITIONED WITHIN 1 IN. (2 cm) RADIUS OF THE CENTER OF THE WOK. POINTED VERTICALLY DOWN 260 NOZZLE 35 — 45 IN. (89 — 114 cm) MINIMUM DEPTH 3.75 IN. (9.6 cm) MAXIMUM DEPTH 8 IN. (20 cm) 1— I T 14 IN. (35.6 cm) MINIMUM DIAMETER 30 IN. (76.2 cm) MAXIMUM DIAMETER FIGURE 58a ► 2. A 1 N nozzle, Part No. 56930, will protect a wok 11 in. 28 cm) minimum diameter up to 18 in. (46 cm) max- imum diameter. The wok depth must be no less than 3 in. (7.6 cm) and no greater than 5 in. (13 cm). The nozzle tip is stamped with 1 N indicating that this is a one -flow nozzle and must be counted as one flow number. When using this nozzle, the nozzle must be positioned as shown in Figure 58b. SECTION IV - SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-23 REV. 1 NOZZLE MUST BE POSITIONED WITHIN 1 IN. (2 cm) RADIUS OF CENTER OF THE WOK, POINTED VERTICALLY DOWN. IN NOZZLE I i 35 — 45 IN. (89 — 114 cm) MINIMUM DEPTH 3.0 IN. (7.6 - MAXIMUM DEPTH 5.0 IN. (12.7 cm) f 11 IN. (27.9 cm) MINIMUM DIAMETER 18 IN. (45.7 cm) MAXIMUM DIAMETER FIGURE 58b 3. A 1 N Nozzle, Part No: 56930, will also protect a wok 11 in. (28 cm) minimum diameter up to 24 in. (61.cm) maximum diameter. The wok depth must be no less than 3 in. (8 cm) and no greater than 6 in. (15 cm). The nozzle tip is stamped with 1 N indicating that this a one -flow nozzle and must be counted as one flow number. When using this nozzle, the nozzle must be positioned as shown in Figure 58c. NOTICE When using this type of wok protection, only 5 flow numbers are allowed on a 1 1/2 gallon system, and only 11 flow numbers are allowed on a 3 gallon system. NOZZLE MUST BE POSITIONED WITHIN 1 IN. (2 cm) RADIUS OF CENTER OF THE WOK, POINTED VERTICALLY DOWN. 1N NOZZLE I I 35 IN. (89 cm) MINIMUM DEPTH 3.0 IN. (7.6 cm) MAXIMUM DEPTH 6.0 IN. (15 cm) I 11 IN. (28 cm) L_ MINIMUM DIAMETER i — 24 IN. (61 cm) _ MAXIMUM ---~ DIAMETER FIGURE 58c SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-24 REV. 2 NOZZLE PLACEMENT REQUIREMENTS (Continued) Nozzle Application Chart The following chart has been developed to assist in calculating the quantity and type of nozzle required to protect each duct, plenum, or appliance. 51A NOTICE This chart is for general reference only. See complete details for each type of hazard. Nozzle Tip Maximum Hazard Nozzle Nozzle Nozzle Stamping — Hazard Dimensions Quantity Heights Part No. Flow No. Duct or Transition Length — Unlimited 1 — 56927/415567 1 W/1 WS (Single Nozzle) Perimeter — 27 in. (67 cm) Diameter — 8.5 in. (22 cm) Duct or Transition Length — Unlimited 1 — 56928/78078' 2W/2WH' (Single Nozzle) Perimeter — 75 in. (190.5 cm) Diameter — 24 in. (61 cm) Duct or Transition Length — Unlimited 2 — 56928/78078 2W/2WH' (Dual Nozzle) Perimeter — 150 in. (381 cm) Diameter — 48 in. (122 cm) .Electrostatic Precipitator .Individual Cell 1 — 56929 1/2N (At Base of Duct) Plenum Length — 8 ft. (2.4 m) 1 — 56930/415566/411332 1 N/1 NS/1 NSS (Horizontal Protection) Filter Height — 20 in. (51 cm) Plenum Length — 4 ft. (1.2 m) 1 — 56927/41.5567/417333 1 W/1 WS/1 WSS 1 (Vertical Protection) Width — 4 ft. (1.2 m) ` P. Fryer/Split Vat Fryer" Maximum Size (without drip board) 15 in. (38 cm) x 14 in. (36 cm) Area — 210 sq. in. (1355 sq. cm) Maximum High Proximity 1 27 — 47 in. 418117 230 Medium Proximity 1 20 — 27 in. 418118 245 Maximum Size (with drip board) 21 in. (53 cm) .x 14 in. (36 cm) Area — 294 sq. in. (1897 sq. cm) Maximum (Fry Pot must not exceed 15 in. x 14 in. (38 cm x 36 cm)) High Proximity 1 27 — 47 in. 418117 230 Medium Proximity 1 20 — 27 in. 418118 245 .:Use 2WH nozzle on 1.5 gallon, 6 flow, duct and plenum protection only. "For multiple nozzle protection of single fryers, see detailed information on Pages 4.10.1 through 4-10.8 NOZZLE PLACEMENT REQUIREMENTS (Continued) Nozzle Application Chart (Continued) Maximum Hazard Hazard Dimensions ► Fryer" • Maximum Size (without drip board) 19 1/2 in. (49.5 cm) x 19 in. (48.2 cm) Area — 370 1/2 sq. in. (2390 sq. cm) Maximum High Proximity Low Proximity Maximum Size (with drip board) 25 3/8 in. (64.4 cm) Area — 495 sq. in. (3194 sq. cm) Maximum (Fry pot side must not exceed 19 1/2 in. (49.5 cm) x 19 in. (48.2 cm) High Proximity Low Proximity Range Longest Side 28 in. (71. cm) Area — 336 sq. in. (2168 sq. cm) Longest Side (High Proximity) 28 in. (71 cm) Area — 672 sq. in. (4335 sq. cm) Longest Side (Medium Proximity) 28 in. (71 cm) Area — 672 sq. in. (4335 sq. cm) Longest Side (Low Proximity) 36 in. (91 cm) Area — 1008 sq. in. (6503 sq. cm) Griddle Longest Side (High Proximity) 48 in, (122 cm) Area — 1440 sq. in. (9290 sq. cm) Longest Side (High Proximity) 30 in. (76 cm) Area 720 sq. in. (1829 sq. cm) SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-25 REV. 2 Nozzle Tip Nozzle Nozzle Nozzle Stamping — Quantity Heights Part No. Flow No. 1 21 — 34 in. 76782 3N 1 13 — 16 in. 418120 290 1 21 — 34 in. 76782 3N 1 13 — 16 in. 418120 290 1 30 — 50 in. 418555 1 F (76 — 127 cm) 1 40 — 50 in. 418118 245 (102 — 127 cm) 1 30 — 40 in. 418119 260 (76 — 102 cm) 2 15 - 20 in. 418120 290 (38 — 51 cm) 1 30 — 50 in. 418119 260 (76 — 127 cm) (perimeter located) 1 30 — 50 in. 418120 290 (76 — 127 cm) (center located) *For multiple nozzle protection of single fryers, see detailed information on Pages 4.10.1 through 4-10.9 SECTION IV - SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-25.1 REV. 1 NOZZLE PLACEMENT REQUIREMENTS (Continued) Nozzle Application Chart (Continued) Nozzle Tip Maximum Hazard Nozzle Nozzle Nozzle Stamping - Hazard Dimensions Quantity Heights Part No. Flow No. Griddle (Continued) Longest Side (High Proximity) 1 35 — 40 in. 56930/415566/417332 1 N/1 NS/1 NSS 36 in. (91 cm) (89 - 102 cm) Area - 1080 sq. in. (perimeter (2743 sq. cm) located) Longest Side 1 20 - 30 in. 418120 290 (Medium Proximity) (51 - 76 cm) 48 in. (122 cm) (perimeter Area - 1440 sq. in. located) (9190 sq. cm) Longest Side (Low Proximity) 1 10 - 20 in. 418121 2120 48 in. (122 cm) (25 - 51 cm) Area - 1440 sq. in. (perimeter (9290 sq. cm) located) Chain Broiler' Longest Side - 34 in. (86 cm) 2 10 - 26 in. 56927/415567/417333 1 W/1 WS/1 WSS (Overhead Protection) Area - 1088 sq. in. (25 - 66 cm) (7019 sq. cm) Chain Broiler Length - 43 in. (109 cm) 2 1 - 3 in. 56930/415566/417332 1 N/1 NS/1 NSS (Horizontal Protection) Width - 31 in. (79 cm) (3 - 8 cm) Gas -Radiant Char -Broiler Longest Side - 24 in. (61 cm) 1 18 - 40 in. 418118 245 Area - 528 sq. in. (46 - 102 cm) (3406 sq. cm) ( Electric Char -Broiler Longest Side - 34 in. (86 cm) 1 20 - 50 in. 56930/415566/417332 1 N/1 NS/1 NSS \ _ Area - 680 sq. in. (51 - 127 cm) (4388 sq. cm) Lava -Rock Broiler Longest Side - 24 in. (61 cm) 1 18 - 35 in. 56930/415566/417332 1 N/1 NS/1 NSS Area - 312 sq. in. (46 - 89 cm) (2013 sq. cm) Natural Charcoal Broiler Longest Side - 24 in. (61 cm) 1 18 - 40 in. 56930/415566/417332 1 N/1 NS/1 NSS Area - 288 sq. in. (46 - 102 cm) (1858 sq. cm) Lava -Rock or Natural Longest Side - 30 in. (76 cm) 1 14 - 40 in. 76782 3N Charcoal Char -Broiler Area - 720 sq. in. (36 - 102 cm) (4645 sq. cm) Mesquite Char -Broiler Longest Side - 30 in. (76 cm) 1 14 - 40 in. 76782 3N Area - 720 sq. in. (36 - 102 cm) (4645 sq. cm) Upright Broiler Length - 32.5 in. (82.5 cm) 2 - 56929 1/2N Width - 30 in. (76 cm) Salamander Length - 32.5 in. (82.5 cm) 2 - 56929 1/2N Broiler Width - 30 in. (76 cm) Wok 14 in. - 30 in. (36 - 76 cm) 1 35 - 45 in. 418119 260 Diameter (89 - 114 cm) 3.75 - 8.0 in. (9.5 - 20 cm) Deep ► 11 in. - 18 in. (28 - 46 cm) 1 35 - 40 in. 56930/415566/417332 1 N/1 NS/1 NSS ► Diameter (89 - 102 cm) 3.0 - 5.0 in. (7.6 - 13 cm) Deep 11 in. - 24 in. (28 - 61 cm) 35 in. 56930/415566/417332 1 N/1 NS/1 NSS ► Diameter (89 cm) 3.0 - 6.0 in. (8 - 15.2 cm) Deep ► 'Minimum chain broiler exhaust opening — 12 in. x 12 in. (31 cm x 31 cm, and not less than 60% of internal broiler size. SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-26 REV. 2 ► TANK AND CARTRIDGE REQUIREMENTS Once the hazard analysis is completed and the total nozzle flow numbers are established, the quantity and size of agent tanks and cartridges needed to supply the nozzles with the proper volumes of agent at the proper flow rates can be determined. For cartridges used in the regulated release mechanism, flow capacities, tank quantities and sizes, and regulated release car- tridge options are given in the table below. Total Quantity and Regulated Release Flow Size of Cartridge Options Numbers' Tank(s) Nitrogen Carbon Dioxide 1 — 5 (1) 1.5 Gallon LT-20-R (7032) 101-10 (15850) 6 — 11 (1) 3.0 Gallon LT-30-R (5373) 101-20 (17492) 11 — 16 (1) 1.5 Gallon Double (73022) 101-30 (15851) (1) 10 Gallon 16 — 22 (2) 3.0 Gallon Double (73022) 101-30 (15851)" -For exceptions to maximum flow numbers. see Distribution Piping Requirements for 1.5 gallon and 3.0 gallon systems in this Section '-The 10130 cartridge Part No. 15851. can not be used when (2) two 3.0 gallon tanks are manifolded together.) For higher total flow numbers (23 to 110), multiple cartridges and regulated actuators are required as shown in the System Selection Guide in Section IX — Appendix. ACTUATION GAS LINE WITH AN LT-20-R. LT-30-R, 101-10 OR 101.20 CARTRIDG MAX. LENGTH OF 20 FT. (6 m), MAX. NO. OF FITTINGS 9 "ANSUL AUTOMAN" REGULATED RELEASE ASSEMBLY ACTUATION AND EXPELLANT GAS LINE REQUIREMENTS t This section contains the guidelines for installing the actuation and expellant gas lines between the regulated release mecha- nism regulator, each regulated actuator regulator, and each agent tank. These limitations should, be considered when selecting the component mounting locations. Actuation Gas Line — 6 Tanks Maximum 1. Use only 1/4 in. Schedule 40 black iron, hot -dipped galva- nized, chrome -plated, or stainless steel pipe and fittings. 2. The actuation gas line piping is installed from the regulated release mechanism to each regulated actuator connected within the system. The total length of the actuation gas line from the regulated release assembly to the regulated actu- ator assembly(ies) must not exceed 20 ft. (6 m) when using an LT-20-R (Part No. 7032), an LT-30-R nitrogen cartridge (Part No. 5373), or a 101-10 (Part No. 15850) or a 101-20 (Part No. 17492) carbon dioxide cartridge. See Figure 59. REGULATED ACTUATOR ASSEMBLY EXPELLANT GAS LINES NOT INCLUDED IN ACTUATION GAS LINE LENGTH TOTALS REGULATED ACTUATOR ASSEMBLY_ REGULATED ACTUATOR ASSEMBLY, FIGURE 59 ACTUATION AND EXPELLENT GAS LINE REQUIREMENTS (Continued) Actuation Gas Line - '6 Tanks Maximum (Continued) 3. If an expellant gas line is connected to the regulated release assembly along with an actuation gas line, the total.com- bined length of the actuation and expellant gas line must not exceed 30 ft. (9 m) when using a "double -tank" nitrogen cartridge (Part No. 73022) or a 101-30 carbon dioxide car- tridge (Part No. 15851): See Figure 60. 4. A combined total of nine fittings may be used in these lines. eight 900 elbows and one tee. Two 450 elbows equal one 900 elbow.. SAFETY RELIEF VALVE ACTUATOR AND EXPELLANT GAS LINES WITH A "COUBLE TANK" CARTRIDGE OR A 101-30 CARTRIDGE MAXIMUM COMBINED LENGTH - 30 FT. (9 ml MAXIMUM COMBINED FITTINGS - 9 EXPELLANT GAS LINE 1 REGULATED ACTUATOR WITH TANK SECTION IV — SYSTEM DESIGN UL EX. 3470 3-15-95 Page 4-27 REV: 1 Actuation Gas Line — 10 Tanks Maximum \ ' ► REGULATED /y ACTUATOR ASSEMBLY "ANSUL AUTOMAN" REGULATED RELEASE ASSEMBLY 1. Use only 1/4 in. Schedule 40 black iron, hot -dipped galva- nized, chrome -plated, or stainless steel pipe and fittings. 2. The actuation gas line piping is installed -from the 101 remote mechanical release to each R-102 regulated actu- ator, assembly. The total length of the actuation gas line from the remote mechanical release to the regulated actuator assemblies must not exceed 100 ft, (30.5 ai). 3. A combined total of 20 elbows and 9 tees may be used in these lines. Two 451 elbows equal one 900 elbow. See Figure 61. 4. Use only a 101-10 carbon dioxide cartridge (Part No. 15850) in the 101 remote mechanical release. 5. A safety vent relief valve (Part No. 15677) is required in the actuation gas line to relieve residual pressure after actuation. 1/4 IN. ACTUATION LINE - 100 FT. f30.5 m1 MAXIMUM RELEASE ASSEMBLY ► REGULATED ACTUATOR ASSEMBLY REGULATED ACTUATOR ASSEMBLY EXPELLANT GAS LINES NOT INCLUDED IN COMBINED TOTALS. I AGENT TANK 9 TEES MAXIMUM MAXIMUM OF FIVE REGULATED ACTUATORS FIGURE 60 20 ELBOWS MAXIMUM ► REMOTE RELEASE MECHANISMS (PART NO. 32381) 5 MAXIMUM FIGURE 61 r- " " SECTION IV — SYSTEM DESIGN UL EX. 3470 3-15-95 Page 4-28 REV. 1 ACTUATION AND EXPELLENT GAS LINE REQUIREMENTS (Continued) Expellant Gas Line 1. The expellant gas line piping is installed from the regulated release mechanism in double and multiple -tank systems, and from the regulated actuator assembly in multiple -tank systems. The expellant gas line is the piping between the regulator and the tank-enclosure/tank-bracket assembly. The total length of the expellant gas line from the regulated release mechanism or each regulated actuator assembly must not exceed 30 ft. (9 m) when using a "double -tank" cartridge (Part No. 73022), an LT-A-101-30 Cartridge (Part No. 29187), or a 101-30 Cartridge (Part No. 15851). See Figures 62 and 63. EXPELLANT GAS LINE MAXIMUM LENGTH - 30 FT. 19 mj. MAXIMUM NO. OF FI\TTINGS - 9 \ REGULATED ACTUATOR ASSEMBLY 10I"ANSULAUTOMAN" REGULATED RELEASE ASSEMBLY FIGURE 62 FIGURE 63 2. A combined total of nine fittings may be used in these lines, eight 900 elbows and one tee. Two 450 elbows equal one 900 elbow. 3. If two tanks are connected to the regulated release assembly in a multiple -tank system arrangement, the total combined length of the actuation and expellant gas lines must not exceed 30 ft. (9 m) when using a "double -tank" nitrogen cartridge (Part No. 73022), an LT-A-101-30 nitrogen car- tridge (Part No. 29187) or a 101-30 carbon dioxide cartridge (Part No. 15851). See Figure 60. DISTRIBUTION PIPING REQUIREMENTS Once the nozzle placement and quantity of tanks has been deter- mined, it is then necessary to determine the piping configura- tions between the tank adaptor and each discharge nozzle. This section contains the guidelines and limitations for designing the distribution piping so that the liquid agent will discharge from the nozzles at a proper flow rate. These limitations should also be referred to when selecting the mounting location for the regu- lated release mechanism and agent tank. General Piping Requirements 1. All R-102 system piping is straight line. Therefore, the need for critical lengths and balancing is minimized. 2 Two 450 elbows count as one 900 elbow. 3. Each branch line includes the tee or elbow leading to it, and all fittings within the branch line itself. 4. The minimum piping length of Schedule 40, 3/8 in. pipe from the tank outlet to any nozzle protecting a range, fryer, or wok must be 6 ft. (1.8 m). 5. Pipe lengths are measured from center of fitting to center of fitting. See Figure 64. CENTER TO CENTER I I FIGURE 64 6. All distribution piping must be Schedule 40 black iron, chrome -plated, or stainless steel. Do not use hot dipped galvanized pipe on the distribution piping. I DISTRIBUTION PIPING REQUIREMENTS (Continued) Supply and Branch Line Identification The R-102 distribution piping network is broken down into four specific pipe runs: the Supply. Line, the Duct Branch Line, the Plenum Branch Line, and the Appliance Branch Line. See Figure 65. DUCT BRANCH t3 LINE APPLIANCE BRANCH LINE NOTE: THIS IS A CONCEPTUAL DRAWING ONLY. THIS IS NOT AN ACTUAL INSTALLATION. FIGURE 65 NOTE: THESE ARE EXAMPLES ONLY. OTHER CONFIGURATIONS CAN BE DESIGNED. END OF SUPPLY LINE END OF SUPPLY LINE v• END OF SUPPLY LINE BRANCH LINE CANNOT START AHEAD OF A SUPPLY LINE TEE. SECTION IV - SYSTEM DESIGN UL EX. 3470 7-1-94 Page 4-29 END OF SUPPLY LINE, END OF SUPPLY LINE 4 a� (NOZZLES FOR SUPPLY LINE TEE PLENUM PROTECTION) (NOZZLES FOR PLENUM PROTECTION) BRANCH LINE CANNOT START AHEAD OF A SUPPLY LINE TEE. FIGURE 66 SECTION IV — SYSTEM DESIGN UL EX. 3470 11-1-94 Page 4-30 DISTRIBUTION PIPING REQUIREMENTS (Continued) Supply and Branch Line Identification (Continued) SUPPLY LINE . The Supply Line is defined as the length of pipe which runs from the agent tank outlet to the last branch line (whether a duct, ap- pliance, or plenum branch line). This includes all supply line fit- tings except for the tees or elbows leading to the branch lines. See Figures 65 and 66. NOTICE Branch lines cannot start ahead of a supply line tee. DUCT BRANCH LINE The Duct Branch Line is defined as the length of pipe which runs from the supply line to the duct nozzle(s). This includes all branch line fittings as well as the tee or elbow used to start the branch line. See Figures 65 and 67. DUCT BRANCH LINE (ELBOW INCLUDED) f DUCT BRANCH LINE i (TEEINCLUDED) , , ' .4 "v -- DUCT BRANCH LINES � (TEES INCLUDED) , , FIGURE 67 PLENUM BRANCH LINE The Plenum Branch Line is defined as the length of pipe which runs from the supply line to the plenum nozzle(s). This includes all branch line fittings as well as the tee or elbow used to start the branch line. See Figures 65 and 68. 4 . -tom .4 j PLENUM BRANCH LINE I (TEE INCLUDED) 1 PLENUM BRANCH LINE (TEE INCLUDED) , , , FIGURE 68 APPLIANCE BRANCH LINE The Appliance Branch Line is defined as the length of pipe which runs from the supply line to the appliance nozzle(s). This includes all branch line fittings as well as the tee or elbow used to start �... the branch line. See Figures 65 and 69. I 1 I I APPLIANCE BRANCH LINES (TEES INCLUDED) FIGURE 69 DISTRIBUTION PIPING REOUIREMENTS (Continued) Distribution Piping Requirements — 1.5 Gallon System OPTION 1 — DUCT, PLENUM, AND APPLIANCE PROTECTION 1. Any combination of duct, plenum and/or appliance protec- tion may be used with this option. 2. Only one duct branch line, with one nozzle, either a 1 W or a 2W, may be used with this option. 3. All distribution piping, supply and branch, must be 318 in. Schedule 40 black iron, chrome -plated, or stainless steel. 4. Each 1.5 gallon tank allows a maximum of five flow numbers.' 5. The pipe length between the start of the first branch line and the start of the last branch line must not exceed 8 ft. (2.4 m). When the supply line is split, the combined length of both legs of the supply line (start of first branch line to start of last branch line) must not exceed 8 ft. (2.4 m). See Figure 70. 6. The combined length of all branch lines must not exceed 22 ft. (6.7 m). See Figure 71. 7. The requirements of the following table must not be exceeded: SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-31 REV. 2 START OF LAST BRANCH LINE START OF FIRST BRANCH LINE I'1_ SUPPLY . LINE TEE START OF FIRST START OF LAST BRANCH LINE BRANCH LINE 1W NOZZLE TOTAL LENGTH MUST NOT EXCEED 6 FT. (2.4 m) FIGURE 70 COMBINED LENGTH MUST NOT (BRANCH LINES IN BOLD) EXCEED 22 FT. (6.7 m( FIGURE 71 Duct Plenum Appliance Requirements Supply Branch Line Branch Line Branch Line Pipe Size 3/8 in. 3/8 in. 3/8 in. 318 in. Maximum Length 40 ft. 6 ft. 4 ft. 10 ft. (12.2 m) (1.8 m) (1.2 m) (3 m) Maximum Rise 6 ft. 4 ft. 2 ft. 2 ft. (1.8 m) (1.2 m) (.6 m) (.6 m) Maximum 90° Elbow 9 4 4 6 ► Maximum Tees 1 1 2 3 Maximum Flow Numbers 5' 2 2 Exeeptlons: 6 flow numbers are allowed when: 1. Duct branch line is the last branch line on the piping network. or 2. Only six (6) 1N nozzles", Part No. 56930. are used. or 3. Only two (2) 3N nozzles. Part No. 76782. are used. ► "Only five (5) flow numbers are allowed if a IN nozzle is used for wok or griddle protection, or if IF nozzle is used for range protection. 3 SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-32 REV. 1 DISTRIBUTION PIPING REQUIREMENTS (Continued) Distribution Piping Requirements — 1.5 Gallon System (Continued) OPTION 2 — DUCT AND PLENUM PROTECTION ONLY 1. Up to three nozzles, either 1 W or 2WH, may be used with this option for duct protection, however, only two duct nozzles may be used on a single branch line. 2. 1 W and 2WH nozzles cannot be mixed on the same duct branch line. 3. Whenever two duct nozzles are used on the same branch line, the flow must enter the bull and exit the ends of the last tee in the branch line to assure balanced flow to each duct nozzle. 4. Appliance branch lines are not allowed with this option. 5. All distribution piping must be only 1/4 in. Schedule 40 black iron, chrome -plated, or stainless steel. Use a 3/8 in. nipple and a 3/8 in. x 1/4 in. reducing fitting for tank adaptor connection to distribution piping. See Figure 72. 6. The pipe length between the start of the first branch line and the start of the last branch line must not exceed 8 ft. (2.4 m). See Figure 73. When the supply line is split, the combined length of both legs of the supply line (start of first branch line to start of last branch line) must not exceed 8 ft. (2.4 m). See Figure 70. 7. The combined length of all branch lines must not exceed 16 ft. (4.9 m). See Figure 73. START OF FIRST BRANCH LINE P. START OF LAST BRANCH LINE TOTAL LENGTH MUST NOT EXCEED 8 FT. (2.4 m) 1/4 DIS PIP 114 IN. DISTRIBUTION FIGURE 72 2WH NOZZLES I 1N NOZZLES (BRANCH LINES IN BOLD) COMBINED LENGTH MUST NOT EXCEED 16 FT. (4.9 m) FIGURE 73 DISTRIBUTION PIPING REQUIREMENTS (Continued) Distribution Piping Requirements — 1.5 Gallon System (Continued) 8. Each 1.5 gallon tank allows a maximum of six flow numbers. 9: The requirements of the following table must not be exceeded: Duct Requirements Supply Branch Line Pipe Size 1/4 in. 1/4 in. Maximum Length 40 ft. 6 ft. (12.2 m) (1.8 m) ► Maximum Rise 6 ft. 4 ft. ► (1.8 m) (1.2 m) Maximum 900 9 4 Elbows Maximum Tees 1 2 ► Maximum Flow 6 4- Numbers 'NOTE: A maximum of two nozzles are allowed per duct branch line. SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-33 REV. 2 Plenum Appliance Branch Line Branch Line 1/4 in. — — 6 ft. Not Allowed (1.8 m) 2 ft. Not Allowed (.6 m) 3 Not Allowed 2 Not Allowed 2 Not Allowed 0 SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-34 REV. 2 DISTRIBUTION PIPING REQUIREMENTS (Continued) Distribution Piping Requirements 3.0 Galion System 1. The maximum length between the start of the first branch line and the start of the last branch line must not exceed 24 ft. (7.3 m). When the supply line is split, the combined total of both legs of the supply line (from the start of the first branch line to the start of the last branch line) must not exceed 24 ft. (7.3 m). See Figure 74. 2. The total length of all branch lines must not exceed 36 ft. (10.9 m). See Figure 74. 3. Use a 3/8 in. union to connect the tank adaptor to the 3/8 in. supply line. 4. A maximum of two nozzles are allowed per duct branch line. 5. The requirements of the following table must not be exceeded: ill SUPPLY TEE � 4 0 COMBINED LENGTH OF BOTH LEGS OF SUPPLY LINE MUST NOT EXCEED 24 FT. (7.3 m) . T M 3 BRANCH LINES 1N NOZZLE �® 1/2N NOZZLE (BRANCH LINE IN BOLD) COMBINED LENGTH MUST NOT EXCEED 36 FT. (10.9 m) FIGURE 74 Duct Plenum Appliance Requirements Supply Line Branch Line Branch Line Branch Line Pipe Size 3/8 in. 3/8 in. 3/8 in. 3/8 in. Maximum Length 40 ft. 8 ft. 4 ft. 12 ft. (12.2 m) (2.4 m) (1.2 m) (3.7 m) Maximum Rise 6 ft. 4 ft. 2 ft. 2 ft. (1.8 m) (1.2 m) (.6 m) (.6 m) Maximum 90b 9 4 4 6 Elbows ► Maximum Tees 1 2 2 4 Maximum Flow 11' 4 2 4 Numbers 'Exceptions: 1. 11.5 flow numbers are allowed when using a combination of one (1) 2W duct nozzle. one (1) 1I2N electrostatic precipitator nozzle. one (1) 1N plenum nozzle. and four (4) two -flow appliance nozzles. - 2. 12 flow numbers are allowed: a. In any one tank rat containing two -flow appliance nozzles or b. In any one tank using only two -flow appliance nozzles. c. In any one tank using only 3-flow appliance nozzles. —Only eleven (11) How numbers are allowed it a 1N nozzle is used for wok or griddle protection, or a 1F nozzle is used for range protection. DISTRIBUTION PIPING REQUIREMENTS (Continued) Distribution Piping Requirements — 6.0 Gallon Manifolded System 1. All piping must be 3/8 in. -Schedule 40. 2. See Figure 74b for tank connections. 3. The length of supply line piping between the start of the first branch line and the start of the last branch line must not exceed 24 ft. (7.3 m). See Figure 74a. When the supply line is split, the combined total of both legs of the supply line (from the start of the first branch line to the start of the last branch line) must not exceed 24 ft. (7.3 m). 4. The combined length of all branch lines must not exceed 36 ft. (10.9 m). See Figure 74a. 5. A maximum of 22 flow numbers are allowed. 6. The requirements of the following table must not be exceeded. 11 SECTION IV — SYSTEM DESIGN UL EX. 3470 6-1-95 Page 4-34.1 REV. 1 LENGTH OF PIPING MUST NOT EXCEED 24 FT. (7.3 m) FROM START OF FIRST BRANCH LINE TO START OF LAST BRANCH LINE. START OF LAST BRANCH LINE 0 2W NOZZLES !LE ZZLE 2 FLOW APPLIANCE NOZZLE (BRANCH LINES IN BOLD) COMBINED LENGTH MUST NOT EXCEED 36 FT. (10.9 m) FIGURE 74a Duct Plenum Appliance Requirements Supply Line Branch Line Branch Line Branch Line Pipe Size 3/8 in. 3/8 in. 3/8 in. 3/8 in. Maximum Length 32 ft. 8 ft. 4 ft. 12 ft. (9.7 m) (2.4 m) (1.2 m) (3.7 m) Maximum Rise 6 ft. 4 ft. 2 ft. 2 ft. (1.8 m) (1.2 m) (.6 m) (.6 m) Maximum 900 8 4 4 6 Elbows Maximum Tees 2 2 2 4 Maximum Flow 22 4 2 4 Numbers SECTION IV — SYSTEM DESIGN UL EX. 3470 3-15-95 Page 4-34.2 DISTRIBUTION PIPING REQUIREMENTS (Continued) Distribution Piping Requirements — 6.0 Gallon Manifolded System (Continued) This configuration consists of two 3.gallon tanks. Both tanks are connected to a common manifold tee and are pressurized from a single double tank (Part No. 73022) nitrogen cartridge in the regulated release assembly. See Figure 74b. 3/8 IN. 3181N. BRANCH USE HOSEIGROMMET 3/8 IN. SUPPLY PACKAGE. SUPPLY PART NO. 418511 +8 1/21N. — (21.5 cm) 4' 3/8 IN, 3/8 IN. SUPPLY BRANCH i iu 3.0 I 3.0 GALLON GALLON A \ 3.0 GALLON RELEASE ASSEMBLY TANK/ENCLOSURE ASSEMBLY DOUBLE TANK NITROGEN CARTRIDGE (PART NO. 73022) FIGURE 74b ► Independent pipe runs can also be used with the regulated release assembly and the tank/enclosure assembly. See Figure 74c. HOSE/GROMMET PACKAGE PART NO. 4111` ❑ 71, 3.0 GALLON 3.0 GALLON TANK TANK OR OR 1.5 GALLON - 1.5 GALLON TANK TANK TANK/ENCLOSURE ASSEMBLY DOUBLE TANK NITROGEN CATRIDGE PART.. NO. 73022 OR 101-30 CO2 CARTRIDGE PART NO. 15851 FIGURE 74C P. CITY OF`SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS We CiG�(%C.l�f U`jL.,�� PERMIT NUMBER / (O �Y ca H Total Contract Price of Job 10N4 6-0 Total Sq. Ft. Describe Work 1-h5 hl 11 -cll r M-1 � 0 t 1pw Type of Construction I-W- r-i- Flood Prone (YES) N Number of Stories Number of Dwellings _ Zoning Occupancy: Residential Commercial Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER rll. - 1 -"'Ann —(V(l i OWNER j� �} (r Y� ` 4An/ PHONE NUMBER ADDRESS �- CITY STATE ZIP TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY STATE ZIP BONDING COMPANY ADDRESS CITY STATE ZIP ARCHITECT ADDRESS CITY STATE ZIP MORTGAGE LENDER ADDRESS CITY STATE ZIP CONTRACTOR r� PHONE NUMBER ADDRESS Lp 0_1 ST. LICENSE NUMBER �'J1 CITY STATE f ZIP Q Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. m W a Signature of Owner/Agent & Date ti Si-g -Eei ctor & Date 0 O a �_ fat-m-e-e r12 N Type or Print Owner/Agent Name iH Type or Pri t Contractor' Name tz QJ x O— £ ro Signature of Notary & Date Signature Vf Notary & Date (Official Seal) " a al Seal) rt CINDY L. JORDAN Notary Public 'State of Florida My 96ffi 1, Exp. May 31, 1998 coitilti. No: CC 376989 b (O Application Approved Date: FEES: Building Radon Police ire —" Open Space Road Impact Application C�— PERMIT VALIDATION: CHECK CASH DATE BY ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) rt m a H **** THIS APPLICATION USED FOR WORK VALUED. $2500.00 OR MORE _ CITY.OF SANFORD FIRE -DEPARTMENT ` FEES FOR SERVICES / P ONE V: 407-322-4 DATE: BUSINESS ADDRESS: PHONE NUMBER:( ) 952 PERMIT #: PLANS REVIEW ❑ TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM AMOUNT $ COMMENTS: , Fees must be paid to Sanford Building Department,,300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. vl� 1 Sanford it Prevention I certify that the above information is true and correct and that I will comply with all applicable codes and ordinances of the City of Sanford, Florida. icants S' Jerry 's Caterers P. O. Box 24618 Telephone West Palm Beach, Florida 33416-4618 (407) 689-9611 January 31, 1996 TO WHOM IT MAY CONGERN: Please allow Mr. Joseph Ajhar to sign on behalf of Jerry's Caterers concerning the Sanford pro- ject for licenses, permits, and any other nec- essary paperwork. Thank you for your attention in this matter. Sincer,6ly, 1 G'. J. Pender st, Jr. President Sworn Before me this 31st Day of January, 1996 Barbara E. McBride, Notary E,, p--C3ARBARA s E. MC BRIDE ta(Y COMMISSION 4 CC 962894 Ar EXPIRES: April 12,1998 famed Th., Public u a era.; 4 Miami / Ft. Lauderdale / West Palm Beach Melbourne i Daytona Beach Tallahassee Gainesville Pensacola % Ft. Myers / Ft. Walton - Sarasota, Clearwater / Tampa / Orlando Augusta, GA Mobile, AL CITY OF SANFORD, FLORIDA PERMIT NO. `� ' ` '``� yn DATE THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOL- LOWING ELECTRICAL WORK: OWNER'S NAM S (4 4,,41 A—) d_ ADDRESS OF JOB— ELEC. CONTR- CRAG Residential Non-residential Subject to rules and regulations of the city and national electric codes. Number AMOUNT Alteration Addition Repair Change f Service Residential Commercial Mobile Home Factory Built Housing New Residential 0-100 Amp Service 101-200 Amp Service 201 Amp and above New Commercial Amp ervice Application Fee TOTAL By signing this application I am stating I will be in compliance with the NEC including Article 110, Section 110-9 and 110-10. Building Official i Mast'711160rician STATE COMPETENCY NO. Electric Services.inc. INDUSTRIAL & COMMERCIAL ELECTRICAL CONTRACTORS EC1t000141 S 306 S. Sixth Street, Leesburg, FL 34748 TELEPHONE (904) 787-1322 / FAX (904) 787-7871 POWER OF ATTORNEY I hereby name and appoint James L. Thompson of Electric Services, Inc. to be my lawful attorney in fact to act for me and apply to the City of Sanford Building Department for a Electrical permit for Mork to be performed at a location described as: S' (addre of job) (owner of property and address) and to sign my name and do all things necessary to this appointment. Steven W. Strong Certified Contractor S gnature 306 S 6th St, Leesburg, FL 34748 Address Acknowledge: Sworn and subscribed before me this 20th day of February 19 96, by Steven W. Strong President of Electric Services, Inc., who i ovally known to me. STEPHANIE S. JOINER 4 Notary Public, State of Florida My comm. expires Nov. 15, 1996 Comm No CC340873 Bonded By Service Ins. Personaliy Known ❑ Other I.D. My Commission Expires: Notar Public, Sta tf Florida Stephanie S. Joiner 11/15/96 CITY OF SANFORD, FLORIDA PERMIT NO q G DATE THE UNDERSIGNED- HEREBY_APP-L,IES FOR A PERMIT TO INSTALL THE FOL. LOWING PLUMBING WORK: OWNER'S NAME Sall fZr-U,, je_rri/ s ADDRESS OF JOB " PLUMBING CONTR. Ke 5! Res. _ Comm.__ Subject to rules and regulations of Sanford plumbing code. Residential: I Number Alteration, Addition, Repair I Amount New Residential: One Water Closet Additional Water Closet _ Commercial: Fixtures. Floor Drain, Trap 3/ ad _ Sewerr _ Water Piping�_ ad Gas Piping / oc Factory -built housing ° Mobile Home i Application Fee /p Minimum Commercial Permit: $25. oo Total sf•r PlunKer D NO S77 JV> eq' GF�oi1z?o -? -- -- - -- -- - -- ---- - - --- - --- CITY OF SANFORD FIRE -DEPARTMENT FEES FOR SERVICES PHONE #:.407-322-4952 DATE: f PERMIT #: T6, 10� a^ I BUSINESS NAME:(�� GAt4r e r, t s ADDRESS: PHONE NUMBER:( ) ' aI ( �Qr�, ad 3 PLANS REVIEW BURN PERMIT TANK PERMIT COMMENTS: TENT PERMIT ❑ REINSPECTION ❑ FIRE SYSTEM p c� AMOUNT ❑ ❑ ❑ _�d 0 � � G v %LT �d �� d �c9• y- Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. I certify that the above information is true and correct and that I will comply with all applicable codes and ordinances of the 4AA-p�lica_n_t_sZ8T_g-ha`f of Sanfo d, F rida. Sanford Fire Prevention ure -CITY OF SANFORD, F (RIDA PERMIT NO. DATE THE UNDERSIGNEb-M-' L ' ",,,_.REBYAPPLIES FOR A PERMIT TO INSTALL THE FOLLOWINGMECHANICAL EQUIPMENT: OWNER'S NAME S�fl Ie4"ls -w ADDRESS OF JOB lWf4f 6Jeue.,Cgea &u MECHANICAL CONTR..­ sl-j7c, RESIDENTIAL COMMERCIAL Subject to 161ei and regulations of Sanford mechanical code. NATURE OF WORK Number AMOUNT FUEL MOTOR H.P. B.T.U. - INPUT - OUTPUT-_ VALUATION k 0 2-00 37C APPLICATION FEE TOTAL J 0 "�'tf XhW ical Al C���FID NO. A 4 A 24 a 4izz L— CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS One Red Cleveland Blvd. ltf/-t a 03 PERMIT NUMBER Total Contract Price of Job $600,000.00 Total Sq. Ft. N/A li7 Describe Work Interior Build -out i Type of Construction Flood Prone () (NO) ' Number of Stories N/A Number of Dwellings N/A Zoning R1-1 Occupancy: Residential Commercial X Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER Sanford Airport Authority OWNER Central Florida Terminals, Inc. PHONE NUMBER 407/324-9681 ADDRESS One Red Cleveland Blvd. CITY Sanford STATE Florida ZIP 32772 TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY BONDING COMPANY ADDRESS CITY N/A STATE STATE ZIP ZIP ARCHITECT J. Pendergast (305) 866-7759 ADDRESS 5424 Pine Tree Dr. CITY Miami Beach STATE Florida ZIP 33140 MORTGAGE LENDER N/A ADDRESS CITY STATE ZIP - Philip D. Jorgensen CONTRACTOR Mark Construction Co. PHONE NUMBER (407) 831-6275 ADDRESS 1969 Corporate Square Dr. ST. LICENSE NUMBER CG C001227 CITY Longwood STATE Florida ZIP 32750 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information.is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF.THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE:'In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS71 . (************ ************* ************ ***** ********** * ************************ •3 17 Zi J '0 rar rt. ` o . �'� _ C�/ a w a o h S' atu O er/Agent Da a natu e f t a for & Date o a'< c Z. or Print w e Agen Name Type or Print Contractor's Name o x 0 a O ct °i o LL EW Z >• a j N r'1 >. C o N o 41 ►N, a IZ a F Si!4naturpl of Nota y & Date MARY L. MUSE MY COMMISSION CC 470040 EXPIRES: August 4,1999 Bonded Thru NoWy Nft W* wdtars p (D �h e 0 /_[offcrLA Sea rr PRS'faRLE1 NTTNE 1 ) '. Notary Public - State of Florida My Commission Expires Aug 6, 1999 Commission #CC 486282 Application Approv d BY: Date:v o �� FEES: Building Rado �,. p Police Fire Open Space /10 Road Impact j70 App icati n i / 0 — PERMIT VALIDATION: CHECK CASH DATE Y ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) **** THIS APPLICATION USED FOR WORK VALUED. $2500.00 OR MORE H v r ZONE DATE CONTRACTOR ADDRESS PHONE # LOCATION OWNER 1/k ADDRESS PHONE # f=2 `7 Z PLUMBING CONTRACTOR ADDRESS PHONE # �j� � ELECTRICAL CONTRACTOR ' J ADDRESS PHONE # n tt� MECHANICAL CONTRACTORS ADDRESS PHONE # MISCELLANEOUS CONTRACTOR ADDRESS SEPTIC TANK PERMIT NO. SOIL TEST REQUIREMENTS (__) FINISHED FLOOR ELEVATION REQUIREMENTS (__) ARCH I"FECTURA L APPROVAL DATE: SUBDIVISION: PERMIT # / / LOT NO. JOB ((- Y K: COST $� o co SECTION: SQUARE FEET: ��Jw FEE $ J-76 MODEL: STATE NO. 66C 60'c3 0�� OCCUPANCY CLASS: 1J2� FEE $ N3 FEE $ 7, FEE $ 24c) INSPECTIONS TYPE DATE OK REJECT BY FEE $ ENERGY SECT. CERTIFICATE OF OCCUPANCY ISSUED # FINAL DATE DATE: EPI: FEE $ ENERGY SECT. CERTIFICATE OF OCCUPANCY ISSUED # FINAL DATE DATE: EPI: r- i CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT �a I PERMIT ADDRESS TXro Red Cleveland Blvd. (Concourge) PERMIT NUMBER Total Contract Price of JoO 60,000.00 Total Sq. Ft.2,250 Describe Work Maintenance facility (airside) construction Type of Construction Flood Prone O (NO) Number of Stories One Number of DwellinqA Zoning R1-1 Occupancy: Residential N/A Commercial N/A Industrial X LEGAL DESJIPTION (please attach printout from Seminole County) TAX I.D. NUMBER Sanford Airport Authority OWNER -Central Floritin Tprminals, Tnc. PHONE NUMBER 407/324-9681 ADDRESS Onp Red Cleveland Blvd. CITY gnnfnrd STATE Florida ZIP 32771 TITLE HOLDER ADDRESS CITY (IF OTHER THAN OWNER) STATE ZIP BONDING COMPANY Guignard Co. ADDRESS p_ 0_ Rox 180817 CITY CassPl prrV STATE Florida ZIP '12718 ARCHITECT N,1,,n RlankpnGhin. .Tr - ADDRESS ne Rpd C..lpvpinnd R117d CITY Sanford STATE Florida ZIP 12771 MORTGAGE LENDER ADDRESS CITY STATE ZIP CONTRACTOR r,- PHONE NUMBER 407/831-6275 ADDRESS 1969 Corporate Square Dr. ST. LICENSE NUMBER CGCO01227 CITY Longwood STATE Florida ZIP 32750 **************************************************************************************** Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating Construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. `3 9y ion m o Signature Owner Agent a e S gnatur of ctor & Date 0 n � Central Florida Terminals nC. Mark Construction Co. H H UI H Z e or knner/A ent Name BpanLS%cafty orDPrint Contrac orgen senson is Name 1 N � FS C-1 • Z .. ro Q Z ro w r~ o k, o ro W 0 Sign * re of Notary & Date Signature offmotary & Date ( Of f is 1 Sea1PRISCiLLA T. VALENTINE Ae MARY 4. WILLIAMSON Notary Public -State of Florida Notary PuWic, State of FloridaMy Commission Expires Aug 6,1999 My comm. expires May 23,1998 Commission #CC 486282 No. CC191851 Application Approved BY: Date: of l8 FEES: Building - Rado Police �_ Fire J Open Space Roa4 Impact pplication ,,� PERMIT VALIDATION: CHECK CASH DATE BY �¢ P. rt L� 0 6\ ro ry` 0 a INS H a o N 0, ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) Z a H **** THIS APPLICATION USED FOR WORK VALUED. $2500.00 OR MORE i 02/26/96 11:34 STATION (123)456-7890 P .— 001 Orlando Sanford One Red Cleveland I Suite 201 Sanford, FL 32772 Fax: 407-323-9794 407-324-9681 February 26, 1996 Russ Gibson Land Development City of Sanford Department of Engi P.O. Box 1788 Sanford, Florida & RE: fuel farm Orlando Sa Dear Mr. Gibson: I am writing this letter The construction of th time. There has been process and minimize accomplished this and Timing is hindering ttu and tank supports. W are asking to proceed "harmless" for any rev: Thank you again for yc Sincerel Nelson Blankenship, Jr. General Manager cc: Bill Simmons N Gary Winn Phil Jorgensen Tim Howe ✓ Ron Wilsbach Brian Pendletc Melanie Mark Stephen J. Coo S, Inc. rport 18 Minstar rig & Planning 1788 Airport your request due to the timing constraints of this overall project. uel farm is on the critical path for the success of the opening of the terminal on nsiderable effort made to design the tank location for the efficiency of the fueling to impact as viewed by St. Johns Water Management Department. After having ceived their approval, we submitted the design to the city. for "Site Review". waiting for site review approval and we need to begin erecting the containment are very confident of the experience of the design and contractor and therefore nior to receiving your official approval. We are also willing to hold the city w comments that may result in a construction change. help in expediting another component of the airport project. e✓ 8l d� fig ?- Z -///A/ CITY OF SANFORD, FLORIDA PERMIT NO- DATE THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOL- LOWING PLUMBING WORK: OWNER'S NAME _ d10—'r �rxur:,�� ADDRESS OF J0'B f Red Cbuuz.Qan/ 6(4 /vG PLUMBING CONTR. 5— _ Res. — om Subject to rules and regulations of Sanford plumbing code. Residential: I Number Amount Alteration, Addition, Repair New Residential: -� One Water Closet I Additional Water Closet _ — Commercial: Fixtures.. Floor Drain, Trap --- U Sewerr -- Water Pipin '' / 04 Gas.Piping`' — Factorytuilt housing Mobile Home - Application Fee 0( Minimum Commercial Permit: $25. oo Totol <� MPsler Plumb- YJeaGLBev X. •.? leempEfEt4 slroit H.W. "BILL" SUBER, CFA, ASA TERRY GOEMBEL, CFE Seminole County Property Appraiser ADMINISLRA"VE DIRECTOR SEMINOLE COUNTY SERVICES BUILDING 1101 EAST FIRST STREET SANFORD, FLORIDA 32771 TELEPHONE (407)321-1130 EXT 7506 FAX (407)330-9542 April 1, 1996 Sanford Buildina Department Post Office Box 1788 Sanford, Florida 32771 Attention: Gary Winn Ref: Exempt Status for Property Used for Airport Operations Dear Mr. Winn, TERRY P. MANFRE, CFE, ASA APPRAISAL, DIRECTOR Under current guidelines, property that is being used exclusively for normal operations of the airport is tax exempt. The new terminal, concourse, departure building and welcome center fail within these guidelines and would therefore be exempt from taxation. ._This office requires that. the Airport Authority provide updated information regarding exemption status and use of property on an annual basis. This assists in ensuring proper compliance with current laws and regulations. The property mentioned above should be included on all such reports, in the future. If you have any additional questions, please feel free to contact this office. Sincerely, H.W. `Bill" Suber, CFA, ASA Seminole County Property Appraiser Cindi L. Robinson, CFE Customer Service/Exemption Supervisor CITY OF SANFORD, FLORIDA PERMIT NO. DATE 3 --28 — � 6 THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOLLOWING H.A.R.V. MECHANICAL EQUIPMENT: OWNER'S NAME 5 r6t4 O Ai�''�o T / 61,0 ADDRESSOFJOB MECHANICAL CONTR. 741 O F �c�uG—wc�c90, ZNC, RESIDENTIAL COMMERCIAL X Subject to rules and regulations of Sanford mechanical code. NATURE OF WORK ILO /V Vj_J T Sy5,lf AA CITY OF SANFORD, FLORIDA PERMIT NO �lD'' ( / DATE• THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOL- LOWING ELECTRICAL WORK: OWNER'S NAM — ADDRESS OF JOB / b c5/ ELEC. CONTR_�,>;rC- `rL'✓W Residential Non-residential Subject to rules and regulations of the city and national electric codes. Number AMOUNT Alteration Addition Repair Chanve of Service Residential Commercial Mobile Home Factory Built Housing New Residential 0-100 Amp Service 101-200 Amp Service 201 Amp and above —� New Commercial Amp ervice Application FeeZZ i TOTAL I V By signing this application 1 am stating I will be in compliance with the NEC including Article 110, Section 110-9 and 110-10. t Building Official Master Electrician STATE COMPETENCY NO. t J Electric Services, Inc. INDUSTRIAL & COMMERCIAL ELECTRICAL CONTRACTORS EC#0001415 306 S. Sixth Street, Leesburg, FL 34748 TELEPHONE (352) 787-1322 / FAX (352) 787-7871 POWER OF ATTORNEY I hereby name and appoint James L. Thompson of Electric Services, Inc. to be my lawful attorney in fact to act for me and apply to the City of Sanford Building Department for a Electrical permit for work to be performed at a location described as: (address of job) D6, j6-s (owner of property and address) and to sign my name and do all things necessary to this appointment. Steven W. Strong Certified Contractor C!j� Signature 306 S 6th St, Leesburg, FL 34748 Address Acknowledge: Sworn and subscribed before me this 8th day of March 1996• by Steven W. Strong President of Electric Services Inc., who onally known to me. N* STEPHANIE S. JOINER Notary Public, State of Florida My comm. expires Nov. 15, 1996 No ary Public, State(f Florida Comm No CC340873 �%, Bonded By Service Ins. P9.Personally Known ❑ other I.D. Stephanie S. Joiner My Commission Expires: 11/15/96 r _ _ CITY MANAGER'S FLOUTING MEMO OFFICE MAYOR ❑ CITY CLERK ❑ CITY MANAGER SECRETARY ❑ FINANCE DIRECTOR ❑ PERSONNEL DIRECTOR ❑ PLANNING/DEVELOP. DIR. ❑ PUBLIC WORKS DIRECTOR ❑ UTILITY DIRECTOR ❑ 0 REC./PARKS DIR. ❑ POLICE CHIEF ❑ _ FIRE CHIEF ❑ _ COM. DEVELOP. DIR. ❑ CIVIL ENGINEER ❑ J BUILDING OFFICIAL ❑ CITY ATTORNEY ❑ _ o ACTION: 4. Please Call Me 6. Note and Return 12. Re Our Conversation 1. Your Information 5. Please Handle 9. Signature 13. Your Comments or 2. Approval 6. As Requested 10. OK "As Is" Recommendations 3. Please See Me 7. Please File 11. See "Remarks" 14. Read and Pass On REGARDING: (Attached PLEASE RESPOND NO LATER THAN: FROM � DATE ,��j 03/01/96 16:03 STATION (123)456-7890 P. 001 Central Florida �'TERMi .S, Inc. Orlando Sanford Airport One Red Cleveland Blvd. Suite 201 Sanford, FL 32772-0818 Fax: 407-323-9794 407-324-9681 Post -it" Fax Note 7671 oath �--) ��(p # of pagesw To Fro Co./Dept. Co. Phone # Phone It Fax # Fax # — 9 i DECEIVED March 1, 1996 Cam, 3� 4 MAR 01 1996 'Mr. W.A. Simmons, P.E. CITY OF SANFORl City Manager City of Sanford, Florida RO, Box 1788 Sanford, Florida 32772-1788 Dear Mr, Simmons; This letter is a supplement to our letter (attached) dated February 26, 1996 regarding the construction of the storage facility and fueling system for the airplanes here at. the Orlando Sanford Airport. We are in the process of obtaining a "building" permit and thusly are also in; need of a "conditional use" permit. Jay Marder has requested that we include the "conditional use" words in our agreement, Consequently, CFT agrees to indemnify and hold the City harmless for and against any cost, expense or damage incurred by CFI' and arising from CFT's corrunencement of construction pursuant to the City's building and conditional use permits. Sincerely, Nelson Blankenship, Jr, General Manager cc: Russ Gibson Jay Marder Phil Jorgensen Gary Winn Tim Howe Ron Wilsbach Brian Pendleton Melanie Marks Stephen J. Cooke ig 03/01/96 16:03 STATION (123)456-7890 P. 002 Central Florida TERMINALS, Inc. Orlando Sanford Airport One Red Cleveland Blvd. Suite 201 Sanford, FL 32772-0818 Fax: 407-323-9794 407-324-9681 February 26, 1996 Russ Gibson Land Development Cocrdlnetor City of Sanford Department of Engineering & Planning P.O. Box 1788 Sanford, Florida 32772-1788 RE: Fuel Farm Orlando Sanford Airport Dear Mr. Gibson: I am writing this letter at your request due to the timing constraints of this overall project. The construction of the fuel farm is on the critical path for the success of the opening of the terminal on time. There has been considerable effort made to design the tank location for the efficiency of the fueling process and minimize the impact as viewed by St. Johns Water Management Department. After having accomplished this and received their approval, we submitted the design to the city. for "Site Review". Timing is hi dering the waiting for site review approval and we need to begin erecting the containment and tank supports. We are very confident of the experience of the design and contractor and therefore are asking to proceed prior to receiving your official approval. We are also willing to hold the city "harmless" for any review comments that may result in a construction change. Thank you again for your help in expediting another component of the airport project. sincerei Nelson Blankenship, Jr. General Manager cc: Bill Simmons Gary Winn ✓ Phil Jorgensen ✓ Tim Howe f Ron Wilsbach %! Brian Pendleton f Melanie Marks f Stephen J. Cooke ✓ F_ 03 /196 16- 05 STAT T ON Central Florida TERMINALS,, Inc. Orlando Sanford Airport Ono RQd Oevel,,afid Tvd Suite 201 Sanford, FL 32,772-0818 4 0 7, "24 - 9 C) 3 i N1,ii,ch 1, 19% M-. WA simil'i,ons, P.E City ofSajiford, Floi-ida P 0 B (-,,x 1 '78 8 Swiford,F]on 61 3'177-�-17FS Dear MT �mirnons. Thi lemr is a supplernent to otij letter %auta,,;hed) dated February 26, 1996 regardaig the, coristriu,11011 of tli4- f'4GOiry find C!p1!!qo1 for t ii' iir-pl inwl 11-wre, at the (...)flando We are in the process of obm.6ng a "bu)Ording." permit and thusly are also in nVed nF a 1whide conditional use" pem-ilt. Jay Marder has. requested that wc..- i fffie "conditional Use" wofds il OUr aLretLmem. CoristqUiNIIIV, (f, T Indlerrwuf` and hold till- City rldrflllFs s, fw md against '111v C()Ft, t1Xrk,1v;e ()i iLfr.,agc uilcu_rrl�d by CFT and anising, frorn, CFT'S bi,iddUm-, and (�ond' cyriAl 1_1Se P_'MiTS I Nelson Blankenship, Jr cc. Russ (jib'Son Jay NI-arder Phil Jorgensen W11111 Tim How-, Ron wilsbach Bilaii Pcodh�ton Melatil,', Marks Stephan J. Cooke. .. . . ...... . TATTON F,• V7�'-""'A-tentral Flo'da TERMINALS, Inc., 407 324 9681 3 11 Rus" LI-Ild City of Siari6rd Npartment of P,O. Box 17-SS lial-110rd'I'lunda 3277 2 1 '188 Fud Farm Orla-ndo Sa-o.('Ord Ai.qv.rt :.m, thi-s fetter as yo-ur reqw.-,st duto t)'e 6mi.elo* conyLtralnts of this owtrall pro-ject, The construction of the. farm is ott the cJ011-6(-!al path for flie success of the opening of the terminal on time: There has, Ix-tri considerable made todesign the tank location for the effi6m-q of tilt., fuclins, Process &,nd minimize the impact as viewed by St. johns Water Management Deparftent. Aft x havOls, j� -o-r pihed this and receive;] their approval, wt- submitted the desi�n to the city for "SileRev I ew". T rn'ng is h..--der.ng the v; i i 'ammi,,nt a t ng for site review apprn-val and we need to begin e -c n_ the C-Ont and tank-. supports, We are very confident of the experience of the design and contractor and the.mforc- arc IskinS lo proceed prior to receiving yov.r off clat approval.. We are, also willing to hold the city harm. 11-ss" for a n reme cm i tr%,'nts t rmay in a l onstn..,ctton hangs. Tlhatlk w.)L?'Ain for Vour help in cYp,--(JitinF anotber comporleylt af flie airrx).rl pro'ie'd Nelson Blankenship, Jr. Gat Winn P1,111 jor��Cllsell Tim liolvve I/ Vrq-i WiJsl-vji-hv/ Brian Pendleton ' / I Melanie "'Aarks/ Steppe n J. Cooke / CITY OF SANFORD FIRE -DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 DATE: fC� PERMIT #:�. l BUSINESS NAME: S' A ADDRESS: /G C C PHONE NUMBER:( ) PLANS REVIEW JC_J` TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM ❑ AMOUNT $ COMMENTS: R V,l Ards -� n/�pp 1 l l ► M Fees must be paid to Sanford Building Department,,300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. f' n I certify that the above information is true and correct and that I will comply with all applicable /� es and ordinanc f the /7? ^ ,, Cit of Sanf to da. //I Sanford Fire Prevention "'<�Plico 9116a�/ e ■ Project No.: 15347-009-01 vU N I Vff EE R Report No.: G922 :3) A L Date 1st Issue: May 1, 1996 ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences •Construction Materials Testing Final Issue: May 21, 1996 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Attn: Mr. Ron Bryan P.O. Box 521728 Longwood, Florida 32752-1728 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 12 Feet East Apron Edge Wideninq DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB Date Sampled: 04/22/96 Time Sampled: 7:55 a.m. Sampled By: B. Billings, Jr. Slump: 53/4 in. Truck No.: 593 Air Content (by volume): N/S % Ticket No.: 62-2966006 Concrete Temperature: 76 OF Time Batched: 7:06 a.m. No. of Cylinders Cast: 4 DATA . Quantity of Load: '10 cu.yds. Ambient Temperature: 75 OF Water Added At Site: 5 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier. Rinker Location of Placement: Slab on grade: 30 feet west and 20 feet south of northeast corner of equipment parking area. Date Tested Age in Days Type of Fracture Test Specimen X-Sect. Area (in?) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 04/29/96 7 3 28.00 57,500 22,050 RESULTS of TESTING 05/20/96 28 3 28.21 96,500 3,420 05/20/96 28 3 28.21 100,000 3,540 3,480 REMARKS This Form Conforms With ASTM C-39 '60 cubic yards of 240 cubic yards. 2Note: Based on the 7-day compressive strength test, the specified 28 day strength of 3,000 psi may not occur. 1 = Cone, 2 = Cone & Split, 3 = Cone-& Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break cc: Client (2) B.R.P.H. (1) City of Sanford (1) gdv P.E. Department Manager ring Sciences, Inc. Project No.: • UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 FLEXURAL STRENGTH OF 6" X 6" X 21" CONCRETE TEST BEAMS 15347-009-01 G920 May 1, 1996 May 22, 1996 Client: Mark Construction Company Attention: Mr. Ron Beyan Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 650 psi at 28 days Mix Design No. P5oC34J FIELD & LAB DATA Date Sampled: 04/22/96 Time Sampled: 6:25 a.m. Sampled By: B. Billings, Jr. Slump: 4 in. Truck No.: 310 Air Content (by volume): N/S % Ticket No.: 62-2965995 Concrete Temperature: 73 OF Time Batched: 5:44 a.m. No. of Beams Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 64 OF Water Added At Site: 0 gals. Weather Condition: Dark Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 55 feet east of west end of east concourse extension slab. Date Tested Age in Days Modulus of Rupture (psi) Average (psi) RESULTS of TESTING 04/29/96 7 620 05/20/96 28 660 05/20/96 28 660 660 H REMARKS This Form Conforms With ASTM C-78 '170 cubic yards of 180 cubic yards alter, P.E. cc: Client (2), B.R.P.H. (1), Mat rials' ting - Department Manager City of Sanford (1) Universa E ineering Sciences, Inc. vh X i 's Project No.: rt I UNIVt.-nzDAL Da eo1st,Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 - FAX (407) 423-3106 FLEXURAL STRENGTH OF 6" X 6" X 21" CONCRETE TEST BEAMS 15347-009-01 G919 May 1, 1996 May 22, 1996 Client: Mark Construction Company Attention: Mr. Ron Beyan Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 650 psi at 28 days Mix Design No. P50C34J FIELD & LAB DATA Date Sampled: 04/22/96 Time Sampled: 5:40 a.m. Sampled By: B. Billings, Jr. Slump: 4 in. Truck No.: 256 Air Content (by volume): N/S % Ticket No.: 62-2965989 Concrete Temperature: 77 OF Time Batched: 4:55 a.m. No. of Beams Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 62 OF Water Added At Site: 10 gals. Weather Condition: Dark Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 180 feet west of east end of east concourse extension slab. RESULTS of TESTING Date Tested Age in Days Modulus of Rupture (psi) Average (psi) 04/29/96 7 690 05/20/96 28 690 05/20/96 28 720 705 H REMARKS This Form Conforms With ASTM C-78 1110 cubic yards of 180 cubic yards cc: Client (2), B.R.P.H. (1), City of Sanford (1) vh Fred r, P.E. Material Tes in ' Department Manager Univers I Engin ing Sciences, Inc. 1 Project No.: ' 11 I ' Report No.: UNIVIF E R %E0 3") A L Date 1st Issue: ENGINEERING SCIENCES Date2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 FLEXURAL STRENGTH OF 6" X 6" X 21" CONCRETE TEST BEAMS 15347-009-01 G918 May 1, 1996 May 22, 1996 Client: Mark Construction Company Attention: Mr. Ron Beyan Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 650 psi at 28 days Mix Design No. PSOC34J FIELD & LAB DATA Date Sampled: 04/22/96 Time Sampled: 5:10 a.m. Sampled By: B. Billings, Jr. Slump: 3'/4 in. Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 62-2965984 Concrete Temperature: 77 OF Time Batched: 4:22 a.m. No. of Beams Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 62 OF Water Added At Site: 0 gals. Weather Condition: Dark Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 60 feet west of east end of east concourse extension slab. RESULTS of TESTING Date Tested Age in Days Modulus of Rupture (Psi) Average (psi) 04/29/96 7 775 05/20/96 28 830 05/20/96 28 760 795 H REMARKS This Form Conforms With ASTM C-78 '60 cubic yards of 180 cubic yards cc: Client (2), B.R.P.H. (1), City of Sanford (1) vh P.E. Department Manager ring Sciences, Inc. I Project No.: 15347-009-01 'r UNIVERSAL Report No.: G917 Date 1st Issue: May 1, 1996 i ENGINEERING SCIENCES Date 2nd Issue: I Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: May 22, 1996 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 FLEXURAL STRENGTH OF 6" X 6" X 21" CONCRETE TEST BEAMS Client: Mark Construction Company Attention: Mr. Ron Beyan Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 650 psi at 28 days Mix Design No. P5oC34J FIELD Date Sampled: 04/22/96 Time Sampled: 4:25 a.m. Sampled By: B. Billings, Jr. Slump: 31/2 in. Truck No.: 318 Air Content (by volume): N/S % & LAB Ticket No.: 62-2965981 Concrete Temperature: 78 OF Time Batched: 4:00 a.m. No. of Beams Cast: 4 DATA Quantity of Load: 110 cu.yds. Ambient Temperature: 62 OF Water Added At Site: 5 gals. Weather Condition: Dark Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 45 feet west of east end of concourse extension slab. RESULTS of TESTING Date Tested Age in Days Modulus of Rupture (psi) Average (psi) 04/29/96 7 510 05/20/96 28 780 05/20/96 28 670 725 H REMARKS This Form Conforms With ASTM C-78 130 cubic yards of 180 cubic yards cc: Client (2), B.R.P.H. (1), City of Sanford (1) vh P.E. Department Manager ring Sciences, Inc. r Project No.: 15347-009-01 NI 002"hom"L Report No.: G921 s Date 1st Issue: May 1, 1996 ENOINEERING SCIENCES Date2nd Issue:. Date 3rd Issue: Consultants In: Geotechnical Engineering Final Issue: May 21, 1996 Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. . Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Attn: Mr. Ron' Bryan P.O. Box 521728 Longwood, Florida 32752-1728 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 12 Feet East Apron Edqe Widening DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 04/22/96 Time Sampled: 7:10 a.m. Sampled By: B. Billings, Jr. Slump: 53/4 in. Truck No.: 22 Air Content (by volume):,, N/S Ticket No.: 62-2966001 Concrete Temperature:,, 74 ° F Time Batched: 6:22 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: ` ` 67 OF - Water Added At Site: 5 gals. Weather Condition: P Cloudy Contractor. '', Client Admixture: N/S Supplier: Rinker Location of Placement: I Slab on grade: 40 feet west of northeast corner of equipment parking area. RESULTS of TESTING Date Tested Age in Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 04/29/96 7 3 28.00 75,000 2,680 05/20/96 28 3 28.21 101,500 3,600 05/20/96 28 3 28.21 107,000 3,790 3,700 H REMARKS This Form Conforms With ASTM C-39 110 cubic yards of 240 cubic yards I = Cone, 2 = Cone & Split; 3'= Cone $ Shear, 4 = Shear, 5 = Columnar H p Hold, CB = Corner Break cc: Client (2) B.R.P.H. (1) City of Sanford (1) vh zer, P.E. g - Department Manager neering Sciences, Inc. I Project No.: UN Rep o.: " I Vff E * Ro' Z013"AL Da eelst Issue: ENGINEERING SCIENCES Date 2nd Issue: Date 3rd Issue: ' Consultants_ In: Geotechnical Engineering • Final Issue: Environmental Sciences • Construction Materials Testing 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 G923 May 1, 1996 May 21, 1996 Client: Mark ;Construction Company Attn: Mr. Ron Bryan P.O. Box 521728 Longwood, Florida 32752-1728 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 12 Feet East of Apron Edae Widenina DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB Date Sampled: 04/22%96 Time Sampled: 8:45 a.m. Sampled By: B. Billings, Jr. Slump: 4 in. Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 62-2966013 Concrete Temperature: 77 OF Time Batched: 7:54 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: '10 cu.yds. Ambient Temperature: 73 OF Water Added At Site: 0 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 15 feet north and 15 feet east of southwest corner of equipment parking area. RESULTS of TESTING Date Tested Age in Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 04/29/96 7 3 28.00 66,500 2,380 05/20/96 28 3 28.21 95,000 3,370 05/20/96 28 3 28.21 101,000 3,580 3,480 H REMARKS This Form Conforms With ASTM C-39 '120 cubic yards of 240 cubic yards IVI V'\J 1 = Cone, 2 = Cone & Split,.3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break Fred . S zer, P.E. cc: Client (2) Materials ing - Department Manager B.R.P.H. (1) Univer I n ineering Sciences, Inc. City of Sanford (1) L vh - -I Project No.: r N UN Omni Report No.: VERR S sAm-m-'a RL Date 1st Issue: ENGINEERI'NGSCIENCES Date 2nd Issuer rd Consultants In: Geotechnical Engineering • Date ss .Issue: I Final ss Environmental Sciences'• Construction Materials Testing ue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Attn: Mr. Ron Bryan, P.O. Box 521728 Longwood, Florida 32752-1728 15347-009-01 G924 May 1, 1996 May 21, 1996 Project: International Departures Building, Central Florida Regional Airport, 'Sanford, Florida - P.O. No. 733-104 12 Feet East Apron Edge Widenincl DESIGN DATA Specified. Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & Date Sampled: 04/22/96 Time Sampled: 9:30 a.m. Sampled By: B. Billings, Jr. Slump: 6.in.. Truck No.: 847 Air Content (sy volume): N/S,%g Ticket No.: 62-2986017 Concrete Temperature: 75 OF LAB DATA Time Batched: 8:40 a.m. No. of Cylinders Cast: 4 , Quantity of Load: '10 cu.yds. Ambient Temperature: 75 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 40 feet west and 25 feet north of southeastcorner of equipment parking area. Date Tested Age in Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) RESULTS of TESTING 04/29/96 7 3 28.00 65,000 2,320 05/20/96 28 3 28.21 98,000 3,470 05/20/96 28 3 28.21 90,000 3,190 3,330 H REMARKS This Form Conforms With ASTM C-39 1160 cubic yards of 240 cubic yards ,IF N-�' M ,0 H ' M 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H =Hold, CB = Corner Break Fred cc: Client (2) Mate B.R.P.H. (1) Univ City of Sanford (1) vh maizer,'P.E. =`sting - Department Manager ngineering Sciences, Inc. Project No.: 15347-009-01 Report No.: G925 ALUIMIVE 'La Date 1st Issue: May 1, 1996 ENGINEERING SCIENCES Date 2nd Issue: Date 3rd Issue: I Consultants In: Geotechnical Engineering • Final Issue: May 21, 1996 Environmental Sciences •_ Construction Materials Testing 3532 Maggie Blvd. Orlando:, 'FL 32811 (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client. Mark Construction Company Attn: 'Mr. Ron Bryan P.O. Box 521728 Longwood, Florida 32752-1728 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 12 Feet East Arpon Edcle Widening DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 04/22/96 Time Sampled: 10:15 a.m. Sampled By: B. Billings, Jr. Slump:, 5 in. Truck No.: _ 593 Air Content (by volume):- N/S % Ticket No. 62-2966025 Concrete Temperature: 78 OF Time Batched: 9:45 a.m. No. of Cylinders Cast: 4 Quantity of Load: 10 cu.yds. Ambient Temperature: 80 OF Water Added At Site: 0 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: I Slab on grade: 35 feet west of southeast corner of equipment parking area. RESULTS of TESTING Date Tested Age in Days Type of Fracture Test Specimen X-Sect. Area (in.) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 04/29/96 7 3 28.00 55,500 21,980 05/20/96 28 3 28.21 88,000 3,250 05/20/96 28 3 28.21 95,000 3,370 1 3,250 H REMARKS This Form Conforms With ASTM C-39 1210 cubic yards of 240 cubic yards. 2Note: Based on the 7-day compressive strength test, the specified 28 day strength of 3,000 psi may not occur. 1XI M z FJ M 1 = Cone, 2 = Cone $ Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break cc Client (2) B.R.P.H. 0) City of Sanford (1) vh P.E. Department Manager ring Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 FLEXURAL STRENGTH OF 6" X 6" X 21" CONCRETE TEST BEAMS 15347-009-01 G917 May 1, 1996 , Client: Mark Construction Company Attention: Mr. Ron Beyan Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 650 psi at 28 days Mix Design No. P50C34J FIELD Date Sampled: 04/22/96 Time Sampled: 4:25 a.m. Sampled By: B. Billings, Jr. Slump: 31/2 in. Truck No.: 318 Air Content (by volume): N/S % & LAB DATA Ticket No.: 62-2965981 Concrete Temperature: 78 OF Time Batched: 4:00 a.m. No. of Beams Cast: 4 Quantity of Load: 1 10 cu.yds. Ambient Temperature: 62 OF Water Added At Site: 5 gals. Weather Condition: Dark Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 45 feet west of east end of concourse extension slab. Date Tested Age in Days Average Width (in) Average Depth (in) Span Length (in.) Correction (%) Modulus of Rupture (psi) Average (psi) 04/29/96 7 5.98 N/S 12 N/S 510 RESULTS of TESTING 05/20/96 28 05/20/96 28 H REMARKS This Form Conforms With ASTM C-78 30 cubic yards of 180 cubic yards L`, EC imE,, -F— i i uiri cc: Client (2), B.R.P.H. (1), City of Sanford (1) gdv P.E. Department Manager Bring Sciences, Inc. F_ UNIVERSALReport Project No.: No.: Date 1st Issue: ENGINEERING SCIENCES Date end Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 FLEXURAL STRENGTH OF 6" X 6" X 21" CONCRETE TEST BEAMS Client: Mark Construction Company Attention: Mr. Ron Beyan Post Office Box 521837 Longwood, Florida 32752 15347-009-01 G918 May 1, 1996 s Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 650 psi at 28 days Mix Design No. P50C34J FIELD & LAB DATA Date Sampled: 04/22/96 Time Sampled: 5:10 a.m. Sampled By: B. Billings, Jr. Slump: 31/4 in. Truck No.: 765 Air Content (by volume): N/S 0 Ticket No.: 62-2965984 Concrete Temperature: 77 OF Time Batched: 4:22 a.m. No. of Beams Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 62 OF Water Added At Site: 0 gals. Weather Condition: Dark Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 60 feet west of east end of east concourse extension slab. RESULTS of TESTING Date Tested Age in Days Average Width (in) Average Depth (in) Span Length (in.) Correction (%) Modulus of Rupture (psi) Average (psi) 04/29/96 7 5.95 N/S 12 N/S 775 05/20/96 28 05/20/96 28 H REMARKS This Form Conforms With ASTM C-78 '60 cubic yards of 180 cubic yards o - L13 SPEC I"Ell 1�,3i�;3i�31 cc: Client (2), B.R.P.H. (1), City of Sanford (1) gdv P.E. Department Manager ?ring Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 FLEXURAL STRENGTH OF 6" X 6" X 21" CONCRETE TEST BEAMS 15347-009-01 G919 May 1, 1996 Client: Mark Construction Company Attention: Mr. Ron Beyan Post Office Box 521837 Longwood, Florida 32752 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 650 psi at 28 days Mix Design No. PSOC34J Date Sampled: 04/22/96 Time Sampled: 5:40 a.m. Sampled By: B. Billings, Jr. Slump: 4 in. FIELD & LAB DATA Truck No.: 256 Air Content (by volume): N/S % Ticket No.: 62-2965989 Concrete Temperature: 77 OF Time Batched: 4:55 a.m. No. of Beams Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 62 OF Water Added At Site: 10 gals. Weather Condition: Dark Contractor: Client Admixture: NI S Supplier: Rinker Location of Placement: Slab on grade: 180 feet west of east end of east concourse extension slab. RESULTS of TESTING Date Tested Age in Days Average Width (in) Average Depth (in) Span Length (in.) Correction (%) Modulus of Rupture (psi) Average (psi) 04/29/96 7 5.92 N/S 117/8 N/S 690 05/20/96 28 05/20/96 28 H REMARKS This Form Conforms With ASTM C-78 110 cubic yards of 180 cubic yards I cc: Client (2), B.R.P.H. (1), City of Sanford (1) gdv P.E. Department Manager ring Sciences, Inc. r— Project No.: Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: UNIVERSAL 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 FLEXURAL STRENGTH OF 6" X 6" X 21" CONCRETE TEST BEAMS Client: Mark Construction Company Attention: Mr. Ron Beyan Post Office Box 521837 Longwood, Florida 32752 15347-009-01 G920 May 1, 1996 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 DESIGN DATA Specified Strength: 650 psi at 28 days Mix Design No. P50C34J FIELD Date Sampled: 04/22/96 Time Sampled: 6:25 a.m. Sampled By: B. Billings, Jr. Slump: 4 in. Truck No.: 310 Air Content (by volume): N/S % & LAB DATA Ticket No.: 62-2965995 Concrete Temperature: 73 OF Time Batched: 5:44 a.m. No. of Beams Cast: 4 quantity of Load: '10 cu.yds. Ambient Temperature: 64 OF Water Added At Site: 0 gals. Weather Condition: Dark Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 55 feet east of west end of east concourse extension slab. RESULTS of TESTING Date Tested Age in Days Average Width (in) Average Depth (in) Span Length (in.) Correction (%) Modulus of Rupture (psi) Average (psi) 04/29/96 7 5.98 N/S 12 N/S 620 05/20/96 28 05/20/96 28 H REMARKS This Form Conforms With ASTM C-78 1170 cubic yards of 180 cubic yards D - Li3 --EN i.nEN t I IN. MIN, Li L/3 L:3 L/3 F Izer, P.E. cc: Client (2), B.R.P.H. (1), Ma i - Department Manager City of Sanford (1) Univer al En in ering Sciences, Inc. gdv Project No.: UNI VERSAL Date ort s" Issue: ENGINEERING SCIENCES Date 2nd Issue: j Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 G921 May 1, 1996 Client: Mark Construction Company Attn: Mr. Ron Bryan P.O. Box 521728 Longwood, Florida 32752-1728 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 12 Feet East Apron Edqe Wideninq DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V Date Sampled: 04/22/96 Time Sampled: 7:10 a.m. FIELD & LAB DATA Sampled By: B. Billings, Jr. Slump: 53/4 in. Truck No.: 22 Air Content (by volume): N/S % Ticket No.: 62-2966001 Concrete Temperature: 74 OF Time Batched: 6:22 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 67 OF Water Added At Site: 5 gals. Weather Condition: P Cloudy Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 40 feet west of northeast corner of equipment parking area. RESULTS of TESTING Date Tested Age in Days Type of Fracture Test Specimen X-Sect. Area (in .2) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 04/29/96 7 3 28.00 75,000 2,680 05/20/96 28 05/20/96 28 H REMARKS This Form Conforms With ASTM C-39 10 cubic yards of 240 cubic yards 1 = Cone, 2 = Cone & Split, 3 _ Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break cc: Client (2) B.R.P.H. (1) City of Sanford (1) gdv artment Manager Sciences, Inc. Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date end Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences - Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 G922 May 1, 1996 i Client: Mark Construction Company Attn: Mr. Ron Bryan P.O. Box 521728 Longwood, Florida 32752-1728 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 12 Feet East Apron Edge Widening DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & Date Sampled: 04/22/96 Time Sampled: 7:55 a.m. Sampled By: B. Billings, Jr. Slump: 53/4 in. Truck No.: 593 Air Content (by volume): N/S % Ticket No.: 62-2966006 Concrete Temperature: 76 OF LAB Time Batched: 7:06 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: '10 cu.yds. Ambient Temperature: 75 OF Water Added At Site: 5 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 30 feet west and 20 feet south of northeast corner of equipment parking area. Date Tested Age in Days Type of Fracture Test Specimen X-Sect. Area (in .2) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) RESULTS of TESTING 04/29/96 7 3 28.00 57,500 22,050 05/20/96 28 05/20/96 28 H REMARKS This Form Conforms With ASTM C-39 '60 cubic yards of 240 cubic yards. 2Note: Based on the 7-day compressive strength test, the specified 28 day strength of 3,000 psi may not occur. 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break cc: Client (2) B.R.P.H. (1) City of Sanford (1) L gdv artment Manager Sciences, Inc. Project No.: Report No.: mum N I Vff E m Hm"Erm 3"AIAL Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 - (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS Client: Mark Construction Company Attn: Mr. Ron Bryan P.O. Box 521728 Longwood, Florida 32752-1728 15347-009-01 G923 May 1, 1996 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 12 Feet East of Apron Edqe Wideninq DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 04/22/96 Time Sampled: 8:45 a.m. Sampled By: B. Billings, Jr. Slump: 4 in. Truck No.: 765 Air Content (by volume): N/S % Ticket No.: 62-2966013 Concrete Temperature: 77 OF Time Batched: 7:54 a.m. No. of Cylinders Cast: 4 Quantity of Load: '10 cu.yds. Ambient Temperature: 73 OF Water Added At Site: 0 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 15 feet north and 15 feet east of southwest corner of equipment parking area. RESULTS of TESTING Date Tested Age in Days Type of Fracture Test Specimen X-Sect. Area (in .2) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 04/29/96 7 3 28.00 66,500 2,380 05/20/96 28 05/20/96 28 H REMARKS This Form Conforms With ASTM C-39 120 cubic yards of 240 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break cc: Client (2) B.R.P.H. (1) City of Sanford (1) L gdv P.E. Department Manager bring Sciences, Inc. r- Project No.: UNIVERSAL Report No.: Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. • Orlando, FL 32811 • (407) 423-0504 • FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 G924 May 1, 1996 Client: Mark Construction Company Attn: Mr. Ron Bryan P.O. Box 521728 Longwood, Florida 32752-1728 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 12 Feet East Apron Edqe Widening DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & Date Sampled: 04/22/96 Time Sampled: 9:30 a.m. Sampled By: B. Billings, Jr. Slump: 6 in. Truck No.: 847 Air Content (by volume): N/S % Ticket No.: 62-2966017 Concrete Temperature: 75 OF LAB Time Batched: 8:40 a.m. No. of Cylinders Cast: 4 DATA Quantity of Load: '10 cu.yds. Ambient Temperature: 75 OF Water Added At Site: 10 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 40 feet west and 25 feet north of southeast corner of equipment parking area. RESULTS of TESTING Date Tested Age in Days Type of Fracture Test Specimen X-Sect. Area (in .2) Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 04/29/96 7 3 28.00 65,000 2,320 05/20/96 28 05/20/96 28 H REMARKS This Form Conforms With ASTM C-39 '160 cubic yards of 240 cubic yards 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break cc: Client (2) B.R.P.H. (1) City of Sanford (1) Fr alzer, P.E. Materia in - Department Manager Universal E ineering Sciences, Inc. Lgdv F Project No.: s Report No.: mum N I V Em%'4*� AA L Date 1st Issue: ENGINEERING SCIENCES Date 2nd Issue: Consultants In: Geotechnical Engineering • Date 3rd Issue: Environmental Sciences • Construction Materials Testing Final Issue: 3532 Maggie Blvd. - Orlando, FL32811 • (407) 423-0504 - FAX (407) 423-3106 COMPRESSIVE STRENGTH OF 6" X 12" CONCRETE TEST SPECIMENS 15347-009-01 G925 May 1, 1996 Client: Mark Construction Company Attn: Mr. Ron Bryan P.O. Box 521728 Longwood, Florida 32752-1728 Project: International Departures Building, Central Florida Regional Airport, Sanford, Florida - P.O. No. 733-104 12 Feet East Aroon Edge Wideninq DESIGN DATA Specified Strength: 3,000 psi at 28 days Mix Design No. P3065V FIELD & LAB DATA Date Sampled: 04/22/96 Time Sampled: 10:15 a.m. Sampled By: B. Billings, Jr. Slump: 5 in. Truck No.: 593 Air Content (by volume): N/S % Ticket No.: 62-2966025 Concrete Temperature: 78 OF Time Batched: 9:45 a.m. No. of Cylinders Cast: 4 Quantity of Load: 110 cu.yds. Ambient Temperature: 80 OF Water Added At Site: 0 gals. Weather Condition: Sunny Contractor: Client Admixture: N/S Supplier: Rinker Location of Placement: Slab on grade: 35 feet west of southeast corner of equipment parking area. RESULTS of TESTING Date Tested Age in Days Type of Fracture Test Specimen X-Sect. Area (in.') Max. Compressive Load (lbs.) Test Compressive Strength (psi) Average (psi) 04/29/96 7 3 28.00 55,500 Z1,980 05/20/96 28 05/20/96 28 H REMARKS This Form Conforms With ASTM C-39 1210 cubic yards of 240 cubic yards. 2Note: Based on the 7-day compressive strength test, the specified 28 day strength of 3,000 psi may not occur. 1 = Cone, 2 = Cone & Split, 3 = Cone & Shear, 4 = Shear, 5 = Columnar H = Hold, CB = Corner Break cc: Client (2) B.R.P.H. (1) City of Sanford (1) Fr alzer, P.E. Mated T ing - Department Manager Universal E gineering Sciences, Inc. L gdv DEVELOPMENT FEE WORKSHE CITY OF SANFORD n UTILITY - ADMIN. M47,1?e dui'(41W6 P. 0. BOX 1788 SANFORD, FL 32772-1788 Project Name: i'�' /'v2% 7/-`//`7;iN�}c C�Jaa 7r�✓ u^'o 7N `- Date: Ji Sfo Owner/Contact Person: 1 �� l am, (�11 CJ` I O Ppone : Address • Type of Development: 1) RESIDENTIAL Type of Units (single family or multi -family): Total Number of Units: Type of Utility Connection (individual connections or central water meter & common sewer tap) : Water Meter Size (3/4", 1", 2", etc.): REMARKS: 2) NON-RESIDENTIAL Type of Units (commercial, industrial, etc.): Total Number of Buildings: Number of Fixture Units (each building): Type of Utility Connection (individual connections or central water meter & common sewer tap): Water Meter Size (3/4" 17,V6 1", 2", etc.) REMARKS: ��/37, TO CONNECTION FEE CALCULATION: s-a REVISED 8/12/92 I ) Water System Impact Fees - Equivalent Residential Connection (ERC) - 300 Gallons Per Day (GPD) Residential 33 $650/Unit - Single family structure, or multi -family unit _ containing three (3) bedrooms or more. :20 $487.50/Unit - Multi -family unit or Mobile Home unit containing Type of Fixture Or Group of Fixtures Fixture Unit Value less than three (3) bedrooms. (This category is U ` 7i based on judgement/assumption, estimation that such family units on Automatic clothes washer (2" standpipe) 3 average require 751 - 225 GPD of the water and sewer service of an average Bathroom group consisting of a water closet, lavatory single family unit.) & bathtub or shower stall: Tank water closet 0 commercial - Flush valve water closet 8 $650/ERU - Fixture unit schedule from Southern Plumbing Code �5� �,7 C- Bathtub (with or without overhead shower) 2 will be used. One ERU will be charged for Bidet 3 connection and up to twenty (2) fixture units. Combination sink -and -tray w/food waste grinder 4 For projects having more than twenty (20) fixture` 3 7 1-11 Combination sink -and -tray w/One 1-1/2" trap 3 units the Impact Fee will be determined by increments Combination sink -and -tray w/separate 1-1/2" trap 3 of 251 based on multiples of five (5) fixture units above the twenty (20) fixture unit I Dental unit or cuspidor 1 base for the first ERU. (Example: twenty-five I Dental Lavatory 1 (25) fixture units will be rated as 1.25 eru; Drinking fountain 1 2 / twenty-six (26) fixture units will be rated as 1.5 Dishwasher, domestic 2 ERU.) Floor drains w/2" waste 3 2) Sewer System Impact Fees Kitchen sink, domestic w/one.1-1/2" trap 2 Kitchen sink, w/food waste grinder 3 Equivalent Residential Connections " 270 Gallons Per Day (GPD) Kitchen sink, w/food waste grinder & dishwasher 1-1/2" trap 5 Residential - Kitchen sink, domestic w/dishwasher 1-1/2" trap 4 $1700'Unit - Single family structure, or multi -family unit Lavatory w/1-1/4" waste 1w/1-1/2" containing three (3) bedrooms or more. Waste 2 k 3 = $1275/Unit - Multi -family unit or Mobile Home unit containing t Laundry tray (1 Or 2 compartments) 2 less than three (3) bedrooms. (This category is Shower Stall, domestic 2 based on judgement/assumption/estimation that such Showers (group) per head 3 X family units on average require 751 of water and sewer Sinks: Surgeons 3 service of an average single family unit.) Flushing rim (with valve) 8 Commercial - Industrial - Institutional Service ( trap standard) 3 $1700/ERU - Fixture unit schedule from Southern Plumbing Code Service (P trap) 2 will be used. One ERU will be charged for Pot, scullery, etc. 4 connection and up to twenty (20) fixture units.%t For having %� /-7i� Urinal, pedestal, syphon jet blowout 8 projects more than twenty (20) fixture units the Impact Fee will be incremedts of 25E Urinal, wall lip 4 based on multiples of five (5) fixture units above the twenty _ ` 7 Urinal, stall, washout 4 (20) fixture unit base for the first Urinal trough (each 6' section) 2 ERU. (Example: twenty-five (25) fixture units will be Wash sink (circular or multiple) each set of faucets 2 rated as 1.25 ERU; twenty-six (26) fixture units will be rated as 1.5 ERU.) Water closet, private (tank operation) 4 Water closet, public operation) p (valve o eration 8x 3 = �� 3. Water Meter Connection Fees Fixtures not listed above: Trap size 1-1/4" or less 1 WATER METER SIZE FEES Trap Size 1-1/2" 2 3/a• $ 1130. Trap size 2" 3 1" 210. Trap size 1-1/2" 4 400. Trap size 3" 5 3, soo. Trap size 4" 6 2,900. or they install 4" Reference: Standard Plumbing Code, Table 1304.1 page 13-4 and 4,400. or they install 6" 7,520. Table 1304.2 page 13-5. or they install �3 3 4. Sewer Connection Fee Standard 4" Residential Connection - $260. _ Non-standard connection - TO BE DETERMINED NOTE: ANY WATER OR SEWER TAP WORK THAT REQUIRES ANY STREET CUT OR TUNNELING OF THE PAVEMENT WILL BE AN ADDITIONIL $250 FOR EACH SUCH TAP_ Who-ie Building Performance Method for Commercial Buildings Form 40OA-94 1 - • ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs FLA/COM-94 Version 2.1A PROJECT NAME_SANFORD MAINT / ENG BLDG PERMITTING OFFICE• ADDRESS: _SANFORD, FLA. _Sanford�J<v—���� CLIMATE ZONE: 5 OWNER: SANFORD AIRPROT PERMIT NO.: _0000 AGENT: JURISDICTION NO:_691500 BUILDING TYPE: _Business (Office) CONSTRUCTION CONDITION: New construction DESIGN COMPLETION: _Finished Building CONDITIONED FLOOR AREA: _2314 MAX. TONNAGE OF EQUIPMENT PER SYSTEM: COMPLIANCE CALCULATION: 4 NUMBER OF ZONES: 2 METHOD A DESIGN ------ CRITERIA -------- RESULT ------ ----------------- A. WHOLE BUILDING 72.82 100.00 PASSES PRESCRIPTIVE REQUIREMENTS: LIGHTING LIGHTING CONTROL REQUIREMENTS PASSES HVAC EQUIPMENT COOLING EQUIPMENT 1. SEER 10.35 10.00 PASSES 2. SEER 10.05 10.00 PASSES HEATING EQUIPMENT 1. Ft .. 1.00 N/A 2. Et 1.00 N/A AIR DISTRIBUTION SYSTEM INSULATION LEVEL 1. Unconditioned Space 6.00 4.20 PASSES 2. Unconditioned Space 6.00 4.20 PASSES WATER HEATING EQUIPMENT PIPING INSULATION REQUIREMENTS ----------------------------------------------------------------------------. COMPLIANCE CERTIFICATION: I hereby certify that the plans and specification-. covered by this calcu- lation are in compliance with the Florida Energy Efficiency Code. PREPARED BY: DATE:, I hereby cert' that thi ui ing is in complia a wi h the o.id Energy Efficien Cod OWNER/AG T: DATE: \/°�o_ C? Review of the plans and specifica- tions covered by this calculation indicates compliance with the Florida Energy Efficiency Code. Before construction is completed, this building will be inspected for compliance in accordance with Section 553.908, F1 ida Statutes. BUILDING OFFI IAL• DATE: I hereby certify(*) that the system design is in compliance with the Florida Energy Efficiency Code. SYSTEM DESIGNER REGISTRATION/STATE ARCHITECT :BRPH Architects -Engineers Architect/Florida MECHANICAL:M R Verrando P.E./Florida PLUMBING :M R Verrando P.E./Florida ELECTRICAL:M R Verrando P.E./Florida LIGHTING :M R Verrando P.E./Florida (*) Signature is required where Florida law requires design to be performed by registered design professionals. Typed names and registration numbers may be used where all relevant information is contained on signed/sealed plans. BUILDING INFORMATION COMPLIANCE CHECK ° 401.------GLAZING--ZONE 1------------------------------------------------ v- ° Elevation Type U Sc VLT Shading ---- ---- ---- -------------- Area(Sgft) ---------- --------- West --------------- Commercial 1.31 1.0 1.0 Continuous Ove 20 East Commercial 1.31 1.0 1.0 Continuous Ove 20 Total Glass Area in Zone 1 = 40 401.------GLAZING--ZONE 2------------------------------------------------ v- Elevation Type U Sc VLT Shading ---- ---- ---- -------------- Area(Sgft) ---------- --------- West --------------- Commercial 1.31 1.0 1.0 Continuous Ove 40 East Commercial 1.31 1.0 1.0 Continuous Ove 60 Total Glass Area in Zone 2 = 100 Total Glass Area = 140 402 WALLS --ZONE 1------------------------------------------------ --- Elevation Type U Added R ----- ------- Gross(Sgft) ----------- --------- South -------------------------------- Frame Wall + 3" InS. 0.081 11.0 214 West Frame Wall + 3" InS. 0.081 11.0 173 East Frame Wall + 3" InS. 0.081 11.0 305 North Frame Wall + 3" InS. 0.081 11.0 35 North Hvywt. Concrete Wall + 12" Concr 0.421 0.0 95 West Hvywt. Concrete Wall + 12" Concr 0.421 0.0 204 Total Wall Area in Zone 1 = 1027 402.------WALLS--ZONE 2------------------------------------------------ --- Elevation Type U Added R ----- ------- Gross(Sgft) ----------- --------- East -------------------------------- Frame Wall + 3" InS. 0.081 11.0 359 North Frame Wall + 3" InS. 0.081 11.0 208 West Frame Wall + 3" InS. 0.081 11.0 247 West Hvywt. Concrete Wall + 12" Concr 0.421 , 0.0 112 South Hvywt. Concrete Wall + 12" Concr 0.421 0.0 96 Total Wall Area in Zone 2 = 1023 Total Gross Wall Area = 2049 403.------DOORS--ZONE 1------------------------------------------------ --- Elevation Type U ----- Area(Sgft) ---------- --------- North ------------------------------------------ 1-3/4 Steel Door-Fiberglass/Mineral woo 0.60 21 East 1-3/4 Steel Door-Fiberglass/Mineral woo 0.60 21 West 1-3/4 Steel Door-Fiberglass/Mineral woo 0.60 21 South 1-3/4 Steel Door-Fiberglass/Mineral woo 0.60 21 South 1-3/4 Steel Door-Fiberglass/Mineral woo 0.60 42 Total Door Area in Zone 1 = 126 403. DOORS --ZONE 2------------------------------------------------ --- Elevation Type U ----- Area(Sgft) ---------- --------- North ------------------------------------------ 1-3/4 Steel Door-Fiberglass/Mineral woo 0.60 42 North 1-3/4 Steel Door-Fiberglass/Mineral woo 0.60 21 Total Door Area in Zone 2 = 63 Total Door Area = 189 404.------ROOFS--ZONE 1------------------------------------------------ --- Type Color U Added R ------ ------------ Area(Sgft) ---------- ------------------------------------ 6" hvywt. Concrete with 1" Ins. Dark 0.192 0.0 1157 Total Roof Area in Zone 1 = 1157 404.------ROOFS--ZONE 2------------------------------------------------ --- ...7 Type Color U Added R Area(Sgft) 6" hvywt. Concrete with 1" Ins. Dark 0.192 0.0 1157 Total Roof Area in Zone 2 = 1157 Total Roof Area = 2314 405.------FLOORS-ZONE 1------------------------------------------------ --- Type R Area(Sgft) ----------------------------------------------------------------- Slab on Grade/Uninsulated 0.0 1157 Total Floor Area in Zone 1 = 1157 405.------FLOORS-ZONE 2------------------------------------------------ --- Type R Area(Sgft) ----------------------------------------------------------------- Slab on Grade/Uninsulated 0.0 1157 Total Floor Area in Zone 2 = 1157 Total Floor Area = 2314 406.------INFILTRATION -------------------------------------------------- --- Infiltration Criteria in 406.1.ABC.1 have been met. JCHEC, 407.------COOLING SYSTEMS----------------------------------------------- --- Type No Efficiency IPLV Tons ---------------------------- ------------- ------------------- 1. Split System 1 10.35 10.35 2.97 2. Split System 1 10.05 10.05 4.00 408.------HEATING SYSTEMS ----------------------------------------------- --- Type No Efficiency BTU/hr -------------------------------- --------------------------- 1. Electric Resistance 1 1.0 19660 2. Electric Resistance 1 1.0 24570 409.------VENTILATION ----------------------------------------------- ---- --- (CHECK Ventilation Criteria in 409.1.ABC.1 have been met. 410.-----AIR DISTRIBUTION SYSTEM----------------------- AHU Type Duct Location R-value ---------------------------------------------------------------- 1. Split / PTAC Air Conditioner Unconditioned Space 6.0 2. Split / PTAC Air Conditioner Unconditioned Space 6.0 411.-----PUMPS AND PIPING -ZONE 1-------------------------- --- Type R-value/in Diameter Thickness --------------------------------------------------- 1. Circulating 0 0 0 411.-----PUMPS AND PIPING -ZONE 2------------------------- --- Type R-value/in Diameter Thickness --------------------------------------------------- 1. Circulating 0 0 0 412.-----WATER HEATING SYSTEMS -ZONE 1---------------------- --- Type Efficiency StandbyLoss InputRate Gallons ---------------------------------------------------------------- 412.-----WATER HEATING SYSTEMS -ZONE 2----------------------- --- Type Efficiency StandbyLoss InputRate Gallons ---------------------------------------------------------------- 413.-----ELECTRICAL POWER DISTRIBUTION-------------------- --- CHECK Metering criteria in 413.1.ABC.1 have been met. Transformer criteria in 413.1.ABC.2 have been met. 414.-----MOTORS --------------------------------------------------- ----- --- Motor efficiencies in 414.1.ABC.1 have been met. 415.-----LIGHTING SYSTEMS -ZONE 1------------------ --"""' '-- Space Type No Control Type 1 No Control Type,2 No Watts Area(Sgft) Reading, T 1 On/Off 4 None 0 1040 899 Locker Roo 1 On/Off 5 None 0 360 258 Total Watts for Zone 1 = 1400 Total Area for Zone 1 = 1157 415.-----LIGHTING SYSTEMS -ZONE 2--------------------------------------- --- Space Type No --- Control Type 1 No Control Type 2 No Watts ----------------- --- ------ Area(Sgft) ---------- ---------- Reading, T 1 -------------- On/Off 6 None 0 1680 1157 Total Watts for Zone 2 = 1680 Total Area for Zone 2 = 1157 Total Watts = 3080 Total Area = 2314 (CHECK Lighting criteria in 415.1.ABC have been met. -------------------------------- 16. HVAC load sizing has been performed. (407.1.ABC.1) 17. Duct sizing and design have been performed. (410.1.ABC.1.2) ------------------------------------------------------------------ ----- 18. Testing and balancing will be performed. (410.1.ABC.4) V ------------------------------------------------------------------ ----- 19. Operation/maintenance manual will be provided to owner.(102.1) ------------------------------------------------------------------------ 5XISIr, MTL WALL PANELS `- W/ DRIP SXI S 7196 CLOSURE SEALANT— WS ON Go" STu b, 18 taA @ IGH o,cj _ 44 AP.Trs eVALAA7. APRON A ` EXfST�hiG-+ STSEL SM W FIREPRG�O�tl�G AC, GLCi u raw PIMSFE 5A.SE AND FLOo1Z cone TOPPING &"MIN. TN1cKNESs TYPICAL WAL.L 5Ec7ioN l�Za! MAINT p4c x * 7 15AkF: JZP A►KP09T -719— � Ict `' MTrs 4 11 � Pvz . CUT IN AALF FOK WOEFS @ 4'-d oc, (7't'P.) I-, �-- WAIL PANEL r PRtp �SAzA- T VSr-5 S *ALL ov6RLA-P OMIX, COACRST-1 iAfRON ff4DPO.CA #7 S i O AIRPDR 7 sl4T, #R - 715, 4- ►! 1co/R 0 4" Mix coNc. TOPPING 0 STORAGE NWITS 1 FULL pence (TYP) ej K I f6 siacer Ar I OFF Ice, N®P- 01 FINISAWS a sTups fl W1 5/811 T' egIx° s/8 — oPP CS 0 o -®q �c r V N < e%81° J INT. IRS. 3'X715,C. U . DER5 �9 MT1 slips _ 08 x 4'# SA ALUM WDW/. NEAO IP r7'I° o" asFF. (TYR) fiXT® PRs, to x to w►Ro . _ TNA55) Al-uM ROSN - 4TYr) Prn - FR 3' xa 1 - wlo a LASS) _ TolLr= T ©f r oZ TOILET tt P-off r...�-..... - �A lu e u •ram aP-o4 �t3w- _ �gd1 SHOWER 1YE WASH ee C. AtRP®�.T SIM i 161f<P . FEV, F3 4" Mix ..._, coNc. TOPPING 5'�'oRgG�E• - I�1la kT WIKE .- pen cE CTYP, F9 3 91',4 igATL6 PLM UTILITY �C,ORN�E�CT�IO�,N IF.E�E MOM r- hin STIJPs �'+ x 4'+ G.H. AIAM WDW. KSAO C4'7 L o" A°FF- (T'YP) �XTs w�to x Iv°° Wilts ALASS, Awm TOMS. `TYP,) (FXe.pPT• MR FrA — Piz a XT TOILET a p-otj 'j'C�eL � 41�wob Z:AKtNATUKA4-: WWr.'A • MILET oQ-04 I 51ml- SNOWGRI INYE WASH JIEa N �oP o3 s14N���ep ,n,1�zPea�T SIM �� 7� ♦ _? 1l16/ftp KEV, 1 zs/lo A F LOCATION 1969 CORPORATE SQUARE DR. LONGWOOD, FLORIDA 32750 #CG C001227 POWER OF ATTORNEY: Orlando/Sanford Airport Sanford, Florida a E 0 K MO. C O N S T R U C T I O N (407) 831-6275 FAX (407) 332-5311 MAILING ADDRESS P.O. BOX 521728 LONGWOOD, FLORIDA 32752-1728 #CG CO25899 This is to certify that I, Philip D. Jorgensen, do hereby certify that: Don Olesen Is empowered to secure a building permit for the Orlando/Sanford Airport Project, Sanford, Florida. Mark Construction Co-, Inc. Philip D. Jorgensen #CG-Coo1227 Dated this day of By Sworn -and subscribed Signature of Notary Public , 1996. D.,,forgensen, President me this 4 /ICY day of`JUcaA , 1996. Notary's'Name Priscilla T. Valentine Notary's Commission Commission Number PRISCILA T. VALENTINE Mary Public - St6te;of Florida, ommik,ion Expires Aug 6, IQ „ Commis: On.`CC 486282. �-� _ q 7 ZONE DATE K C sl� ) a.A Cot t CONTRACTOR `S� ADDRESS PHONE # $n� 1 '` c n Und LOCATION No Q.A� OWNER�- ADDRESS � PHONE # PLUMBING CONTRACTOR ADDRESS PHONE # ELECTRICAL CONTRACTOR ADDRESS PHONE # MECHANICAL CONTRACTOR ADDRESS PHONE MISCELLANEOUS CONTRACTOR ADDRESS SEPTIC TANK PERMIT NO. SOIL TEST REQUIREMENTS FINISHED FLOOR ELEVATION REQUIREMENTS (__) ARCHITECTURAL APPROVAL DATE: SUBDIVISION: PERMIT* # C)(05 LOT NO. JOE+ BLOCK: C%lCX dQ-tA-A- � � ,���,x, .SECTION: COST $ SQUARE FEET: FEE $ MODEL: STATE NO. CG C C) �;kS 8c1 -cl OCCUPANCY CLASS: FEE $ FEE $ FEE $ INSPECTIONS I TYPE DATE OK REJECT BY FEE $ ENERGY SECT CERTIFICATE OF OCCUPANCY ISSUED # I A& ommomew DATE:0 Mtn Wbt _ • FINAL DATE • tC�4 EPI: 9 CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS One Red Cleveland Blvd. Total Contract Price of Job $12,000.00 Describe Work Add doors at ticketing, exterior walls Type of Construction N/A Number of Stories N/A Number of Dwellings N/A Occupancy: Residential Commercial X r PERMIT NUMBER_(q 0 Total Sq. Ft. N/A Flood Prone (YES) (NO) Zoning RI-1 Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER Sanford Airport Authority OWNER Central Florida Terminals, .Inc. PHONE NUMBER 407/324-9681 ADDRESS One Red Cleveland Blvd. CITY Sanford STATE Florida ZIP 3277.2 TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY BONDING COMPANY N/A ADDRESS CITY ARCHITECT Nelson Blankenship, Jr. ADDRESS 1971 Corporate Square Dr. CITY Longwood MORTGAGE LENDER N/A ADDRESS CITY STATE ZIP STATE ZIP STATE Florida ZIP 32750 STATE ZIP Philip Todd Jorgensen CONTRACTOR Mark Construction Company PHONE NUMBER 407/831-6275 ADDRESS 1969 Corporate Square Dr. ST. LICENSE NUMBER CG CO25899 CITY Longwood, Florida STATE Florida ZIP 32750 **************************************************************************************** Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agenci o federal agencies. ACCEPTANCE OF PERMI IS VERIFICAT ON THAT I WILL NOT Y THE REQUIREMENTS OR LL�AW, FS713. ********************* ************** ****** i - o H I � b 0 �4 I w a O f~ �I c a 3 0 E x z �Q H H fn —i r- O �4 0 -P �04 a 0 a> >. zwE� Si!yhatidre o;, Owner/Age t & `Datd,� Type or Pri t Own /Agent Name ". - Signature of No & Date (Official Seal) PV •• ,2o�:••.�c, ANN D. GIFFORD ;.: MY COMMISSION # CC384514 EXPIRES July 24, 1998 "'�;, od.Qe•• BONOED THRU TROY FAIN INSURANCE, INC. THE QWNER OF THE RTY �3 ro Z "< (D O 10 " rt (D (n W o » ;gj(g ature of Contrao6to.r & Date r0n w '< Philip Todd Jorgensen H FH m • � z Ty_ or Print Contractor's Name t7 x c : m Gr✓�(� o E rol o n Siq ature of Notary & Date ( Of f $RI96111A,` 0-Vk&NTINF Notary Public - State of Rodda My Commission Expires Aug 6,1999 Commission #CC 486282 Application Approved BY: Date: FEES: Building ado Police Fire Open Space Roa/Impact Application PERMIT VALIDATION: CHECK V CASH DATE BY ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) O x ro n 0 c 0 fi (D a t7 b n r• 00 0 r- w H C w r r� rt w **** THIS APPLICATION USED FOR WORK VALUED: $2500.00 OR MORE CITY OF SANFORD FIRE -DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 �J i DATE: 77 CDIAI��L/PERMIT #: -1 �7- ! 06Y i BUSINESS NAME: ADDRESS: ,\, C PHONE NUMBER:( ) PLANS REVIEW TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM ❑ AMOUNT $� COMMENTS: .-Z42 6 Fees must be paid to Sanford Building Department,,300 N. i Park Avenue, Samford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. I certify that the above i information is true and I correct a at I will comply ith all applicablez code eandd s o the i Ci oida.Sanford Fire Prevention Applicre L DOMESTIC BAGGAGE HANDLNG DOMESTIC TICKETING I ( / I / I BUS DROP-OFF- BUS PICK-UP � I mm � fi N-TRANSIT L� LOUNGE I 'r� � ill III ■ III 111 m m e � � ■ BXGGAGE bLAIM m • CUSTOMS WAITING 1 1 1 1 1 1 CUSTOMS o n=Ins=c I u -)%, wrERNATIONAL /J9WALS IMMIGRATIONS 8 NATURALIZATION SERVICES WAITING �IrllI�I�I�I�l�l�l�l�l ■ INTERNATIONAL BAGGAGE HANDLING 44=— x x ET� RAGE jil�I------------- n n FCI�CI=IIIICQTJIIIIQ=III UD UO INTERNATIONAL ■ TICKETING EXIT • a • • • • • • • • • • • FIRST FLOOR PLAN o 2V w 79 L--------�/* ZI✓111510�15 _... __ _ _ STORAGE ry `u .n E Z u C .,n p N •> Q U y M to cV L. Q N cV M CL. •y cgj • 7 LL x C, -00 o z C r p o o o „ O q U �: � N z s U 'Ct I�1 CS y n O C Q b C7 O H CC �•r d W L U H H cC O cr U 'a o 0 0 r � C S: INTER- N .�_IORA� - TICK T - STAIRS 4 C X 1 .' �• < 12'-4" 8' { ;5'-0° 0 7 A 15'-0" i ri � a inr�mm�wt�unuunuwe�nmommim�� r�, manaanannaua� nnu�uaa�.�aurirua.:u.nTl� i . ,. 8 ) ( 15 Mri PATCH NJ D-- -5ECuklIT`( EXISTING STAIRS -WOKS -- - _- . -1 ....-- ��caN-C. -SLAB - B°CMI:l-�R�t�W,QLLJ STLICCo-ToP::�-SoUT1� CZ UK 5-Vt Fl� OF FLAN `u L E u _ o .y Q U y 6� M U Q �U1 � N M d M O CMG cC cr o o x a� ` o z o o°o c pU to =i rn a a N Z; r 0 r•, c' y � o LC p cz . Q a� H cC (s+ a� 'O 0 o U F' O CC w O •� cl d 'b O CS L ci o� 0 ct W ►"� C) (11/16/97 THU 11:25 FAX 14076281635 IISIi I.E(r. vu i �I�+. DATE (MM/DD/YY) A�i�RD,�dAT '1RCQ 01 16 97 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION PROD Sibley & Harvey ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Huckleberry, HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR Insurance Bonds,yInc. ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. 1901 Lee Road COMPANIES AFFORDING RA COVEGE _. .- Winter Park FL 32789 - I r�i ANY MICHIGAN MUTUAL - AMERISURE B. Craig Sibley 407-647-1616 INSURED V COMP EllFCCI MUTUAL INSURANCE COMPANY COMPANY MARK CONSTRUCTION,CO. & MARK C METAL STRUCTURES, INC. P 0 Bo% 521728 COMPANY LONGWOOD FL 32752-172842 D ISSUE THE ED NAMED R THE POLICY PERIOD INDICATED,THIS IS TO CERTZ THA OTWITHSTANTHE DING ANYIREQUIREMENT. TERM OR CONDITION OF ANYNCONTRACES OF INSURANCE LISTE OOR OTHER RDOCUMENT WITH ERESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES. DESCRIBED HEREIN IS SUBJECT 70 ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. POLICY EFFECTIVE POLICY EXPIRATION LIMITS CO TYPE OF INSURANCE POLICY NUMBER DATE (MWDD/YY) DATE (MWDD/YY) LTRS2,000,000 GENERAL AGGREGATE GENERAL LIABILITY 12 31 9 6 12 / 31/ 97 PRODUCTS - COM_P/OP AGG $ 2 /OLIO , DOO A S I COMMERCIAL GENERAL LIABILITY CPP1254863 / / ]L,000,000 _ PERSONAL & ADV INJURY $ CLAIMS MADE X. OCCUR ;S1,000,000 e rMED ACH OCCURRENCE OWNER'S L CONTRACTOR'S PROT I -E DAMAGE (An one fire) _$ 50,000 A BLANKET A] INS 5,000 EXP An one person' S % PER PROJECT AGGR. ILCOMBINED SINGLE LIMIT $ 1,000,000 HAUTOMOBILE LIABILITY �31/9, 1Z/31/97CA1254862 - AANY AUTO B0011 Y INJURY S ALL OWNED AUTOS (Per person) SCHEDULED AUTOS 0001LY INJURY $ g HIRED AUTOS (Per accident) NON -OWNED AUTOS PROPERTY DAMAGE $ AUTO ONLY - EA ACCIDENT S P Y OTHER THAN AUTO ONLY: EACH ACCIDENT $ -- AGGREGATE S iEACH OCCURRENCE $2,000,000 Y CU125486412/31/96 12/31/97 AGGREGATE y2,000,000ORM !RETENTION 10,000 Sa I IheRRFI I FORM I Y WC STATU• �OTH..;;< WORKERS COMPENSATION AND I EL EACH ACCIDENT ` g ivv , vv.. EMPLOYERS' LIABILITY B I 001WC97AO8817 I Ol/01/97 O1/O1/98 EL DISEASE •POLICY OMIT S SOO, GOO_ THE PROPRIETOR/ INCL 1O0,000 PAST EL DISEASE - EA EMPLOYEE : $ JOFFICERS ARE: EXCL. `. OTHER 100 OOOAG HIRED/LEASED EQUIP CPP7254863 12/31/96 12/31/97 $50,000 $ r SPECIAL FORM I $Z50 DEDT DESCRIPTION OF OPERATIONS/LOCATIONSNEHICLES/SPECIAL ITEMS 7.117 )i+RTiFEfrA7� Ht)LDtH .,.. .. ....>.. .a ..... .. FORINFO SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT. FOR INFORMATION PURPOSES ONLY BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. SEMINO- --- L----E, COUNTY OCCUPATIONAL LICENSE"""'r p SE'pt.30 - I 9 9. S RAY VALDES, TATE OF FLORIDA--..._..-- _­7­ 1 [(fit -TAX COLLECTOR ''LICE I NSE TO ENGAGE IN BUSINESS PROFESSION OR OCCUPATION SPECIFIED BELOW. R, G"Eivi. E F.2 o' L ON' T C T 0.;:-, 1 TR �'02�,-Nc:; `UCTICINCO BUSINESS ADDRESS :j 1 6 01 � :D C v 1: e L:: : 4"'. ""1 1 1. I " � ix F4ULIV5 T-L !si MAILING -C L i ZONE DATE (3 t CONTRACTOR L ADDRESS PHONE # LOCATION OWNER I ADDRESS PHONE # PLUMBING CONTRACTOR ADDRESS I PHONE # /c q� -n ,*LECTRICAL CONTRACTOR ADDRESS PHONE # y MECHANICAL CONTRACTOR f! ADDRESS PHONE # MISCELLANEOUS CONTRACTOR ADDRESS 9 SEPTIC TANK PERMIT NO. SOIL TEST REQUIREMENTS (_-) FINISHED FLOOR ELEVATION REQUIREMENTS (_) i ARCH ITECTURAL APPROVAL DATE PERMIT JOB Q COST $ ` S� FEE $ STATE NO FEE $ FEE $3 FEE $ SUBDIVISION: LOT NO. BLOCK: SECTION: SQUARE FEET: MODEL: OCCUPANCY CLASS: INSPECTIONS TYPE DATE OK REJECT BY ............ ... .. ....... ... ... ..... .. FEE $ ENERGY SECT CERTIFICATE OF OCCUPANCY ISSUED # DATE: FINAL DATE' �� EPI: 9 CITY OF,SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS" One Red Cleveland Blvd. PERMIT NUMBER Total Contract Price of Job $15,000 Total Sq. Ft. 590 Describe Work Left luggage Type of Construction Steel stud, DEFS finish Flood Prone (`) (NO) Number of Stories 1 Number of Dwellings 1 Zoning Occupancy: Residential Commercial X Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER OWNER Sanford Airport AlltharitV PHONE NUMBER 407/322-7771 ADDRESS Qne Red C1eyeland R1yr CITY ganfnrd STATE FT. ZIP '12773 TITLE HOLDER (IF OTHER THAN OWNER) N/A ADDRESS CITY STATE BONDING COMPANY ADDRESS CITY STATE ZIP ZIP ARCHITECT Npl cnn R1 ankPnsbi p_i .Tr ADDRESS 1971 yr? orate S gnarP nr CITY Longwood STATE FT, ZIP 32773 MORTGAGE LENDER N/A ADDRESS CITY STATE ZIP CONTRACTOR Mark Construction Co. PHONE NUMBER 407/831-6275 ADDRESS 1969 Corporate Sauare Dr. ST. LICENSE NUMBER CGCO25899 CITY Longwood STATE FL ZIP 32750 Application is hereby made to ob in a permit to do the work and installations as indicated. I certify that no work r installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating Construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to property that may be found in the public records of this county, and there y be additional permits required from other governmental entities such as wat managg4ent districts, state agencies, or federal agencies. ACCEPTANCE OF PEWIT IS V IFIC ON THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENT OF I EN FS713. I U O b 0 ►, a Ix O .c a 3 - o a a s x. �ro o 1Z ? '-I H U) r-1 I- ro w I N 00 O ro m N -P �4 a IOwF Z /J H ro h Z , r0+ � m m a o% n . Sign Lure f Ow r/Agen & Date gnature f Contractor & e a r°n Sanford Airpor Authority Mark Construction Co. H `� Type or Prin 0 ner/A nt ame Type or Prin ontrac ' N e t7 x 0)' 0 N . O E ro. 0 h Signature of Notar Date Signature of Notary D e 0 (Official ,S (Official Se ) rt '4c_ ANN D. GIFFORD += MY COMMISSION # CC384514 EXPIRE tw:Y."Y4�;� ANN D GIFFORD My COMMISSION N (C384514 EXPIRES 0z b off, July 24, 1998 of F�,.• BONDED THRU TROY FAIN INS)I RANCE, INC. s A- July 24 19d9o.: r p 0 pi d BONDED THRU TROY F IN INS ANCE, INC. Application Approved BY: Date: FEES: Building Rad Police Fire � m Open Space Ro d impact Application j �`Q�} a PERMIT VALIDATION: CHECK �// CASH DATE 4 I BY � [,?I t7 ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) **** THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE C7 O p a. pa r• 0 0 -, b o co � w a 0 i �O O � O W O p O n M O O p a ter' o O w pGi b y CO �t w (D [D n �d c- isT� N LAN u If , o - - -21I 81-20 SUPERV - R 5RAL . - RfiIL ...... - =_ ...__ 17 O 314 14R i ED MECHIELEC MEN U ELaVATIrJy 1 11 4a 8 d � 103 �':� • s9F TROyy�. I e %Z vQ piF U .WOL� �.) ONE R. 5 8" ' � L 4611 —. R- ICO CF P.ATM t. � TYPE '�' ' 2'� � c� loH jy•�,W WALL"' ?NI5 51 E 5EE �L1=vA&I - • - -. '• Y M � N W - N M. o oR r J S56 I l i l l l l i l I REY�K. IN ULATeD DFTs rpZ�XS� s s. swlN n CoUNTE�e G S5A DE W LL _ f Ca?AFF GOIL_INC DOOR a_,_.-���,,_= ' ` --�- -- _� _ _ t- ` I l i -•cal - - - '-.' UP �I W sIr-)EWAL K - u - I2 - 364-X L (o SEA(TYP) SNL.L Iira-P1zOVIDl= �Ilztr I 1-IIJIT �EfZ NF=pA 13 SMIUKLEP. OO T�oVIDE 6'V X 61,14 L� T l-- lG �.GIE [� I uNOC hl j:_DE 0 FLOOFZ : �F-AL Fo cork. WALL- Q wAL.L. : aYp. �i�... . •5 .� f Fi F i5A3 E O ' IIL�NG O - - r �c / COLUMN PROTECTION - 2NIZ 2 LAYE)Zs . 5/a'i Ty = K G�o YP. i1t�.p�s NSoI �T�'PIcAL)�..C�O PLAN W . C EAR ACRYLIC T , L . .. L-r' , - yan CITY OF SANFORD FIRE -DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 DATE: PERMIT #: BUSINESS NAME: C� < ADDRESS �L PHONE NUMBER: (410y�2 PLANS REVIEW TENT PERMIT ❑ BURN PERMIT ///���❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM ❑ AMOUNT $��' COMMENTS: Fees must be paid to Sanford Building Department,,300 N. Park Avenue, Sarjford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. I certify that the above information is true and `y correct and th I will comply wi all pplicable codes ord' antes of the City f San rd, F�/r ida. Y 4- Sanford Fire Prevention is Signature CITY OF SANFORD, FLORIDA L ' I PERMIT NO I DATE �'� ci THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOL- LOWING ELECTRICAL WORK: OWNER'S NAME L'L-T- 4 c"o (' - 44 !sr L ADDRESS OF JOB % &W d �S(­Y KD ELEC. CONTR- 65' - Residential -Non-residential Subject to rules and regulations of the city and national electric codes. Number AMOUNT Alteration Addition RR air Chanze of Service Residential i Commercial i Mobile Home i Factory Built Housin jg New Residential 0-100 Amp Service 101-200 Amp Service i 201 Amp and above _ I j New Commercial Amp Service Application Fee l I� TOTAL I� l ny signing tins application I am stating I will be in compliance with the NtC including Article 110, bechon 110-9 and 11010. ILA — Building Official M for Electrician STATE COMPETENCY NO. C Electric Services, L Since 1966 it �O Electric Services,inc. INDUSTRIAL b COMMERCIAL ELECTRICAL CONTRACTORS EC#0001415 306 S. Sixth Street, Leesburg, FL 34748 ^� TELEPHONE (352) 787-1322 / FAX (352) 787-7871 a1s POWER OF ATTORNEY I hereby name and appoint James Thompson of Electric Services, Inc. to be my lawful attorney ti in fact to act for me and apply to the City of Sanford Building Department for a Electrical permit for work to be performed at a location described as: (address of job) (owner of property and address) and to sign my name and do all things necessary to this appointment. Steven W. Strong Certified Contractor Signature 306 S 6tn St, Leesburg, FL 34748 Address Acknowledge: Sworn and subscribed before me this 7th day of April , 1997, by Steven W. Strong, President Electric Services, Inc., who is nally known to me. i Exr). 1111512000 ;er ice Ins CC&;0152 sc ails Kno,n I I Otter I.D. My Commission Expires: I 11/15/00 i e Not Ve�)hanie ublic, Stategi�_a S. Joiner ISM 3 ZONING: Inspected % /f,)_/ DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -BUILDING 01-FIRE INSPECT -NEW CONST FEES PAID DATA AMOUNT A 114 Y1j_,Q1ijf 4/22/97 BUT 10.00 25.00 / DATE-' Date Started: CITY OF SANFORD, FLORIDA REQUEST FOR FINAL INSPECTION FOR CERTIFICATE OF OCCUPANCY BUILDING DEPARTMENT - 330-5656 -"�r��.,j ADDRESS: l kecl e&cle �:h C/ The Building Department has prepared a certificate of occupancy for the above location and is requesting a final inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of Occupancy, or submit a certificate of occupancy addendum if it has been denied Your prompt attention will be appreciated. Thank You. DISTRIBUTION SD �D Engineering Department Fire Public Works Utilities/Cross Connection Zoning R� 3 l� l�c� ��41a4o1 Date Started: CITY OF SANFORD, FLORIDA REQUEST FOR FINAL INSPECTION FOR CERTIFICATE OF OCCUPANCY BUILDING DEPARTMENT - 330-5656 0111 ADDRESS: The Building Department has prepared a certificate of occupancy for the above location and is requesting a final inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of Occupancy, or submit a certificate of occupancy addendum if it has been denied Your prompt attention will be appreciated. Thank You. \"�q7 DISTRIBUTION: Engineering Department Fire / Public Works !l Utilities/Cross Connection Zoning Date Started: (0 / CITY OF SANFORD, FLORIDA REQUEST FOR FINAL INSPECTION FOR CERTIFICATE OF OCCUPANCY BUILDING DEPARTMENT - 330-5656 ADDRESS: The Building Department has prepared a certificate of occupancy for the above location and is requesting a final inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of Occupancy, or submit a certificate of occupancy addendum if it has been denied Your prompt attention will be appreciated. Thank You. DISTRIBUTION: Engineering Department L/ Fire Public Works Utilities/Cross Connection Zoning ��de�lvp Date Started: _,�dh -) CITY OF SANFORD, FLORIDA REQUEST FOR FINAL INSPECTION FOR CERTIFICATE OF OCCUPANCY BUILDING DEPARTMENT - 330-5656 ADDRESS: / 40( (-) 4�J_e � C�r The Building Department has prepared a certificate of occupancy for the above location and is requesting a final inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of Occupancy, or submit a certificate of occupancy addendum if it has been denied Your prompt attention will be appreciated. Thank You. DISTRIBUTION: Engineering Department Fire Public Works Utilities/Cross Connection Zoning fi ADDRESS: Date Started: 1 CITY OF SANFORD, FLORIDA REQUEST FOR FINAL INSPECTION FOR CERTIFICATE OF OCCUPANCY BUILDING DEPARTMENT - 330-5656 M ✓oGlCx'if�o�JA? The Building Department has prepared a certificate of occupancy for the above location and is requesting a final inspection by your department. After your inspection, please come to the Building Department to sign -off on the Certificate of Occupancy, or submit a certificate of occupancy addendum if it has been denied Your prompt attention will be appreciated. Thank You. DISTRIBUTION: Engineering Department Fire Public Works Utilities/Cross Connection Zoning I I Zed 0 I.e uel c-v-�oq �uu ct ZONE DATE / �n A. A CONTRACTOR ADDRESS PHONE # LOCATION OWNER ADDRESS Q f PHONE # PLUMBING CONTRACTOR ADDRESS PHONE # ELECTRICAL CONTRACTOR ADDRESS PHONE # MECHANICAL CONTRACTOR ADDRESS PHONE # MISCELLANEOUS CONTRACTOR ADDRESS SEPTIC TANK PERMIT NO. SOIL TEST REQUIREMENTS (_) FINISHED FLOOR ELEVATION REQUIREMENTS !r 1 ARCHITECTURAL APPROVAL DATE: SUBDIVISION: PERMIT' # JO COST $ U V(J ( J FEE $ (0-7 STATE NO. C6Cy6c;[JS 59 FEE $ FEE $ FEE $ LOT NO. BLOCK: SECTION: SQUARE FEET: MODEL: OCCUPANCY CLASS: INSPECTIONS TYPE DATE OK REJECT BY FEE $ ENERGY SECT CERTIFICATE OF OCCUPANCY ISSUED # FINAL DAT EPI: 0 CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT ro Q) U a b 0 �4 a a O PERMIT ADDRESS One Red Cleveland Blvd., Sanford, FL PERMIT NUMBER. (International Departure-2nd floor) Total Contract Price of Job $8,000.00 Total Sq. Ft. N/A Describe Work Construction of front wall with arches at Pub Type of Construction Non —Structural metal frame with drywali'lood Prone (YES) (M) Number of Stories Number of Dwellings Zoning Occupancy: Residential Commercial X Industrial LEGAL DESCRIPTION (please attach printout from Seminole Count TAX I.D. NUMBER OWNER Orlando Sanford International, Inc. (formerly C.T.1 4HONE NUMBER 407/324-9681 ADDRESS Two Red Cleveland Blvd., Suite 210 CITY Sanford STATE FL ZIp 3 772 TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS N/A CITY STATE BONDING COMPANY ADDRESS CITY N/A STATE ZIP ZIP ARCHITECT Jay Pendergast ADDRESS One Red Cleveland Blvd. CITY Sanford STATE FL ZIP 32772 MORTGAGE LENDER ADDRESS CITY N/A STATE ZIP CONTRACTOR Mark Construction Company PHONE NUMBER 831-6275 ADDRESS 1969 Corporate Square Drive ST. LICENSE NUMBER CGC 58 CITY Longwood STATE 32750 ZIP Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating'construction and zoning. '`A,;COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencie5,--,7r federal agencies. ACCEPTANCE OF PERM IS VERIFICATION THAT I WILL NOT THE THE REQUIREMENLORIDA LIEN LAW, FS713. ER OF THE PROPERTY OF ************ H ro Z Ile) / / cp u, a o H Si.AnAfur o Owner/ gent & Date n ture of ContraEto.r & Date o a "< �/yl l od cl J o,e en SBA) H y 9 z! Type or Print Ow r/Agent Name Type o Print Contra or's Nam d•x �' o m gnatire of Notary & Date Sig ature of Notary Date . ( Of l-IN S eRAIAT1E L DYKES � �M���N � 6Q Qi COM ONME * * My Corrsmicsion,CC3i2458 Expires Sep. 01, 1997 Bonded by HAI $00-422-1555 s4 a a a v a o Application Approved BY: Date: .. l/ A FEES: Building Rado Po.Tice Fire. Z Open Space Roa Impact A�pI lic ti�oln U21-4 " o PERMIT VALIDATION: CHECK CASH DATE ` lBY u 0 0 m a) " �' 04 ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) o a ZF **** THIS APPLICATION USED FOR WORK VALUED. $2500.00 OR MORE d��l DATE: BUSINESS ADDRESS: PHONE NUMBER: CITY OF SANFORD FLRE.DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 Gn PERMIT #: I" (� PLANS REVIEW TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM ❑ AMOUNT $ 5• COMMENTS: i Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. (� I certify that the above information is true and correct andtht I will comply w' a applicable codes nd dinances of the City of nford lor' a. a kipSanford Fir Preventpplicants Signature i CITY OF SANFORD FIRE -DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 DATE: PERMIT #: t :' BUSINESS NAME: I, AIE- pC h ADDRESS: O f' e cl C 16-1 P 1' /+r 8 J PHONE NUMBER:( ) PLANS REVIEW ❑� TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ A, TANK PERMIT ❑ FIRE SYSTEM ❑ AMOUNT $ �•`i� COMMENTS: i U Fees must be paid to Sanford Building Department, 300'N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. 1 I.certify that the above information is true and correct and that I will comply wi-t-6- a,/ applicable codes /and ordinances of the City/of Sanford, -Florida. Sanford Fire'Preventitl Applicants Signature �l ATE DATE CONTRACTOR ADDRESS PHONE # LOCATION A-uZL;az OWNER ADDRESS PHONE #. PLUMBING CONTRACTOR ADDRESS PHONE # ELECTRICAL CONTRACTOR ADDRESS PHONE # MECHANICAL CONTRACTOR ADDRESS PHONE # MISCELLANEOUS CONTRACTOR ADDRESS SEPTIC TANK PERMIT NO. SOIL TEST REQUIREMENTS (_) FINISHED FLOOR ELEVATION REQUIREMENTS �r ) APrHurECTURAL APPROVAL` DATE SUBDIVISION: PERMIT # / 0 JOB COST FEE $ STATE NO.L— FEE $ FEE $ 30 FEE $ FEE $ ENERGY SECT. LOT NO. BLOCK: SECTION: SQUARE FEET: MODEL: OCCUPANCY CLASS: r CERTIFICATE OF OCCUPANCY ISSUED # DATE: FINAL DATE-- EPI: CITY OF SANFORD, FLORIDA i APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS One Red Cleveland Blvd. Domestic Parking Lot.A /15FO, Poo Total Contract Price of Job dam Describe Work Parking Lot A_ -)6129 Type of Construction Concrete side*a.lk, asphalt pkv4d Number of Stories N/A Number of Dwellings Occupancy: . Residential Commercial LEGAL DESCRIPTION TAX I.D. NUMBER OWNER Sanford Airport Authority ADDRESS One Red Cleveland Blvd. CITY Sanford , me / PERMIT NUMBER �O Total Sq. Ft. 2 acres Prone XXXXM(NO) �s Zoning R1-1 Industrial (please attach printout from Seminole County) STA TITLE HOLDER (IF OTHER THAN OWNER) N/A ADDRESS CITY STATE BONDING COMPANY ADDRESS CITY STATE PHONE NUMBER 322-7771 FL ZIP ZIP ZIP 32773 ARCHITECT AEC ADDRESS 12360 SW 132 Court Suite 214 CITY Miami STATE FL ZIP 33186 MORTGAGE LENDER N/A ADDRESS CITY STATE ZIP CONTRACTOR Mark Construction Company PHONE NUMBER 831-6275 ADDRESS 1969 Corporate Square Drive ST. LICENSE NUMBER CG C001227 CITY Longwood STATE FL ZIP 3275 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating Construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts; state agencies, or federal agencies. riI ACCEPTANCE OF PERMIT IS VERIFICATION THAT I�WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMEN OF FLORI& LIEN LAW, FS713. y ro z. 1< co 0 S,l 't7 m rt N rt; a Ow-negn� of& DateDat of t o& Mt o h < 7nur Z PhilipD. orge President � z Ty e r Print Owner/ gent Nam Type o Print Contract0 's Name o a 7K B p 0 �! � h! gi,6Aature of Notar & Date Siernkture of Notary & ate or (Official Seal) (Official Seal)I aL"""'N�o KRISTIE L DYKES CC666687 - �.�Par Pue`'c KRISTIE L DYKES CC666687 VN��``'�� my Commission � * My Commission�a Expires Sep. 01, 2001 Expires Sep. 01, 2001Bonded by HAI �, o� Bonded by HAIo OF F4800-422-155� ' 800-422-1555 p, E Application Approve Y ( �i7 Date: �Z— �%� 0 Z > A FEES: Building Radon Police Fire m Open Space Road Impact A li ation n ��`� P P P P b w u o o PERMIT VALIDATION: CHECK CASH DATE BY ° o ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX 0 FICE) GOLD. CO. ADMIN) zwF I6I **** THIS APPLICATION USED FOR WORK VALUED. $2500.00 OR MORE I I I FAI CITY OF SANFORD ELECTRICAL APPLICATION PERMIT NO. ✓ DATE:�r��D�� THE UNDERSIGNED HEREBY APPLIES_FOR A PERMIT TO INSTALL THE FOLLOWING ELECTRICAL WORK: OWNER'S NAME: ADDRESS OF JOB: C9NI: R� D LPL EGL�`N�4 B% l% r ELECTRICAL CONTRACTOR: `�t��' e stt ..cep IVKRES NON-RES Subject to rules and regulations of the city electrical code: Number Amount New Residential Amp. Service New Commercial Amp, Service Alteration Addition. ai Change of Service Residential Commercial Mobile Home Other Descriptio of Work Application Fee $10.00 Total S By signing this application I am stating I am in com liance with the C Electrical Code i i Applicant's Wnature States License# Electric Services.Inc. INDUSTRIAL & COMMERCIAL ELECTRICAL CONTRACTORS EC#0001415 306 S. Sixth Street, Leesburg, FL 34748 TELEPHONE (904) 787-1322 / FAX (904) 787-7871 POWER OF ATTORNEY I hereby name and appoint DaEyl"��'' "Y of Electric Services, Inc. to be my lawful attorney in fact to act for me and apply to the City of 5Qn-;rd Building Department for a Electrical permit for work to be performed at a location described as: (address of job) n,—s T. (owner of property and address) and to sign my name and do all things necessary to this appointment. 3+fV4-r, W, S-fiYOVIC, Certified Contractor Signature -30Co srl.:h� G; i +� st - Address k et36u6IFL3`l7`fg Acknowledge: Sworn and subscribed before me this 19� by/�bl /5 day of Electric Services, Inc., who is personally known to me. F JANICE S. KEMP (—F .�%My Comm Exp. 12/16/99 UBLIC s Bonded By Service Ins No. CC495451 Personally Known I I Other I.D. My Commission Expires: �? t6lc1c Notc!��bll< Sta a of Florida Owi 1 cee of c . _ __ q �i rgcq�p e S•E-MTH U�L t c.0 U.n-I-Y, . .L�. Return to: -(enclose self-addressed stamped envelope) CLERK ROt.Ull IUUrtIntFS713.13 RECORDED&VERIFIEL'. / Name: Address: This instrument prepared by: Mark Construction Company 2 S 5 0 3 98 JUN 30 AM 11 : 4 6 I, Address: 1960 Corporate Square Drive Sanford, FI 32750 Todd Jorgensen Property Appraisers Parcel Identification No: space above this line for pro, Permit No. ng uata Notice of Commencement space above this line for recording data State of Florida County of Seminole The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with section 713.13 of the Florida Statutes, the following information is provided in this NOTICE OF COMMENCEMENT. Legal description of property (include street address, if available): One Red Cleveland Blvd„ Sanford, FL 32773 General description of improvements: Parking Lot A Owner: Sanford Airport Authority Address: One Red Cleveland Blvd., Sanford, FL 32773 Owner's interest in site of the improvement: Fee Simple Title holder (if other than owner): Name: v� - �lddress: 3 (!�iiurety: ontractor: Mark Construction Company 1969 Corporate Square Drive Longwood, Florida 32750 407-831-6275 Z N/A r— Address: Amount of bond $ r" Any person making'a loan for the construction of the improvements: N/A Name: Address: W C- CD -rt o -ri -x D( ..i -J� " � C 'rrn Person within the State of Florida designated by owner upon whom notices or other document may be served as provided by Section 713.13(l)(a)7., Florida Statutes. Name: N/A Address: In addition to himself, owner designates: N/A Of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(a), Florida Statutes. Expiration date of Notice of Commencement (the expiration date is 1 year from the date of recording unless a different date is specified). y Stephen A. Coover Signature of owner Printed signature of owner CERHHE0 COPY MARYANNE MORSE i I notary rubber stanip seal SEFlyMINOLE COUNTY, FLORID I have relied upon the following identification ofthe Affiaut Sworn to and subscribed before met 's 29th day of June 1997 1998 Ann D. Gifford DEPUTY CtEIRK printed Notary Signature 10199 �' •r4. ANN . GIFFORD MY COMMISSION M CC384514 EXPIRES July 24, 1998 BONDED THRU TROY FAIN INSURANCE, INC. CITY OF SANFORD I FIRE DEPARTMENT FEES FOR SERVICES PHONE #: 407-302-1091 DATE: PERMIT #: C) - V BUSINESS NAME: Tr'1' A4— ADDRESS: PHONE NUMBER: (� —) 3o-).a-- 777Z PLANS REVIEW ❑ TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM ❑ AMOUNT - COMMENTS: nl rS)rv�� ��� �.f �`�� Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Preventio befor any rther services can take place. I certify that the information is true and/correan at I will comply �l l� with all odes and ordinances ofthe C);rich Sanford Fire Prevention ApplicAs Signature ANCNOR BOLTS i BASE PLATE PER PRE-ENGR. BLDG. m F F'. ft � f (p pa fy( T I E S 8'JOC vERTICALLL)- DETAIL 5C4LE:3/4" =1' -m" �!' 3'-0 CANOF'� COL. FTCi SCALE: 3/4" 1'-0" SEE SHEET OF a WFFI No. 5827�oIG:., EDOT Project Nofll-i7(999-30-1=1 FOOTING DETAIL CLARIFICATION `F THE H TE i PARKING LOT A TEAM ORLANDO SANFORD AIRPORT EWTE SANFORD, FLORIDA a - 5 - 9 _J f � o ® Mailing Address Location ARKP.O. Box 521728 1969 Corporate Square Drive K-01 Longwood, FL 32752-1728 Longwood, FL 32750 PHONE: (407) 831-6275 FAX: (407) 332-5311 C O N S T R U C T 1 O N Since 1969 LETTER OF TRANSMITTAL, DATE 8/7/98 JOB NO 775 ATTENTION RE Parking Lot A Modification TO City of Sanford Building Department WE ARE SENDING YOU: ❑ Attached THE FOLLOWING ITEMS: ❑ Shop Drawings ❑ Copy of Letter ❑ Submittals ❑ Change Order ❑ Under separate cover via ❑ Plans ❑ Samples ❑ Specifications ❑ Other COPIES DATE NO. DESCRIPTION 1 Sealed Calculation & Drawings -Permit #98-2290 THESE ARE TRANSMITTED as checked below: ❑ For Approval ❑ For Review and Comment ® For your use ❑ Approved as Submitted ❑ As Requested ❑ Approved as Noted ❑ For BIDS DUE ❑ Prints returned after loan to us REMARKS: COPY TO: File ❑ Returned for Corrections ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints SIGNED Paul A. Olesen REV08/07/981kb I r f�' a. t! •I,r {'t � ���fll A.B.C. JOB NO. 1 , Safety Commitment American Buildings Company strongty recommends that safe working conditions and acoloenl prevention practices be the top prbrlty on arty job site. Local, state and federal safely and health standards should allays be followed to help Insure worker safely. Make certain all employees know the safest and most productive way of erecting a building. Emergency telephone numbers, location of first aid stations and emergency procedures should be known to all employees. Daly meetings highlighting safety procedures, the use of hard hats, rubber sole shoes for roof work, proper equipment for handling material and safety nets where possible are recommended erection practices. American Buildings Company intends that these precautions be Interpreted and administered with sound Judgment consistent with good safety practices. �L`d F:O'O0 AMERICAN BUILDINGS COMPANY Your Safety At Work Employee Safety The safety of each employee should be the "Number 1" requirement at each job she. American Buildings Company strongly recommends that each employee be property trained and supervised In safe work practices. If you feel that you have not been property trained on safety procedures a are not being property supervised, coataet your supervise. While at work remember: • Work areas should be kept clean and orderly at all times. • Improper tool usage may result in Injury. • Make certain that the correct tool Is available and Issued for each phase of building erection. . Return tools when not In use to their proper places. a A firm commitment to employee safety is the first step In each successful building erection. DAILY MEETINGS HIGHLIGHTING EMPLOYEE SAFETY I 3 zt Z i. Rememberl Daily meetings highlighting employee safety procedures will reduce the number of employee accidents. E 1 Your Safety At Work Your safety at work depends on four things. 1. Knowing what the hazards am 2. Knowing how to protect yourself 3. Thinking and acting safety 4. and... Your co-worker Safety Is Your Job This publication will help to Identity some of the hazards and will suggest some of the ways In which erectors can protect themselves. These guidelines. however, are not complete and should not be relied upon as exclusive or comprehensive safety procedures. Ultimately, only you can protect yourself by making sure you recognize all of the hazards and by thinking and acting safety. ..And Your Co-workers' Job Since your co-workers' unsafe behavior can endanger you, help them act safety too. READ AND UNDERSTAND ALL SAFETY PRECAUTIONS If You Don't Understand - ASK Important: If there is something you don't understand, gel help from your supervisor. Your Safety At Work Moving or Lilting loads Stay well In the Gear of any moving bad. Keep hands and feel Gear at all tines. Workers should be trained to correctly locale the points of cable attachment and In the correct and safe operation of lilting equipment. OSHA approved hard hats, steel toe shoes with metatarsal guard and eye protection should be wan at all limes. Stay In the clear of any lifted bad. Make certain all training Is properly braced or guyed before lifting lines are removed. STAY WELL IN THE CLEARI Rememberl Daily meetings highlighting employee safely procedures will reduce the number of, employee accidents. Your Safety At Work Correct Tool Usage Make certain the correct tool Is available and used for each phase of building erection. Worker should maintain a firm, safe position when using any tool and a constant awareness of their location to the roof edge. Use approved tie -ohs, netting or rells when working on roof surfaces. Check wire rope for broken strands, broken wire and kinking. Replace damaged, unsafe rope Immediately. Personal protection equipment should always meet OSHA standards. Always wear approved eye proteclbn. Electrical tools must be properly grounded. Do not use electrical la.;s or equipment while standing on wet surfaces. Return tools to their proper place when not In use. Don't allow tools, blocking or materials to become a Falling hazard. USE THE CORRECT TOOL FOR THE CORRECT JOB Rememberl Daily meefi.lgs highlighting employee safety procedures will reduce the number of employee accidents. Your Safety At Work PANELS MAY BE SLICK Panels maybe oiled and slick. Oil protects the panel poll stock and finished panels from rwrt during shipping and stomgo. Dew, host a any other moisture may cause panels to be slippery. Be certain to wipe panels clean before Installation begins. Wear rubber sole work boots. When on the roof, use OSHA approved protection devices such as safely lines, safety nets or a catch platform. UNSECURED PANELS MAY SLIP IF STEPPED ON Employees should be continuously warned to never slap on a single unsecured roof panel ora stackof roof panels laying unattached on the puffins. Secure each end with clamps at appropriate fasteners and place walkboards In the flat of any panels not fully secured to the purllns and supported by panels on each side. Walkboands should run to the full length of the panel and be fastened together by drilling a hole near the end of each board and tying It with rope to the next board. (Cut a groove In the bottom of each board so that the board will Ile flat and not tip back and forth because of the rope). SAFETY PRECAUTIONS All safety precautions referred to throughout this publication, all OSHA safety requirement. or other customary a statutory requirements must be adhered to In order to maximize employee safety. Daily meetings describing safe work procedures, use of hard hats, rubber sole shoes for rod work, proper equipment for handling material and edge of roof protection devices are recommended erection Practices. - Your Safety At Work SAFETY PRECAUTIONS FOR ROOFING WORK American Buildings Company strongly recommends that w3cllon employees be continuously trained and retrained In seta and productive work practices. Working on the roof area In the Installation of roof structwals. Insulation or roof panels requires proper training, correct equipment and constant alertness to minimize the danger of falls. Hard hats should be wan on job sites to prevent Injury from falling objects. Workers should always be aware of their location to the rool edge. Safe work practices on the following erection duties should be carefully reviewed with erection crews prior to beginning each job. PANEL MAY COLLAPSE IF NOT PROPERLY SECURED Roof panels must be completely attached to the purllns and to panels on either side before they can be a safe walking surface. Partially attached or unattached panels should never be walked onl DO NOT: 1. Step on rib at edge of panel 2. Step near crease in rib at edge of panel 3. Step within 5 feel of edge at unsecured panel Roof panels must never be used as work piatlonns. An OSHA approved runway as specified In "OSHA Safel)' a.rd H±aeh Regulations or the Construction Industry" should be used for platform work. Interpretation American Buildings Cornpanydlsclaims any responslblllly for Injuries or damages which may result horn the Interpretation and Implementation of these safety and erection practices since the actual erection operations and conditions are beyond American Buildings Companies control. It Is assumed that only experienced, knowledgeable erectors with trained crews and proper equipment will be engaged to do the erection. It Is emphasized that American Buildings Company Is a manufact�rer of metal building components and Is not engaged In the erection of Its products. Opinions expressed by American Buildings Company about erection practices are Intended to present only a guide as to how the components should be assembled to create a building. The experience, expertise and skills of the erection crews as well as the equipment available for handling the metal determines the quality of erection cnd the ullimate customer satisfaction of the completed building. AMERICAN BUILDINGS COMPANY GENERAL FOUNDATION NOTES AND CONCRETE DETAILS -CERTIFICATION AND SCHEDULE OF DRAWINGS I AMERICAN BUILDINGS COMPANY ASSUMES NO RESPONSIBILTY OR LIABILITY FOR FOUNDATION. FLOOR OR SLAB DESIGN OR CONSTRUCTION. THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS AND BUILDING SYSTEM 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO FURNISHED BY A.B.C. ARE E DESIGNED TO COMPLY WITH THE FOLLOWING CRITERIA: DESIGN LOADS ARE: DESIGN LOAD COIJIBINATIONS ARE: SHEET NUMBER DATE REV. No. RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE MINIMUM DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 4. REINFORCING BARS, WIRE MESH, ANCHOR BOLT SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS. BUTTRESSES, OR OTHER DEPENDABLE MEANS. 1. METAL BUILDING DEAD LOAD (D) 1. 0 + C + L 2. 3.0 Psf COLLATERAL LOAD (C) 2. D IN 3. 20.0 pst ROOF LIVE LOAD (L) 4. 12.0 ps( FRAME LIVE LOAD (L) 1 .7 ABC- f 07131198 ABC-2 07/21 198 0 AB-1 07/21 198 0 5. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL, OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED 5. 0.0 Psf GROUND SNOW LOAD (Pq) OR THE FOOTING SHALL EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE. 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB. FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH, ANCHOR BOLTS SHALL 7. THE TOP OF THE BE ACCURATELY SET TO A TOLERANCE 1/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN, ALL OTHER DIMENSIONS SHALL HAVE A it 1/8 INCH TOLERANCE. 8. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE 6. 0.0 psf ROOF SNOW LOAD (S) SNOW EXPOSURE FACTOR - 1.00 SNOW IMP FACTOR = 1.60 ,,�RTANCE HA FPCT?W - Loo 7. 100.0 m'p'k_NT1N% W� VELOCITY WIND IMPORTANCE FACTOR = 1.00 8. SEISMIC DATA AS FOLLOWS (E): Ao< 005. Av< 0.05. SEISMIC HAZARD EXPOSURE GROUP I. E: -01 /Z) 07/Zl / qg o-i 7Ti -7 --A o 07/21 9S 0 STRENGTH OF 2500 P.S.I. AT 28 DAYS. • 9. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR BOLTS). OTHER MATERIALS, AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. SEISMIC PERFORMANCE CATEGORY A, S--2.0 CONCENTRICALLY BRACED FRAMES (R-5.6: cd=41 1/2), ORDINARY MOMENT FRAMES OF STEEL(R=4 1/2. Cd = 4 .0). EQUIVALENT LATERAL FORCE PROCEDURE. 0 07/21 /C)g - 07/2,1 /93 0 10. ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY. 11. THE EMBEDMENT OF THE ANCHOR BOLTS IN THE CONCRETE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER. THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. NOTES : 1. ROOF DESIGN IS BASED ON THE LARGER ROOF LIVE LOAD OR ROOF SNOW LOAD. 12. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES 2. ALL FIELD WELDING IS TO BE PERFORMED BY AN AWS CERTIFIED WELDER USING E70XX ELECTRODES. GIVEN IN THE AISC MANUAL OF STEEL CONSTRUCTION. THESE DESIGN LOADS AND COMBINATIONS ARE APPLIED IN ACCORDANCE WITH THE FOLLOWING 11 ALL ANCHOR BOLTS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE CONCRETE BEARING SURFACE, EXCEPT 1/2 INCH DIAMETER BOLTS LOCATED AT DOORS WHICH SHALL HAVE A PROJECTION OF I INCH. ALL BOLTS SHALL HAVE A MINIMUM THREAD LENGTH 1/4 INCH LESS THAN THE BUILDING CODE: PROJECTION. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED PRIOR TO COLUMN ERECTION. 1994 Standard Building Code 14. ANCHOR BOLTS FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. ANCHOR BOLT DIAMETERS FOR THE PRIMARY FRAMING AND ENOWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE BOLT PLACEMENT PLAN. 8" 2 1/,, 3" FINISH _a.lzr 1/2 0 ANCHOR BOLTS X 6" �4 FLOOR BASE ANGLE FASTENER (SEE NOTES #13 & #14) (NOT BY A.B.C.) MINIMUM 1/4- CONCRETE BASE ANGLE ANCHOR BOLT 0 5'-a' D.C. B.II ii MAXIMUM SPACING OR II IITRANSLUCENT THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS, PANELS AND ,VENTILATORS ARE NOT 'INCLUDED. ALSO EXCLUDED ARE OTHEO PARTS OF THE PROJECT EQUAL BY OTHERS) n ii ii II II NOT PROVIDED BY AMERICAN BUILDINGS COMPANY 'SUCH AS FOUNDATIONS, MASONRY WALLS , MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A d d PROPERLY DESIGNED! FOUNDATION IN ACCORDANCE WITH THE AMERICAN BUILDINGS COMPA14Y 'GENERAL ERECTION GUIDE% 1 318- NOMINAL DOOR WIDTH 1 3/8- l THE MBMA MANUAL. LATEST EDITION, AND THE JOB ERECTION DRAWINGS. THE DRAWINGS 'LISTED ON THIS DOOR WIDTH + 2 (SEE NOTES N OOTIES ANCHOR BO& LTS #13 #14) SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION, PRODUCT APPROVALS AND CERTIFICATIONS: BASE ANGLE DETAIL TYPICAL OVERHEAD DOOR LAYOUT SECTION B" (OF TYPICAL OVERHEAD DOOR LAYOUT) I- STANDARD, BUILDING CODE - SBCCI #94100. 12 BASIC STYLES. 2. UNIFORM BUILDING CODE (ICBO) FA-285-CARSON CITY. NEVADA PLANT. 3. INDIANA - 12 BASIC STYLES AS BELOW. BASIC MATERIAL SPECIFICATIONS a. M-190860 - SSF d. M-190863 - LT b. M-190857 - LRF. RF, LRF-M e. M-190862 GC, LP2. LP4, LP2-M, LP4-M c. M-190858 - LSS, LSS-M PRIMARY FRAMING STEEL STEEL FOR HOT -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM SPECIFICATION ASTM A36 OR ASTM A572 GRADE 50. STEEL FOR BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: 4. WISCONSIN-# 960032-M; 13 BASIC STYLES. 5. CITY OF CLEVELAND. OHIO DOCKETS S-52-8fi. FLANGE AND WEB MATERIAL SHALL MEET AS APPLICABLE THE PHYSICAL AND CHEMICAL REQUIREMENTS OF ASTM A572 GRADE 50 5. CANADIAN WELDING BUREAU DIVISION I CERTIFICATION AT EL PASO & CARSON CITY. WITH A MINIMUM YIELD OF 55 KSI, ASTM A607 GRADE 55 , OR ASTM A570 GRADE 55 7. RISC QUALITY CERTIFICATION, CATEGORY MB_ STEEL FOR ALL ENOWALL 'C' SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570, GRADE 55 8. PLANT CERTIFICATION AT CARSON CITY FOR CITY OF SEATTLE. STEEL FOR TUBE SECTIONS SHALL CONFORM TO ASTM ASOO-GRADE B. 9. PLANT CERTIFICATION AT CARSON CITY FOR d GDEN, UTAH. STEEL FOR PIPE SECTIONS SHALL CONFORM TO ASTM A53-GRADE 8. 10. CITY OF LOS ANGELES FABRICATORS LICENSE #1390 AT CARSON CITY PLANT. 11. CITY OF HOUSTON. TEXAS FABRICATOR APPROVAL #478. SECONDARY FRAMING STEEL STEEL USED TO FORM PURLINS, GIRTS, EAVE STRUTS AND "C" SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570, GRADE 55. . 12. STANDING4SEAM 360 WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. 13. STANDING SEAM If WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED I IN UNDERWRITERS STEEL USED TO FORM ZINC -COATED (GALVANIZED) PURLINS AND GIRTS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. OF ASTM A653 GRADE D AND G 90 COATING DESIGNATION AS DESCRIBED IN ASTM A525. 14. LOC-SEAM WIND UPLIFT -CLASS go (UL 90) CONSTRUCTION NOS. 93 AS LISTED IN ROOF AND WALL PANEL MATERIAL UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. 15. LONGSPA(4 PANEL WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION C 90. CONFORMING TO THE REQUIREMENTS OF ASTM A653 GRADE E. MINIMUM YIELD STRESS SHALL BE 80 KSI. 16. 22 GA. STANDING SEAM 360 HAS MET FACTORY MUTUAL CLASS 1-60, 1-90 AND 1-120. 17. 24 GA. STANDING SEAM 360 HAS MET FACTORY MUTUAL CLASS 1-60. C., PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ZINC -COATED (GALVANIZED) STEEL. COATING DESIGNATION G 90. CONFORMING TO THE REQUIREMENTS 18. 24 GA. LONGSPAN HAS MET FACTORY MUTUAL CLASS 1-120. OF ASTM A653 GRADE D. MINIMUM YIELD STRESS SHALL BE 50 KSL PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ALUMINUM ZINC ALLOY -COATED STEEL, COATING DESIGNATION AZ 55. CONFORMING TO THE REQUIREMENTS OF ASTM A792. MINIMUM YIELD STRESS SHALL BE 80 KSI. 19. 24 GA. LOC-SEAM MODIFIED WITH 3M-VHB TAPE #4950 OR 3/16r BOLTS MEETS CORPS OF ENGINEERS GUIDE SPECIFICATION 07416. 20. 24 GA. STANDING SEAM 360 MEETS CORPS OF ENGINEERS GUIDE SPECIFICATION 07416. THE CERTIFYING ENGINEER HEREWITH IS NOT THE ENGINEER OF REbORD FOR THE OVERALL PROJECT AND 15 ONLY PANEL MATERIAL AS SPECIFIED SHALL BE� 24 GAUGE ALUMINUM -ZINC ALLOY -COATED STEEL. COATING DESIGNATION AZ 55, CONFORMING TO THE REQUIREMENTS OF ASTM A792. MINIMUM YIELD STRESS SHALL BE 50 KSI. 21. 24 GA. STANDING SEAM 360 HAS BEEN TESTED IN ACCORDANCE WITH ASTM E-1592. 22. DADE COUNTY FLORIDA ACCEPTANCE NO. 96-0319.03 - 24 GA. STRUCTURAL STEEL 1 3/16" X 36- CERTIFYING THAT THE DESIGN OF THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY BRACE MATFRIA1 S; BRACE CABLES: ASTM-A475, 7-STRAND EHS WIRE CABLE BC4 - 1/4' DIA. BC5 - 5/16" DIA. ARCHITECTURAL il WALL PANEL- 23. DADE COUNTY FLORIDA ACCEPTANCE NO. 96-w0319.04 - 24 GA_ STRUCTURAL STEEL 1 3/16- X 36" LONGSPAN WALL PANEL. 24. DADE COUNTY FLORIDA ACCEPTANCE NO. 96'-0319.05 - 24 GA. STRUCTURAL STEEL 1 3116' X 36- SATISFY THE DESIGN REQUIREMENTS SPECIFIED ABOVE AND ON THE A.B.C. CONTRACT. THIS CERTIFICATION DES THE ERECTION OF THE STRUCTURE. EXCLUDES BC6 - 3/8- DIA. BC8 - 1/2" DIA. LONGSPAN ROOF PANEL. NO. REVISIONS MADE CWD DATE ENc DATE NO. RE%nSIONS MADE CK'D DATE ENCR DATE DRAWING SUBMITTAL TTAL STATUS SCALE: DATE CITY OF SANFORD AIRPORT AUTHORITY SAN FORD, FL MARK CONSTRUCTION CO EUFAULA ALABAMA AMERICAN BUILDINGS COMPANY RE'JI';tQ OaAww& 6'1_kcvuL'I5 0, T5Tm3 ipt- o,13119g _)pf_ FOR CONSTRUCTION FOR APPROVAL FOR PERMIT ONLY FOR PRELIMINARY DRAWN BY: 7 Fr'� - 1 21_96 CHECKED BY: A4ML 11_21,gL 911 DRAWING. NUMBER' 11253601 ABC- 1 CAD BY: RS 07/18/98 09:14:02 Ver.-.l 2.4. ROOF PANELS TYPE:__5Z-------- GAGE:21 COLOR: RE iHP70_ PAINT WARRANTYjQ__ WATER TIGHT WARRANTY: N9 _ UL 90 CERTIFICATION:_NQ_ IF SSII: FIXED CLIP:____ SLIDING CLIP:__.-_ WALL PANELS TYPE:__NONE ------ GAGE:-_ COLOR: -------- BASE: ---------- PAINT WARRANTY: EAVE TREATMENT __x _ STANDARD GUTTER W/ DOWNSPOUTS 449_ FT O.C. (MAX) ____ FLANGE BACK GUTTER W/ DOWNSPOUTS ____ FT O.C. (MAX) ____ SIMPLE EAVE TRIM ____ DELUXE EAVE TRIM ICE AND SNOW TREATMENT NO: TRIM COLORS RAKE TRIM: _ AQQEElM GUTTER / EAVE: _A�QPP7Q_ DOWNSPOUTS:_ AQQPP7Q FRAMED OPENINGS: AS9PEZ2_ CORNER: _ AQQPEZQ BASE TRIM: -_______ MISCELLANEOUS: -------- PRIMER COLOR RED OXIDE:_ x__ GREY:____ SPECIAL:__________ ROOF FASTENERS STANDING SEAM II A. #14 X 1 SELF DRILL HEX HEAD B. #14 X 1 SELF DRILL HEX HEAD W/ WASHER STANDING SEAM III A. #14 X 1 SELF DRILL HEX HEAD. B. #14 X 1 SELF DRILL HEX HEAD W/ WASHER LONGSPAN A. #12 X 1 1/4 SELF DRILL HEX HEAD W/ WASHER B. #14 X 7/8 SELF DRILL HEX HEAD W/ WASHER LOG SEAM - A #14 X 1 SELF DRILL HEX HEAD -W/ WASHER B. #14 X 1 SELF DRILL HEX HEAD W/ WASHER WALL FASTENERS LONGSPAN OR ARCHITECTURAL - - - A. #12 X 1 1/4 SELF DRILL HEX HEAD W/ CLEAR WASHER B. #14 X 7/8 - SELF DRILL HEX HEAD W/ CLEAR WASHER SHADOW PANEL A. #12 X 1 SELF DRILL HEX HEAD W/ NUT BLANK B. 114 X 7/8 SELF DRILL HEX HEAD W/ CLEAR WASHER .. TRIM FASTENERS ALL FASTENERS ARE #14 x 7/8 SELF DRILL W/ CLEAR WASHER FASTENER NOTE A SHEETING/FLASHING TO STRUCTURAL CONNECTIONS B = SHEETING/FLASHING TO SHEETING/FLASHING CONNECTIONS INSULATION NONE BY OTHERS BY ABC THICK WIDTH FACE COLOR ROOF A' ---- --- ------- WALLS RIGID BOARD:-_- ROOF:___ WALLS:___ BEARING PLATE:____ THERMAL BLOCK:-_ BY ABC:__- BY OTHERS:___ (3/4' THICK ONLY) SPACER STRIP (FOR LOC SEAM WITHOUT INSULATION) WALK DOORS OTY SIZE TYPE SWING LOCKSET CLOSER COLOR LINER TRIM 3070 6070 __M __NL __HG __YES _._NO WHITE __YES NO 3070 6070 __M __NL __HG __YES _._NO WHITE __YES NO 3070 6070 __M __NL __HG -- YES __NO WHITE __YES __.NO 3070 6070 __M __NL __HG __YES __NO WHITE __YES __.NO FRAMED OPENINGS OTY WIDTH HEIGHT SILL HEIGHT FR WRAP TRIM LINER TRIM LINER TRIM COLOR ___ _____ _____ _ ________ ___YES ___NO __YES __NO _ _____ ______ ________ --- YES ___NO __.YES __NO -------- --- _____ ___--- ________ --- YES NO __.YES __NO -------- --- _____ ______ ________ --- YES ___NO __YES __NO -------- --- _____ ______ ________ ___YES ___NO __YES __NO ___ _____ ______ ________ _-_YES ___NO ___YES __NO ________ ___ _____ ______ ________ ___YES --- NO _-YES __NO ___ _____ ______ ________ __YES ___NO YES __NO - ___ _____ ______ ________ --- YES ___NO _-YES -_NO ___ _____ ______ ________ ___YES ___NO -_YES __.NO ________ WINDOWS SELF -FLASHING THERMA-PANE GLASS, BURNISH SLATE OTY WIDTH HEIGHT LINER TRIM LINER TRIM COLOR __ _____ ___YES --- NO -___ _____ _____ ___YES --- NO ___- _____ _____ __YES ___NO _-_- _____ _____ ___YES ___NO _____ _____ ___YES ___NO LOUVER WHITE ADJUSTABLE W/ BIRD SCREEN OTY WIDTH HEIGHT LINER TRIM LINER TRIM COLOR . -___ _____ _____ ___YES —_NO ____ ----- —-- --- YES --- NO _-__ _____ _____ ___YES —_NO __-_ __—_ _____ ___YES _-NO ___- _____ —__ -_-YES _NO LINER PANEL LOCH .LENGTH -HEIGHT PANEL TYPE GAGE COLOR LINER TRIM TRIM COLOR _--- --__— ________ -___---- --_ ------ ___YES ___NO ___. __--- ________ ________ ------ --- YES ___NO --- _-- --- ______ ________ --- _--- ___ --- _- ___YES ---NO _______ ___ _---- ________ _______ ___ _—__ __YES --- NO - ROUND 20" THROAT WHITE VENTILATORS -___ OUANTITY _____ RIDGE MOUNTED _____ SLOPE MOUNTED 9" X 10' RIDGE VENTILATORS ___.OTY AT 10' SECTIONS —__ LINEAR FEET CONTINUOUS ROOF JAXS OTY TYPE DK-3 1/4" - 4- DIAMETER DK-5 4' - 7" DIAMETER ____ DK-8 7' - 13' DIAMETER ROOF CURB FRAMING RECENT, PRODUCT REVISION LINER TRIM SIZES ARE OUT TO OUT CURB DIMENSION AS UNDERSTOOD BY AMERICAN'BUILDINGS THE FOLLOWING NOTES MAY OR MAY NOT PERTAIN TO THIS COLOR COMPANY (A.B.C.). D0- NOT ,CUT PURLINS FOR CURB FRAMING UNLESS RELEASED BY SPECIFIC JOB BUT ARE NOTEWORTHY PRODUCT CHANGES. -------- THE A.B.C. DESIGNER.. MAXIMUM LOAD FOR STANDARD ROOF CURB FRAMING 15. 300011. THE MAGNITUDE AND LOCATION OF ALL LOADS.: SUPPORTED BY ROOF CURBS MUST BE 1. THINK SAFETY! -------- CLEARLY SPECIFIED IN THE ORDER DOCUMENTS.. - t. -------- OTY WIDTH LENGTH SLOPED AT RIDGE ROOF CURBS OTY OUTSIDE WIDTH OUTSIDE LENGTH MIN. HT. GAGE COLOR --_ --------- ____ --------- 8" 18-______ . SKYLIGHTS / WALL LIGHTS TRANSLUCENT SKYLIGHTS OTY:-_-_ SIZE:_____-_ TRIM: _-___ TRANSLUCENT 4' 5- WALL LIGHTS CTY:____,. 1 FACADE CLEAR CORNER TYPE VERT OR SLOPED HEIGHT LENGTH PROJECTION :UNDER FACADE UNIT SPEC_ X_517-3-'Io I_212-o. 15-C. 2 FACIA PANEL TYPE: ------- GAGE: ___ COLOR; -------- TRIM COLOR: -_-____- ' SOFFIT PANEL TYPE: GAGE: _-- -COLOR: -------- TRIM COLOR:---___ BACK PANEL TYPE GAGE: ___ COLOR: __ TRIM COLOR:________ CANOPIES CLEAR SOFFIT SOFFIT OTY EW SW SLOPE PROJECTION LENGTH UNDER BEAM PANEL TYPE COLOR ( - a ` 11' EAVE TRIM ------ TRIM COLOR: --- _--- DOWNSPOUT ELBOWS ONLY: ___ DOWNSPOUT RETURN: OVERHANGS OTY PROJECTION LENGTH SOFFIT TYPE "COLOR GAGESW - -- ------ ----- ------ 26 - - SW -- -------------- ----- 26 - DOWNSPOUT ELBOWS ONLY: — DOWNSPOUT RETURN: . EW - --- --------------- - - _— 28 - - PARTITIONS CITY - WIDTH LENGTH, HEIGHT PANEL TYPE GAGE COLOR NO.1 REVISIONS - MADE CK'O DATE ENGR DATE N0. MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE . DATE CITY OF SANFORD AIRPORT AUTHORITY - SANFORD , FL MARK CONSTRUCTION CO FUFAULA - ALABAMA P : AMERICAN BUILDINGS COMPAN j.] FOR CONSTRUCTION ( ] FOR APPROVAL - (] FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: JFA 7-el -58 - - CHECKED BY:... _.21 DESIGN APPO BY: DRAWING. NUMBER • 11253601 ABC-2 REV.NO. Q. - CAO BY: RS 07/18/98 09:13:54 Ver.. 12.4 REACTION SCHEMATICS & BASEPLATE DETAILS REVISIONS NajE: TNC METAL, SOIL0I1,16 MMJUFA0-TUarP— IS 1JUT' PESPwslBLE Fog T14C SIRJ�17-1)RAL- IMTEC-RITY OF AO' EXKfIrJb QJILt71 n1(� 26'6 ANCHOR BOLT PLAN DATE IENGRI DATE EXISTING BL DG. LINE - A C B D C C REACTION TABLE kips) LOAD DESC A B C D O+C+L 2.3 10.4 -2.3 13.0 D+ Wt-> -2.2 -2.9 -0.3 -3.6 D + W1<- 0.6 -1.5 2.6 -5.0 D + W2-> -1.4 0.7 -1.3 1.4 D + W2<- 0.3 -2.4 2.8 -6.2 FRAME LINES 1 & 2 (1-RAr15•JmoE DIP-ECiIOIJ EXISTING BL DG. LINE n n N N N N 1* n n BP04—A I s - . I,Bl 2 4 2 6 4 2 0 0 2 4 6 2 4 2 - ti n N N ' n BP02-A 4 O 1 V 0 ,1 d dn r1 N O 4 �t In Mm: ALL ANICNOR_B3OVS ARE I (� o•N.O- LONGITUDINAL LOADING MAX. ENDINALL REACTIONS ------------------------------------- NJM • THIS t3molo& IS 01551&Jb-V AS AIJ OPO4 13011-01aIb. COMPRESSION ='7K No (?RohI ,,OK) FOP -A",( FurURE 13UILV'?,J& MOV11"eAr101J UPLIFT = Cie., EnIu4SU26 OF 6JALL5, rurURB EXPAnKIW, E7Tr-. ] SHEAR ='4.2K HAS BC:J MADE l/.l TaC OESIvnI OF TuIS L3uILOtn1b. (JorE : ] "0 AP"o2 aol,Tz, 150LL- NAJ6 AT LEA 3" 5Ln- nhT MOMENT=--+69.3K-FT I Mo2E VArJ 4" P20-)cc'rFOrJ ABO'JE 1 �{6' 1DP OF �DoozE' l gO,MLA of .SM6 PLATE 6L.SJe,r(011 • ALL- CDWMa1S� (� *SEE RIGID FRAME REACTIONS C eiAnn .L IOIJ. REVISIONS MADE CK'D DATE ENGR DATE DRAWING suBMIrrAL SCALE: NONE DATE - - EUFAULA srarus CITY OF SANFORD (.j FOR CONSTRUCTION DRAWN BY: SFA-zl-oe AIRPORT AUTHORITY ( ] FOR APPROVAL CHECKED BY: ( ] ?� FOR PERMIT ONLY 17 - SANFORD , FL AMERICA i r ; I ALABAMA ( I FOR PRELIMINARY DESIGN APPO BY: jil- 07 2, q$ MARK CONSTRUCTION CO DRAWING. CAD BY: RS 07/18/98 06:49:27 Ve.. 12.4 NUMBER' 1 ]253601 AB-1 0" l 0 0 0 0 0 rn N REVISIONS EX I ST I N "I 'ELTD6- . _C ­­11 Ta1- , n� I �I 12 I I I � a I V I I I I I I I LEAVE STRUT LINE (SEE S.W.) 9.5Z11-27.2 3/4P1 TYPICAL U.N. 4' 26'6 41 1 2 �27'3 OUT TO OUT OF PURLIN LINE OUT TO OUT OF PURLIN LINE ROOF FRAMING PLAN RF01 F—A MADE I CK'D I DATE JENGRI DATE NO. I REVISIONS BC5- 28.1 1 \ / \ x / BC5-33.6 --.' \x/ BC5-35.3 \ / �n T; THIS ROOF SYSTEM DESIGN USES ANTI —ROLL CLIPS I: INSTALLED AS SHOWN IN SECTION RF50/AA ON DRAWING DWR— 1. LOCATIONS ARE INDICATED ON THE ROOF FRAMING PLAN.; Clip Mork Number is: CL— 12, 3 N d N d N d N < N d N d N d N N \ N \ N \ N N \ N \ N N '6 I N b I N N b I N I N I N I N b V1 N N to N N d N N dl N V1 d N VI d N (� I a a a a a a N a N V1 N V1 N V1 N VI N 1/1 N N N N n n n n n n n N to 1 a N N 1 N V1 I d N IA I a N N I N � I N N I ((ate� a a day VI V1 VNI V) 4N1 N 0 ROOF SHEETING PLAN RF0.1 S-A DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE EUFAULA ALABAMA srnrus CITY OF SANFORD [.] FOR CONSTRUCTION DRAWN BY: 5Fj> 7-zv-56 AIRPORT AUTHORITY ( ] FOR APPROVAL CHECKED BY: - .[ ] FOR PERMIT ONLY DS 1-30 q$ SANFORD , FL [ ] AMERICAN BUILDINGS COMPANY FOR PRELIMINARY DESIGN APPD BY ,j=,I ?3 MARK CONSTRUCTION CO DRAWING. 1 1253601 E-02 REV.NO. CAD BY: RS 07/18/98 07:14:38 Ver. 12.4 NUMBER' - 0 Gp.. 4 p p p L'. 1 Vl I U) 1 Vl 1 Ui 1 vl I In 1 I In I I/i i U7 I I U� i to I 6 1 Ul t VI 1 N I L(1 I Ul I N I V1 1 In 1 U) I Ul 1 ,O N 10 N b ID N ,O N tD Ip tD 1p N �D N Ip N lD b ,O ,O lD 10 ,O tD t0 10 t0 ,O a N a a N a N a N a N a a a N a N a a N N a a N a N a N a a a N a a a N a N a N a a a a a a a a a a a N a a N a N a N a N a N a N a N a N a N a N a N a N a N a -- a'� Q a �- a d4, a va a a a F IS�J GAY TJ L-.S�,C.2H r,aa�,•� a a a a a a a a a a a N N a a a t�/at� F1.0 Plo - Ce L FACADE BACKSHEET LAYOUT LINE 1 SHEETING PACKAGE MK# EWO 1 S-B P1 - PA-5 P4 - PA- 7 1/4 P7 - PA- I/2 P10 - PA-11 3/4 P13 - PA-1. 2 P16 - PA-1.4 1/ ¢ P19 - PA- t/2 P22 - PA- t.b 4 P2 - PA-g ,2 P5 - PA-.o PS - PA -to t/4 P11 - PA-1-o'/2 P14 - PA- 2- P17 - PA- P20 - PA-1.7 I/4 P23 - PA-1.9'Z/ P3 - PA-Cs'i2 P6 - PA-8 3/4 P9 - PA- It P12 - PA-1-1 I/4 P15 - PA-l.j y2 P18 - PA-1.5 V4 P21 - PA-1.8 VFF-IX� N I U 4 (7.5)FPFV-2 La/F?cam-1 ENDWALL SHEETING AT FRAME LINE 1 �1 I �a-GC11-9J1laitPl �wc[14-o.. aa3a o, RR-0102 - - - - RR-0101 "-020, - f I -�n 9.SU2'S•o FLEW ATTPCl+ 1� I I. I I I I I I 1 I I I I J I RC-0104 11'4 —�.�..I�-co •!o_4 rc ern-[x 17'3 20'S to.4q.rr hA-1X 4J 74'4 OUT TO OUT OF FACADE LINE GABLE ANGLE GA-4 TYPICAL ENDWALL FRAMING AT' FRAME LINE 1 RC-0101 2'0 ALTGL4 NO.1 REVISIONS MADE CK'D DATE JENGRI ATE NO. REVISIONS MADE CWD DATE ENGR DATE DRAWING SUBMITTAL sTArus SCALE: NONE DATE - CITY OF SANFORD AIRPORT AUTHORITY?iq" SANFORD, FL MARK CONSTRUCTION CO EUFAULA ALABAMA AMERiCAN BUILDINGS COMPANY [.J FOR CONSTRUCTION [ ] FOR APPROVAL [ ] FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: 7FA 7.2,-D& CHECKED BY JOS-;O.0I$ DESIGN APPD BY: `)� p7 ;1 VY REV.NO. - 253601 E-03 •D I \d `N a a a a a a a a a a apa- PI - PA-5 P4 - PA- 7 I/4 P7 - PA- g %2 P2 - PA-5 3/4 P5 - PA- g P8 - PA- Ip 1/4 P3 PA-61/2 P6 - PA- a 3/4 P9 - PA- I I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0- o 0 0 0 0 0 0 N N 0 i!1 N N Ul N h Ul sll N N N N VI 1A N 10 Vl N N 50 1!1 N tp � N b N 10 N IO N tD 10 b N 10 N 10 N 10 N 10 N ID N 10 N 10 N ID N ID N IO N �O N 10 N ID N 1p N ID N 1D N 10 N a N a N a N a N a N a N a N a N a a a N a N a a N a a N a a N a N a. N a a N F-F 8 FACADE BACKSHEET LAYOUT LINE 2 SHEETING PACKAGE MK# EWO 1 S—B P10 - PA-11 3/4 P13 - PA-1.2 P11 - PA-1-py$ P 1 4 - PA- 1.2 3/4 P12 - PA-1-1 1/4 P15 - PA-1.31/2 P16 - PA-1.4 1/4 _ 019 - PA-1.(, IR P22 - PA-1.43/4 P 1 7 - PA- 1.5 P20 - PA-1.7 1/4. P23 - PA-1.31/Z P18 - PA-1.5 3/4 - P21 - PA-1. b VFr•-IX) 1 O N 4 .' FIF-LO GuZ T L�wi4�H. FPbH (7.5)FPFV-2 . (A)/FP--P-I F 1 EIS 12- r� Fes.-CZ�i ikt� ENDWALL SHEETING AT FRAME LINE 2 _---- r--- PC-CG.L..- 4 - - P18�� 4aZZgc.H 9.SC11-24-2. a 9,sC14--20.4-4Z} 9•SCII-28.lo4P2 RR-0104 As SNoIJ "- - - I - -. RR-01031 DFzA1 L ., A- . REVISIONS 11- 24:2 ?-Z - FA- 1X� "`-7. 5C 14-20•4',P 1 RC-010.S 2'0 23'4 20'5 v 1 1 74'4 OUT TO OUT OF FACADE LINE GABLE.ANGLE GA-1 TYPICAL ENDWALL FRAMING A7' FRAME LINE 2 MADE CK'D DATE ENGR - DATE NO. - REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: - NONE DATE - = CITY OF SANFORD AIRPORT AUTHORITY - SANFORD , FL - MARK CONSTRUCTION CO . _ (.)• FOR CONSTRUCTION _ [ ] FOR APPROVAL � [ ] FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: U•A 7-21-56 - CHECKED BY: 1DS DESIGN APPD BY: PL- 04 31 q• . ' CAD BY: RS - 07/18/98 07714:43 Vera 12.4 EUFAULA ALABAMA AMERICAN BUILDINGS COMPANY DRAWING. REV NO NUMBER 11253601 E-04 0 rVFF-2x - - [ 1 0 0 0 0 0 0 0 0 0 0 1 I I I I I I I I I t0 tp ,O t0 ,O tD ,O t0 tD tp N N N N N N N a a a a n a a a a a N N N N N N a a a a a a n a a a (3)FPFV-T— w/ F? P-1 FacWDE SIDEWALL SHEETING PLAN LINE A A 5 5 V2 26'6 1' 1 28'10 OUT TO OUT OF GIRT LINE SIDEWALL FRAMING PLAN LINE A REVISIONS MADE CK'O I DATE ENGR DATE NO. REVISIONS AP 2-d 'I jr S70. L,a Z7_2 SS Pran�Et7 S9� ^. Lnn FS3I- 10.3 jI o W: 2 — C . v F — — -- - I, I l ScF�1T NOT - 3Y AEG FPFv-2 it It 1 1 2 jl I I I I (LOUp4o pve V 11 NOT 13Y ^ac I. U I � S II I Q II L R.IC1il f:¢/�MC Cs�t LIMN - � � II W%W�rO. CCLCJMN.. II I I: r I- L L OUT -o X- f 4 —4. SECTION a 5 5- DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE CITY OF SANFORD AIRPORT AUTHORITY SANFORD, -FL MARK CONSTRUCTION CO ON [,] FOR CONSTRUCTION [ ] FOR APPROVAL [ ] FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: ,7FA 7-zl CHECKED BY: ID5 1-3D-qa DESIGN APPD BY: ,Pi- oT >I CAD BY: I RS 07/18,198 07:58:00 Ver. 12.4 AULA ALABAMA AMERICAN BUILDINGS COMPANY WING. REV.NO. BER' 11253601 E-05 0 VFF-Ik VFF-IX LSP o 7� LSP-0 nck P ty-)El_ 6AC1G P�.� EL_ LSP-I d- -L5p-i FSF-B V SS PANEL --------------------- -- -- - '----------------- 3 3 4.4'x 14 W A-325 130LTS iL Nam- ,H I 0 a_ 3114 A-7z-6 0 Qa -IX �2) 34xl9 (i 3 ¢ x A-32S ASoL? v 0 o_ a u- E7,)xx . 3 - — _ _ _ — _ _ 1I,LI t rro GaLU MN / FPFV- SLD Y1; Naz R`( ABC FPF/-Z (hu�PW�LpGO) �-2 Gj W �l Bi u- NQZ E'/ APG 5 ° SECZIVN A m � p 3 Q '� ro � SCGZ tv r� ej CH,a NU-Ct: TALK W ELiI pNuY LU-t AAr OE Iu Fr G�OE AR/v.WPFGacUfL -r,>. Fx pE, **FCTIOnI r1nFE:tb1Jtrr pl LL. PU2Ur1 UNril AL[ r'lJA - ADJUST* EEx) 1, oA\/E BEEtiI MAD(- IN FACApG AfZnil ELE'VATIpJ, I7RlLL PURUr,I WEt3 AND In1.T71Li BOLT NR102 TO S�CET-W6 FACA40E . NO.1 REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK i i FATE ENGR DATE DRAW SUBMITTAL SCALE: NONE DATE EUFAULA ALABAMA STATUS STATUS CITY OF SANFORD - [-] FOR CONSTRUCTION DRAWN BY: 7-ZI-9e AIRPORT AUTHORITY [ J FOR APPROVAL _Z-F,, [ J FOR PERMIT ONLY CHECKED BY: J DS l- 0�19 SANFORD, FL AMERICAN BUILDINGS COMPANYREV.NO. [ J FOR PRELIMINARY — DESIGN APPO BY: ,({, OT Dl 9b MARK CONSTRUCTION CO DRAWING. CAD BY: RS 07/18/98 07:58:00 Ver. 12.4 - 1 t 253601 R' E-O& - NUMBE0 ... y DESIGN CALCULATIONS FOR ABC JOB # 11-2536-01 Mark Construction Longwood, FL AMERICAN BUILDINGS ' COMPANY 1* Mark Construction Co. 1969 Corporate Square Longwood, FL 32750 Gentlemen: Eufaula, Alabama (334) 687-2032 July 20, 1998 11-2536-01 Airport Authority (City of Sanford) Pedestrian Walkway Sanford, FL This is to certify that metal building components furnished by American Buildings Company, an AISC-MB certified manufacturer, are scheduled for design in our Eufaula office and for fabrication in our Eufaula plant. The members are designed to comply with the following loads specified in the Order documents: Design Loads: 1) Metal Bldg. Dead Load (D) 2) 20 PSF Roof Live Load (L) 3) 12 PSF Frame Live Load (L) 4) 100 MPH Wind Load (W) Design Load Combinations: 1) D+C+L 2) D + W Note: This project is designed as an Open Building. No provision for any future building modification., (i.e. enclosure of walls, future expansion, etc.) has been made 5) 0 PSF Roof Snow Load (S) in the design of this building. Pg=O, I = 1_0, Ce = 1_0, Ct-1_0 6)Seismic Data as Follows: (E) Aa < .05 , Av< .05 , Seismic Hazard Exposure Group j Seismic Performance Category A, S = 2_0 Concentrically braced frames ( R = 5 , Cd;= 4'/2 ) Ordinary moment frames of steel ( R =41/2 ', Cd = 4 ) Equivalent lateral force procedure. 7) 3 PSF Collateral Load (C) Please note that unless otherwise specified on your Purchase Order, American Buildings Company Serviceability Standards (1996 MBMA/AISC criteria) will be used for design and fabrication of your order. These design loads and combinations are applied in accordance with the SBC `94 . The design is in general accordance with the A.I.S.C. (Ninth Edition) and A.I.S.I. (1986) specifications with 1989 addendum. This certification is limited to the structural design of the framing and covering parts manufactured by American Buildings Company and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other parts of the project not provided by American Buildings Company such as foundations, masonry walls, mechanical equipment and the erection and inspection of the building. The building should be erected on a properly designed foundation in accordance with The American Buildings Company Erection Manual and American's drawings for the referenced job. The undersigned is not the engineer of record for the overall project. Sincerely, c �a q- � I •q Jeff Walsh, P.E. Engineering Manager JC/lac Registered Engineer, State of Florida SECTION 1 GENERAL A) Introduction and General Design Approach B) Figure 1 - Clear Span Rigid Frame Building C) Selected References A) Explanations and Methods of Anatysls B) Frame Sketch and Rbactions C) Stress Analysis D) Prying Action Calculations E) Seismic Calculations F) Additional SketchO' (if required) SECTION 3 ENCWALLS ANt) ROC BRAG'NO A) Explanations and Methods of Analysis B) Figure 4 - Loading Diograms and Framing Layout C) Figure 5 - Tension Rods and Wind Forces D) Nomenclature E) Component Stress Analysis F) Additional Sketches (if required) SECTION 4 PURLiN AND GIRT A) Section Properties B) Member Stress Analysis C) Eave Strut Calculations and Properties SECTION 5 PANELS A) Properties and Load Tables B) Calculations of Section Properties SECTION 5 MISCELLANEOUS AND SPECIAL CONDITIONS A) Standard Welds B) Standard Specifications i INTRODUCTION The information contained within the pamphlet is a technical description of an American, pre-engineered, pre -fabricated metal building. It represents the application of the most modem methods of mathematics and engineering to the design of a building. Its purpose is to provide interested reviewers with the necessary design calculations, and other documentation required to readily verify structural integrity. Figure 1 is a drawing of an American Building, illustrating the typical load carrying members; i.e., rigid frames, endwalis, purlins, gists, bracing and panels. A clear span rigid frame building was selected for this purpose; however, any of American's other standard designs, as described in the Standard Specifications for American Buildings Company pre-engineered Metal Buildings , could also have been used to illustrate the basic building components. All designs are in strict accordance with the latest editions of AISC and AISI specifications, which ever is applicable. The stress distributions in all load carrying members are obtained by the most applicable `methods of the universally accepted elastic theory, as applied to indeterminate structures. A digital computer is used for many of the complex and laborious design calculations. In American buildings are designed to meet the most severe conditions of load combinations set by the specified building code, but not less than the following: a) Building dead plus roof live load (or snow) uniformly distributed over the hodzontgi nroiecfion of the roof area. b) Building dead load plus rind load applied as pressure and suction normal to the building surfaces. c) Building dead load plus wind load plus `/2 roof snow load. d) Building deed load plus roof snow load plus % wind load. Other more specialL:-e r.; �: � E�-a ; . ;i , is nd applications of loads are incorporated into the desig,r, of a. �sionelly these special design conditions can not be dasign formats. If this occurs, special hared cat: ulalk)rs Subsequsnt ,-error ; c::��rkt the detailed design calculations and their necessary explanations. Theses are Section 2, Rigid Frame; Section 3, Column and Beam Endwall; Section 4, Purlins and Girts; Section 5, Roof and Wall Panels and Section 6, Miscellaneous and Special Conditions. VALL PANELS CLCITA WM W.4 SELECTED REFERENCES 1) Manual of Steel Constamftl , A.I.S.C., 1989, Ninth Edition. 2) 0810gke Span RWId Frames in Steer, by John D. Griffiths, A.I.S.C., 1948. 3) ftggffiatlons for the DeeIgn of Cold Formed Steel + A.I.S.I., 1986 Edition with 1989 supplement. I �• 4) Structural Steel Design, by L.S. Beedle, et al, Fritz Engineering Laboratory, Civil Engineering Department, Lehigh University, 1962. � n 5) Metal Building Manufacturers . Association, 1986 Edition with 1990 supplement. .n •r� RIGID FRAItAE EXPLA ATION AND RAETHODS OF /- I I -1. 5IS Rigid frame analysis and design is a very exacting task. American Buildings Company has developed a computer program that permits detailed analysis and. design to be done on steel frames. The following is a brief description of this program. Essentially the program combines the STIFFNESS METHOD of structural design theory with MATRIX mathematics operations. All of this is possible by the utilization of digital computer capabilities. The inherent speed of the computations permits the use of elaborate mathematical techniques which would be impossible by hand computations. These techniques along with the completely rigorous structural theory approach give technically precise and accurate results. The program consists of seven portions which are as follows: 1) Geometry Input 2) Loading Input and Strness Computation 3) Equivalent Forces„Computations 4) Solution for Displacements 5) Reactions and Member Force Computation 6) Stress Analysis T) Design Decisions Geometry: The general structural configuration that the program can analyze or design is depicted in Figure 2 below. It shows a gable frame with vertical sidewalls, and a roof sloping downward on both sides of the ridge. The rafters may be supported at intermediate points by interior columns. Each sidewall column or rafter may be composed of a number of segments; these segments may be prismatic or tapered, with "I" shaped cross -sections. The interior columns must be prismatic, but may be "I" sections or pipes. The bases of sidewalls and interior columns may be at different levels. The left and right sidewall heights and roof slopes may be unequal. Support and Loadings: The column bases may be specified pinned or fixed; the tops of interior columns may be specified pinned or fixed to the rafters. Uniformly distributed dead and live loads and wind loads are considered to be transmitted to the frame at and by the girls and purlins which are at specified spacings. In addition, concentrated forces and moments may be specified at any location on the frame, thus permitting the inclusion of overhangs, cranes, and bracket loads, etc..' Input: The input to the program consists of information on building geometry, web depths at critical locations, column locations, girls and purlins, loading descriptions, material properties and stress criteria. If analysis only is required, the member cross-section details are input. If it is to be designed, inventories of flange sizes and web thicknesses, and pipe sizes are used. Analysis: In the analysis option no decisipn making is done concerning member selection. From the information supplied,',which includes all member sizes, the program develops the precise centerline geometry of the frame. The anaiysis is carried out on the line configuration, composed of straight line segments ("Members") defined by the joints and other junction points called "Nodes". All the loads are transformed into equivalent forces and moments and applied at Node Points. The direct stiffness method of matrix structural elastic analysis is adopted. The member stiffnesses are computed, and superposed to yield the force -displacement relations for the entire frame. Stiffness coefficients and equivalent end actions for tapered members are obtained by numerical analysis. The Nodal displacements for the specified support and loading conditions are solved by a matrix block recursion routine. The support reactions and member end forces and moments are then calculated. Finally, the most critical bending and shear stresses along each member are computed, and checked against allowable criteria according to AISC Specifications. The most critical stresses are those with the greatest ratio when compared to allowable stresses. The program analyzes the frame for each specified loading combination. Design: In the design option, a safe frame is determined by an iterative process of analysis and design. Initiated by the Analysis of a frame approximated from the specified flange, web and pipe inventories, the design proceeds in cycles of analysis, criteria checks, selection of fresh sections, and reanalysis until a satisfactory frame is obtained. When the design is complete, the program will analyze and check the frame for each specified loading combination. OUtpU$: The output may be requested at various levels of detail. The basic output consists of a listing of input data, centerline geometry, reactions, member end reec tIons, Nodal displacements, member sizes and criteria checks, bolted connections, and bnchor bolts and base plates. More exhaustive information may be extracted if desired. Figure 2: Typical Configuration of Frame LATERAL DEFLECTION OF FRAMES In accordance with Section C5.6, Metal Buttd[= Manufacturms Associstlon (M®IVIM86), many metal building systems are designed with moment -resistant frames aligned in the transverse direction to resist lateral loading. Experience has shown that the lateral deflection of the frames under wind loading is far less than predicted by the usual analytical procedures. Consideration of just three factors undoubtedly accounts for most of this apparent anomaly: 1) drift calculations are traditionally based on full design loads, 2) the usual analytical procedures are based on "bare" frames (skin action of the roof diaphragms is neglected) and the moment - rotation stiffnesses of the "pinned" bases are taken as zero, and 3) load sharing has not been taken into account. Bare frame deflections are given on the computer printout for each node points. By considering the complete metal building system, the lateral deflection could be reduced to as much as 1/10 of that for the bare frame. The lateral deflection limitation is based upon the judgment of the design engineer unless specified otherwise. mat J( AMERICAN BUILDINGS CO. ,P.O. BOX 800 EUFAULA, ALABAMA 36072 MEP Job Name: C:\ABCP\FRAMES\11253601.01B 07/17/98 11:06 AM Ver. 12.4 STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD ALL DESIGN IN ACCORDANCE WITH 89 AISC AND MBMA AS APPLICABLE MEN BUILDING DESCRIPTION - - FRAME LINES 1 & 2 (NON-EXP) 11253601 1 FRAME WIDTH BAY SPACING ROOF SLOPES INT. COLUMNS MEMBERS NODES 72.792 ft. 13.625 ft. 1 0 6 7 2 3 LEFT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 1.50 in. 197.00 in. 4 5 NODE LOCATION WEB DEPTH CONNECTION BASE 1 0..000 ft. 7.375 in. PINNED 6 EAVE 2 16.417 ft. 7.375 in. RIGID ROOF SLOPE 1 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- 0.250/ 12.0 9.50 in. 49.00 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 2 0.000 ft. 24.000 in. RIGID SPLICE 3 10.722 ft. 25.332 in. RIGID SPLICE 4 30.718 ft. 28.000 in. RIGID SPLICE 5 50.713 ft. 28.g000 in. RIGID RIGHT END 6 72.792 ft. 28.000 in. RIGID RIGHT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 132.00 in. 215.20 in. NODE LOCATION WEB DEPTH CONNECTION EAVE 6 17.934 ft. 7.250 in. RIGID BASE 7 0.000 ft. 7.250 in. PINNED Db Name C:\ABCP\FRAMES\11253601.01B .. BUILDING -- FRAME LINES 1 & 2 (NON-EXP) 11253601 FIBER SIZES I i * * * WEB-1 OUTER FLANGE * WEB * INNER FLANGE * FLANGE * YIELD STRESS 4BER WIDTH THICK. * THICK. * WIDTH THICK. * WELDI * FLANGE WEB (in.) (in.) * (in.) * (in.) (in.) * (in.) * (ksi) (ksi) L 8.00 X 0.3125 0.1875 8.00 X 0.3125 0.1875 55.0 55.0 6.00 X 0.2500 0.1644 6.00 X 0.2500 0.1250 55.0 55.0 3 6.00 X 0.2500 0.1345 6.00 X 0.2500 0.1250 55.0 55.0 I 6.00 X 0.2500 0.1345 6.00 X 0.2500 i 0.1256 55.0 55.0 6.00 X 0.2500 0.1644 6.00 X 0.2500 0.1250 I 55.0 55.0 > 8.00 X 0.3750 0.1875 8.00 X 0.3750 0.1875 i i i i i 55.0 55.0 Job Name C:\ABCP\FRAMES\11253601.01B BUILDING -- FRAME LINES 1 & 2 (NON-EXP) 11253601 NODE COORDINATES NODE X Y (in.) (in.) 1 5.69 0.00 2 5.69 175.11 3 128.93 177.02 4 368.91 180.68 5 608.85 185.68 6 737.38 188.36 7 737.38 0.00 •r� Job Name C:\ABCP\FRAMES\11253601.01B BUILDING -- FRAME LINES 1 &.2 (NON-EXP) 11253601 LOAD COMBINATION 1 --- D + C + L ALLOWABLE STRESS FACTOR = 1.00 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 (psf) (psf) (psf) 12.00 0.00 9.00 0.00 0.00 0.00 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft. ) * (kips) (kips) (kip-ft) 1 1 14.33 0.00 -1.00 0.00 2 3 15.50 0.00 -1.00 0.00 3 1 15.33 0.00 -0.50 0.88 MEMBER END ACTIONS * NODE I * NODE J * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) ,p 1 1 2 10.37 -2.28 0.00 -9.37 2.28 -33.28 2 2 3 2.42 8.75 34.17 -2.37 -5.78 39.57 3 3 4 2.37 5.78 -39.57 -2.28 0.06 97.73 4 4 5 2.28 -0.08 -97.73 -2.16 5.92 41.28 5 5 6 2.16 -5.92 -41.28 -2.11 8.25 -35.71 6 6 7 11.96 2.28 35.80 -12.96 -2.28 0.00 * SUPPORT REACTIONS -: SUPPORT NODE * HORIZ. VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 2.28 10.37 0.00 2 7 -2.28 12.96 0.00 Job Name C:\ABCP\FRAMES\11253601.01B -BUILDING -- FRAME LINES 1 & 2 (NON-EXP) 11253601 - LOAD COMBINATION 2 --- D + W1-> ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS ; * LIVE WIND DEAD * Cl C2 C3 (psf ) (psf ) (psf ) 0.00 21.50 6.00 0.00 -0.70 0.00 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip-ft) 1 1 14.33 Q.00 -1.00 0.00 2 3 15.50 0.00 -1.00 0.00 3 1 15.33 2.80 -0.50 -1.22 MEMBER END ACTIONS * NODE I * NODE J MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft.) r 1 1 2 -2.92 2.24 0.00 3.92 -2.24 32.63 2 2 3 0.49 -4.39 ='33.85 -0.47 3.11 -4.38 3 3 4 0.47 -3.11 4.38 -0.42 0.59 -42.00 4 4 5 0.42 -0.60 42.00 -0.38 -1.92 -30.36 5 5 6 0.38 1.92 30.36 -0.37 -2.93 -3.94 6 6 7 -4.55 0.25 3.97 3.55 -0.25 0.00 * SUPPORT REACTIONS -: SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) 1 1 -2.24 -2.92 0.00 2 7 -0.25 -3.55 0.00 µ Job Name C:\ABCP\FRAMES\11253601.01B op BUILDING -- FRAME LINES 1 & 2 (NON-EXP) 11253601 I LOAD COMBIN ATION 3 --- D + W1<- ALLOWABLE STRESS FACTOR = 1.33 j 1989 AISC/ASD UNIFORM LOADS WIND COEFFICIENTS LIVE WIND DEAD * Cl 62 C3 (psf) (psf) (psf)- * i 0.00 21.50 6.00 0.00 -0.70 i 0.00 * * i I CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip-ft) 1 1 14.33 0.00 -1.00 0.00 2 3 15.50 0.00 -1.00 0.00 3 1 15.33 -2.80 -0.50 2.98 z^' I MEMBER END ACTIONS * NODE I * j NODE J MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip-f t) * (kips) (kips) (kip-f t) 1 1 2 -1.52 -0.55 r 0.00 2.52 0.55 -8.05 2 2 3 -2.29 -2.94 11.03 2.32 1.66 -34.35 3 3 4 -2.32 -1.66 34.35 12.37 -0.86 -42.93 4 4 5 -2.36 0.87 42.93 j2.40 -3.39 -1.94 5 5 6 -2.40 3.39 1.94 2.41 -4.40 40.20 6 6 7 -5.96 -2.56 -40.17 �4.96 I 2.56 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL, MOMENT � * (kips) (kips) (kip-ft) 1 1 0.55 -1.52 0.00 2 7 2.56 -4.96 0.00 Job Name C:\ABCP\FRAMES\11253601.01B BUILDING -- FRAME LINES 1 & 2 (NON-EXP) 11253601 LOAD COMBINATION 4 --- D + W2-> ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 (psf ) (psf ) (psf ) 0.00 21.50 6.00 0.00 -0.30 0.00 * * CONCENTRATED,LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip-ft) 1 1 14.33 0.00 -1.00 0.00 2 3 15.50 0.00 -1.00 0.00 3 1 15.33 2.80 -0.50 -1.22 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) 1 1 2 0.66 1.39 •n 0.00 0.34 -1.39 20.25 2 2 3 1.40 -0.86 -21.47 -1.38 0.80 12.92 3 3 4 1.38 -0.80 -12.92 -1.35 0.67 -1.88 4 4 5 1.34 -0.68 1.88 -1.31 0.56 -14.38 5 5 6 1.31 -0.56 14.38 -1.29 0.51 -20.05 6 6 7 0.40 1.28 20.08 -1.40 -1.28 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT r * (kips) (kips) (kip-ft) 1 1 -1.39 0.66 0.00 2 7 -1.28 1.40 0.00 r Job Name C:\ABCP\FRAMES\11253601.01B BUILDING -- FRAME LINES 1 & 2 (NON-EXP) 11253601 ` LOAD COMBINATION 5 --- D + W2<- ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 (psf ) (psf ) (psf ) 0.00 21.50 6.00 0.00 -0.80 0.00 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft. ) * (kips) (kips) (kip-ft) 1 1 14.33 0.00 -1.00 0.00 2 3 15.50 0.00 -1.00 0.00 3 1 15.33 -2.80 -0.50 2.98 MEMBER NODES I J 1 1 2 2 2 3 =4 3 3 4 4 4 5 5 5 6 6 6 7 --= SUPPORT NODE 1 1 2 7 MEMBER END ACTIONS * NODE I * NODE J * * * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) •n -2.41 -0.34 0.00 3.41 0.34 -4.96 -2.52 -3.82 7.94 2.55 2.24 -38.67 -2.55 -2.24 38.67 2.60 -0.88 -52.96 -2.59 0.89 52.96 2.63 -4.01 -5.93 -2.63 4.01 5.93 2.64 -5.26 44.22 -7.20 -2.82 -44.20 6.20 2.82 0.00 * SUPPORT REACTIONS * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) 0.34 -2.41 0.00 2.82 -6.20 0.00 Job Name C:\ABCP\FRAMES\11253601.01B BUILDING -- FRAME LINES 1 & 2 (NON-EXP) 11253601 MAXIMUM STRESS RATIOS-89 AISC ALLOWABLE STRESS DESIGN OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG WEB SHEAR INNER FLG MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 8.00 0.3125 0.1875 8.00 0.3125 0.513 1 0.465 1 0.874 1 2 6.00 0.2500 0.1644 6.00 0.2500 0.320 1 0.538 1 0.274 1 3 6.00 0.2500 0.1345 6.00 0.2500 0.806 1 0.707 1 0.596 1 4 6.00 0.2500 0.1345 6.00 0.2500 0.800 1 0.804 1 0.589 1 5 6.00 0.2500 0.1644 6.00 0.2500 0.303 1 0.614 1 0.244 1 6 8.00 0.3750 0.1875 8.00 0.3750 0.480 5 0.426 1 0.841 1 Job Name C:\ABCP\FRAMES\11253601.01B BUILDING -- FRAME LINES 1 & 2 (NON-EXP) 11253601 BOLTED SPLICE SUMMARY I ' PLATE * BOLTS WIDTH/ * * CONNECTION RESISTANCE *MOM. THICK. * ROWS GAGE DIA. * TENSION COMPRES. MOMENT * ARM _ YT _ YC BODE '(in.) * LINES (in.) * (kips) (kips) (kip-ft) * (in. i ) (in.) (in.) 2 8.00X TOP 2 2 0.750 45.0 47.3 92.9 24.15 0.23 0.13 1 0.500 BOT. 2 2 0.750 54.9 56.0 111.5 24.12 0.15 0.24 4 6.00X TOP 3 2 0.750 44.4 44.5 99.4 26.87 1.51 0.12 0.375 BOT. 3 2 0.750 44.4 46.6 101.9 i 26.87 1.51 0.12 6 8.00X TOP 2 2 0.750 62.6 64.9 ;150.4 28.31 0.26 0.19 0.500 BOT. 2 2 0.750 54.9 55.0 129.0 28.14 0.15 0.21 Job Name C:\ABCP\FRAMES\11253601.01B • BUILDING -- FRAME LINES 1 & 2 (NON-EXP) 11253601 FRAME SUPPORTS * BASE PLATE * ANCHOR BOLTS * THICKNESS WIDTH LENGTH * NO. DIAMETER AREA SUP. * NODE (in.) (in.) (in.) * (in.) (in2) 1 1 0.375 8.000 8.500 2 0.750 0.884 2 7 0.375 8.000 8.500 2 0.750 0.884 * * NODE * LOAD 1 1 2 3 4 5 7 1 2 3 4 5 REACTIONS HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) * 2.28 10.37 0.00 -2.24 -2.92 0.00' 0.55 -1.52 0.00 -1.39 0.66 0.00 0.34 -2.41 0.00 .r -2.28 12.96 0.00 -0.25 -3.55 0.00 2.56 -4.96 0.00 -1.28 1.40 0.00 2.82 -6.20 0.00 BOLT RESISTANCE SHEAR TENSION (kips) (kips) 8.84 17.67 11.75 23.50 11.75 23.50 11.75 23.50 11.75 23.50 8.84 17.67 11.75 23.50 11.75 23.50 11.75 23.50 11.75 23.50 Job Name C:\ABCP\FRAMES\11253601.01B BUILDING -- FRAME LINES 1 & 2 (NON-EXP) 11253601 NODAL DISPLACEMENTS LOAD 1 - D + C + L LOAD 2 - D + W 1- > HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (RAD.) (in.) (in.) (RAD.) 1 - 0.000 0.000 0.005 0.000 0.000 -0.012 2 0.050 -0.010 -0.010 1.201 0.003 0.003 3 0.069 -1.318 -0.010 1.194 0.467 0.004 4 0.085 -2.601 0.000 1.183 1.100 0.001 5 0.056 -1.303 0.010 1.193 0.631 -0.004 6 0.027 -0.011 0.010 1.206 0.003 -0.005 7 0.000 0.000 -0.005 0.000 0.000 -0.007 LOAD 3 - D + W1<- LOAD 4 - D + W2-> HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (RAD.) (in.) (in.) (RAD.) 1 0.000 0.000 0.010 0.000 0.000 -0.011 2 -1.566 0.001 0.007 1.311 -0.001 -0.001 3 -1.575 0.710 0.005 1.311 -0.082 0.000 4 -1.579 1.167 -0.001 1.308 0.031 0.001 5 -1.562 0.480 -0.004 1.305 0.102 0.000 6 -1.551 0.004 -0.003 1.306 -0.001 -0.001 7 0.000 0.000 0.014 0.000 0.000 -0.010 ,n LOAD 5 - D + W2<- HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (RAD.) 1 0.000 0.000 0.010 2 -1.593 0.002 0.008 3 -1.604 0.847 0.006 4 -1.610 1.435 -0.001 5 -1.590 0.613 -0.005 6 -1.576 0.005 -0.004 7 0.000 0.000 0.015 , SUBJECT .` AMERIC,W �I 13U11_DINGS � �� - -- � � � � •� - COMPANY EUFAULA, ALABAMA i 1 m 1 i133t 20 74•33 _.-.._ .. . f3 1Pz- }P3 S ilva NNW NDWALL' 1 SPEAR (KIfS) 1.10 4,2D 031 _ - .3.63 A wI RI/2 1 ---------- _ Rz/z ---• � g.3S Ri ( .-- o -oRz ... 7,71 R� 1 r VI r V2 - 1 i fj -�-=•ems.-�;::�*3. �,r=; :. ' BRACING Calculations supporting the structural integ* of the endwall framing and tension rod bracing are presented in this section. Endwall components included in the analysis are the roof beam, comer columns, interior colunwa, and, if necessary, tension bracing. In addition, the analysis contains the designs for the roof and sidewall tension bracing. Figure 4 of this section, illustrates these nwmbem schematically, along with the loadings imposed on.them. The endwall roof beam is designed for the specified load combinations using the moments for a continuous beam. The interior and corner columns are designed as pinned -end compression members under the dead plus live loading. For the horizontal wind load, the interior columns are designed as ' simple beams. The wind forces exerted on the sidewalls are resisted where possible by the wall diaphragm or by tension bracing. The roof bracing are tension members which transfer the wind forces -on the ends of the building to the eave WhMtl sidewall bracing carries the sum of the forces to the foundation. Figure 5 shows ftlorces acting on the bracing. Page 4 of this Section defines the nomenclature used in the computer printout that follows. The printout list the results of the stress analysis on the above building members. Included in the results are the actual and allowable stresses controlling the design of the member. The allowable stresses are based on the yield stresses being 36 KSI for the hot -rolled mill sections and rods, and 55 KSI for factory built-up sections. LOADING L . .. _ t,A RHL RL,, RL, RL, Rt., RL2 RL,, RV. RV, RV, RV, RV, 11V. RV� IZ , kV, IZV LIVE + DEAD WING + DEAD / WIND ON SIDEWAL.L VdINfl } OLAD WINI) ON ENDWALL FRAMING k Er' i � dpgC y Fti FtiCk� �,OK. ��C Pam/ CORNER COLUMN % FIGURE 4 SCAIX: i DATE DIN Ll Y---_.._-----t-----.._ COLUMN AN[.) H f_ AM sur.uu ur .w.. C'KD. H ti' CKD. 8�: ENDWALL P'PACING APP'D"IFIWL ; Rig' ISSUE DATE 8 1 9--- 68 rrureal SC-3-2 lkvf — r3L Dr, (Z i x YANG x ANG x x LX-1 X, RWF (3) RWF (2) RV4F (3) PLAN ENDWALL ELEVATION L_ FIG. 5 q� END FRAME IT, RIGID FRAME 0 bi LL) RIGID FRAME (Z END FRAME SCALE: NONE DUA TnX W. e5b COLUMN AND BEAM ENDWALL CHKCKED BY ocwM APV�D. -- sy ROD BRACING DRNGAWI- It , SC - 3 AREA - Cross -sectional area of section (In') ANO - Angle tension bracing makes with direction of wind force. A TEN - Allowable tension force In rod or cable bracing AX F / AX FOR - Actual axial force BN MOM - Bending moment BND RAT / BN RAT - Ratio of actual to allowable bending moment CB FOR - Actual tension force in rod or cable bracing COL HT - Column Height or beam length CWCH - Torsional warping constant of "C" Section DL - Dead Load FA - Allowable axial Stress FS - Allowable bending stress FBA Actual bending straw F-K - Foot kips H BASE - Horizontal reaction at base of column INTERACTION RATIO - Combined axial and b-anding K - Kips LL - Live Load LEEWARD - Side in the direction toward which the wind blows MOMT - Bending moment , MNT L - Bending moment left of a point MNT R - Bending moment right of a point OCH - Effective section factor for a "C" Section ROCH - Polar radius of gyration of "C" Section about the shear center RWF - Wind force resisted by tension bracing RX - Radius of gyration of a section about the major axis RY - Radius of gyration of a section about the minor axis RYT - Radius of gyration of a "T" section composed of the compression flange and 1/3 of the compresalon web of a section taken about an axis In the plane of the web. SHR L - Shear force left of a point SHR R - Sheer face right of a point SHR RAT / SH RATIO - Ratio of actual to allowable shear forces SL - Snow Load ST FOR - Strut force SXT - Te talon section modulus about major axle SXC - Compression section modulus about major axis TCH - Thickness of a "C" Section ULX - Unbraced length along major "a ULY - Unbraced length along minor axis V BASE - Vertical reaction at base of column V TOP - Horizontal reaction at top of a column VJCH - Saint Venant torsion constant of "C" Section VYCH - Minor axis moment of Inertia of compression area of "C Section WINDWARD - Side upon which the wind blows WL - 1Vlnd Load WN FOR - Wind force resisted by tension bracing XOCH - Distance from shear center to centroid of "C' Section skH-#g X SAS T (� STANDARD PURLINS AND GIRTS ARE LIGHT GAGE 8" X 2 1 /2" ­Z_. 9 I / Z" x 3" -Z" 11 SECTION PROPE TIESELD 1 NIP - AND EUPACITIESI COMPUTEDCTIONS (WTH ED FLANGES) N ACCORDANCELWITH FORMED 986 A SIiMSPEC�CA SPEC0 PSI IFICATIONS ARF STEEL. THE pimENSIONS PROPERTIES AND CAPACITIES 1• T x x 9 1/2" 5(r� 7 SECTION THICKNESS ( ) I (in. �) • S. (in �) r, (M.) r ,, (In.) ALLOW STRESS (lv)ksi ALLOW �µ4 (SHEAR STR£S'S NAX_ ALLOW 1 EAR MAX. ALLOW t ( /NAND) (KIPS) MAX, ALLOW (MOKIPSMENT) ►w ALLOW MOMENT /WINO) (FT. KIPS) 6Z16 0.060 0.86 2.90 8.25 1.83 3.10 1.26 5.52 33.0 2.44 3.25 5.02 6.69 6Z15 0.067 0.96 3.23 9.18 2.05 3.10 r�.23 6.91 33.0 3.41 4.55 5.64 7.52 6214 0.073 1.04 3.52 9.97 2.27 3.10 , 1.25 5.23 33.0 4.42 5.89 6.24 8.32 SZ13 0.082 1.17 3.96 11.14 2.68 3.00 1.25 10.43 33.0 6.28 8.37 7.36 9.81 S212 0.090 1.28 4.35 12.18 2.99 3.09 1.24 12.62 330 8.32 11.09 8,23 10.97 6.3215 0.064 1.09 1 3.70 14.87 2.56 3.89 1.49 4.34 33.0 2.47 3.29 704 9.39 6.5214 0.073 1.24 4.22 16.90 3.11 3.69 1.49 5." 33.0 3.67 4.69 8.54 11.39 6.5213 0.079 1.34 4.57 18.23 3.38 3.69 1.48 6.66 33.0 4.66 6.21 9 29 12.39 9.3212 0.090 1.33 5.20 20.66 3.90 3.66 1.48 5.69 33.0 6.90 9 20 10.73 14.31 9.5211 0.096 1.42 5.55 21.98 4.27 3.66 1.48 0.92 33.0 8.39 11.19 11 75 15.67 12C13 0.D00 1.61 6.12 37.97 5.51 4.56 1.24 5.28 33.0 5.30 7.17 15.15 20.20 )2C12 0.105 2.11 7.14 43.96 6.59 4.57 1.23 7.22 33.0 8.56 IIAI 18.12 24.15 12C11 0.120 2.40 8.16 40.66 7.06 4.56 1.22 9.48 33.0 12161 17.08 21.60 28.90 • EFFECTIVE SECTION MODULI USED IN BENDING CALCULATIONS. •• SHEAR STRESS LIMITIED BY THE FORMULA Fv a 83.491 / (h/t)2S .4 Fy MOMENTS AND SHEARS USED IN SELECTING "Z" AND "C" SECTIONS AND CONNECTIONS FOR THE PURLIN AND GIRTS WERE FOUND BY STIFFNESS METHOD OF ANALYSIS. TO MEET VARYING LOAD REQUIREMENTS, THE "Z' AND "C' MEMBERS SHALL BE -OF SIMPLE SPAN OR LAPPED 3'-0 4'-0" OR 5'-6- OVER THE INTERIOR FRAMES TO FORM A CONTINUOUS BEAM. THE PURLIN SECTIONS WERE THEN DESIGNED FOR THE MAXIMUM POSITIVE MOMENTS AND FOR THE MOMENT AND SHEAR COMBINATION AT THE BEGINNING AND TERMINATION OF THE LAPS. THE DOUBLE "Z" AND "C" SECTIONS WERE ALSO CHECKED FOR THE MAXIMUM NEGATIVE MOMENTS OVER THE INTERIOR FRAMES. THE FOLLOWING PAGES SUPPORT THE SECTION AND CONNECTION USED, SCALE: DATE DWIV. BY. PURLIN AND GIRT i . CKD, BY. -- CALCULATIONS. APP'D. BY: [ISSUE DATE: 4-93 5 Maim m/.;. pvmm SC-4-1 :• Page 1RF-1 07/16/98 01:09:08 PM Ver. 12.4 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer COCHRAN Job Number: 11253601 Part: 1 Desc: SANFORD AIRPORT AUTHORITY A S Lap 86AISI ----------------------------------------------------- I ------------------------- Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LSS 72.792ft 27.250ft 72.792ft 0.000ft 0.250:12 0.000:12 1 I S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 16.417ft 0.00ft * Left 6 S; N 0.000ft Rear : 17.934ft 0.00ft * Right 6 S! N 0.000ft ----------------------------------------------------- ------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. L,L G_Snow WL_mph WL_psf 94sbc 1 0 C N 1.5 3.00 20.00 0.00 100.00 21.50 ----------------------------------------------------- ------------------------- Snow Imp. Factor: 1.00 Snow Factor: 1.00 D_Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/180 ,r I ****** ROOF PURLIN STRUCTURES ******** i Load Comb 1 DL + COL + LL ASF:1.000 Load Comb 2 DL + WL- ASF:1.333 Load Comb 3 LL ASF:1.000 Design Z--Inset(ft)-- Z_Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure I- ------ ------ ----- ------------------------�r ----------------- 49.00 BY-PASS 0.38 0.38 3.00 -1.15 0.00 -1.40 0.00 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl Strut. B/S Length L / R Force Ratio Loc Momt. Ra io Loc L/XX Cap.* Ratio (ft) (ft) (ft) kips kip-ft kips -- ------ ---- ----------- ----- ----- --- ------ ----- --- ---- ----- ----- " 26.500 0.00 0.00 9.5Z11 1.40 0.16 LS1 -7.90 11.01 MS2 228 23.02 1.01 Total weight per run - 154.24 lbs Maximum streL ------------ s ratio = 1.01 PAiNEL SECTION rt 2" 36" t t/18•' FULL COVERAGE PANEL PROFILE 12- 4 1 4' 3 1 2" 4 ! 4" I Z �-- 3/r I 13< PANEL CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S LONGSPAN PANEL METAL THK. IN. TOTAL THK. IN. WEIGHT SQ. FT. TOP IN COMPRESSION BOTTOM IN COMPRESSION Fb ksi Ix. In4/ft Sx. In3/ft Ix. Sx. In4/ft ln3/ft 26 CAGE 0.018 0.0194 0.92 0.030 0.038 0.031 0.033 48 24 CAGE 0.024 0.0254 1.20 0.045 0.051 0.045 0.047 48 NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 3'-0' 3,_ 4" 4'-0` q._6•• 5,-0•• 6'-0" 1 117 85 T 49 35 1 25 1 15 26 GAGE STEEL 2 1 117 85 48 35 1 25 15 3 147 119 83 65 53 30 4 137 111 1 77 61 I 49 30 1 187 135 74 52 38 23 24 GAGE 2 187 135 94 74 80 1 42 STEEL 3 209 1 189 1 118 1 93 1 75 1 45 4 195 1 158 I10 87 1 70 1 45 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of stee! is 80,000 psi. Steel panels are galvanized with G90 class zinc coating. The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown. deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: I DATE REV. BY: THG 3-95 LONGSPAN PANEL > eurAuu `, ALABAMA CKD, BY: BLJ I 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES ISSUE DATE: 7-84 Kc;ie` SC-5— 1.0 8 3/16 NIN. Y'AiNtL t'ItUr ILC. 12" 2 1 8' =_1_1 3/18 3/� 3/18 3/18- 2 t/8' 64' 39' 3/32' R J 11 3/4- I 2 1/4' 11 3 4' PANEL CRQ-5S, SECTION l 3/16, ENGINEERING PROPERTIES OF AMERICAN'S ARCHITECTURAL II PANEL TOP IN BOTTOM IN METAL 1 TOTAL HEIGHT COMPRESSION COMPRESSION Fb _ ! Ix.ln4/ft THK. IN. THK. IN. SQ. FT.x. Ix. Sx. ' ksi l 3/ft I ln4/ft Ina/ft j 26 GAGE 0.0113 0.0194 i 0.92 0.0174 I 0.027 0.035 1 0.035 48 24 GAGE 1 0.024 0.0254 1.20 0.0240—T 0.042 0.048 0.049 i 48 NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L c 4'_0" 4'-8" 5'-0" 5'-8" 8'-0" 7'-0" 8'-0" 1 1 72 1 57 1 48 38 32 1 24 18 26 GAGE 2 72 57 46 38 32 ! 24 IB STEEL 3 90 71 58 48 40 1 29 23 4 84 88 54 44 37 I. 27 I 21 L j 112 ( 88 72 59 I 50 ! 37 28 24 GAGE STEEL 2 3 112 140 88 Ili 72 90 58 74 T 50 —_-_62 i 37 1 46 28 35 4 131 103 84 �— 69 58 43 33 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 80.000 psi. 3. Steel panels are galvanized with G90 class zinc coating. The corresponding reduced thickness shown as 1 Metal Thickness' was used in determining section properties. 4. The Architectural panel is limited to wall applications. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALE: i DATE REV, BY: THG 3-95 ARCHITECTURAL II PANEL [UTAU4 ti AIUDAIU CKD. BY: BLi ! 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES ar. I N M6Ca SC-5-2.0 I 7 ISSUE DATE: 7-84 — PANEL PROFILE 24" 1" 2 29/32' —� I 3" 2' 4 9/Id 5 l 1i 5 1 Ir 4 9 11f 13 4' 2 3 lF l9.3� 4' 2 3 .8' CROSS SECTION 1. Section properties have been calculated in accordance with the 1988 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 50.000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown. deflections are less than L/150. S. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV, BY: THG 3-95 STANDING SEAM I1/360 PANEL [crAMA AIAaAdu CKD. BY: aLJ 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES DRAWING. nn. ISSUE DATE: 7-84 NUMBER SC-5-3.0 8 WEIGHT ENGINEERING PROPERTIES OF AMERICAN'S STANDING SEAM II/360 PANEL TOP IN BOTTOM IN METAL TOTAL NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 3'-0" 3'-4" 4'-0" 4`-8" � 5'-0" 1 I80 148 101 80 85 24 GAGE STEEL 2 l82 148 !03 81 88 3 228 185 128 101 82 4 212 172 119 94 78 PANEL PROFILE 16" NET COVERAGE 6" 7/� 1/4" 2 15/ l6" � I 1 3 /4' 31 32" +! 16" -0" CROSS SECTION 8.. 60' S" - � 2 7/8" �I + 0" - 1 / 3 2" ENGINEERING PROPERTIES OF AMERICAN'S SHADOW PANEL TOP IN BOTTOM IN METAL THICK. TOTAL THICK. WEIGHT COMPRESSION COMPRESSION FB IN. IN. SQ. FT' KSI IX. SX. IX. SX. IN4/FT. I IN3/FT. IN4/FT. IN3/FT. 24 GAGE 0.024 1 0.0254 1.67 0.287 0.175 0.416 0.171 I 30 NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 5'-0 6'-0" 8'-0" 10'-0" 12'-0" 14'-0" 24 GAGE 1 ! 182 127 71 46 32 23 14 2 182 127 71 46 32 23 14 STEEL 3 228 158 89 57 40 29 23 4 213 148 83 53 1 38 27 21 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 50.000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. The Shadow Panel is limited to wall applications. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALE: i DATE REV. BY: THG 3-95 SHADOW PANEL curAuu au CKD. BY: BLJ 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES oaArn+c . ate'. ISSUE DATE: 7-64 NUMB= SC-5-4.0 6 1 63/6 j 16" NET COVERAGE PANEL PROFILE 23/32" 13/ 16" +0" -1/32" +1/32" -0" -- 7/16'—�9/16f—�.. 1 63/64^ �5. -- 5 i ' 2 j 18" + 0" - 1 / 16" I CROSS SECTION ENGINEERING PROPERTIES OF AMEPICAN'S LOC-SEAM PANEL TOP IN BOTTOM IN METAL THICK. I TOTAL THICK. WEIGHT COMPRESSION COMPRESSION I FB 1N. i IN. SQ. FT. IX. SX. KSI Ix.- IX. SX. IN4/FT. IN3/FT. IN4/FT. IN3/FT. 24 GAGE 0.024 i 0.0254 1.425 0.157 0.094 0.075 0.067 30 22 GAGE 1 0.030 0.0318 1.782 0.207 0.126 0.101 0.092 30 NUMBER I MAXIMUM TOTAL UNIFORM LOAD IN PSF OF 1L = 3'-6'l _3'-4" 4'-0" 4'-8" 5-0., 8'-0'" SPANS �1 149 121 84. 88 54 ` 37 24 CAGE 2 149 121 B4 68 54 37 STEEL 3 186 151 105 83 67 47 4 j 173 141 98 77 82 44 1 204 I 188 115 91 74 ' 51 22 GAGE 2 !'— 204 166 115 91 74 51 STEEL 1 I 256 I 207 144 114 92 64 4 230 193 I 134 108 86 60 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown. deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: I DATE REV. BY: THG 3-95 16" LOC-SEAM PANEL ru►AUIA .w.x. CKD. BY: BLJ 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES REV. ISSUE DATE: 10-89 r°+ weiR SC-5-6.0 I 5 1 63/64 r 1 I' I D� 1 —Y 2.. 12" NET COVERAGE PANEL PROFILE 23/32" 13/ 16" +0" -1/32" +1/32" -0" 1 63/6` t 111 5' S 12" + 0" - 1 / 16" CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S LOC—SEAM PANEL TOP IN BOTTOM IN METAL THICK. TOTAL THICK. WEIGHT COMPRESSION COMPRESSION FB SQ. FT. KSI IX. SX. IX. SX. IN4/FT. IN3/FT. IN4/FT. IN3/FT. 24 GAGE 0.024 0.0254 1.56 0.202 0.127 0.100 0.088 30 22 GAGE 0.030 I 0.0318 1 1.95 1 0.251 1 0.158 0.134 0.123 30 NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 3'-0' 3'-4" 4'-0" 4'-6" 5'-0" 6'-0" 1 198 1 158 110 87 70 49 24 GAGE STEEL 2 198 1 158 110 87 70 49 3 244 198 138 109 88 61 4 228 185 128 101 82 57 1 273 221 154 121 98 68 22 GAGE STEEL 2 273 221 154 121 98 68 3 342 277 192 152 123 85 4 319 258 179 142 115 80 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown, deflections are less than L/150. SCALE: DATE REV. BY: THG 3-95 12" LOC=SEAM PANEL CUMULA "ua"eu CKD. BY: BU 3-95 DIMENSIONS AND PROPERTIES _ APP'D. BY: LOAD TABLES „�.. ISSUE DATE: � t-9z Kur ca SC-5-6.1 2 j2 1 Zi 1 J -U ru ILnnlu ---- PANEL PROFILE 6" 34 1" 34' 3! 2" 3 '1 1 7 45' 3/4' PARTIAL CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S MULTI -RIB PANEL I METAL THK. IN. TOTAL I WEIGHTCOMPRESSION THK. IN. SQ. FT. TOP IN BOTTOM IN COMPRESSION Fb Ix. Sx. ksi In4/ft In3/ft Ix [n4/ft Sx. [n3/ft 29 GAGE 0.014 0.0150 0.71 0.0137 0.018 0.008 0.019 48 26 GAGE i 0.018 0.0194 0.92 0.0193 0.029 0.0132 0.027' 48 24 GAGE 0.024 0.0254 1.20 0.0275 0.045 0.0193 .0.043 48 NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 3'-0" 3'-4" 4'-0" 4'-8" 5'-0" 5'-8" 8'-0" I 1 53 39 22 1 16 1 12 9 7 29 CAGE 2 68 55 38 30 24 20 17 STEEL 3 84 Be 48 1 38 30 1 25 21 4 79 64 44 1 35 28 23 i 20 26 GAGE STEEL 1 75 54 32 22 16 12 9 2 96 78 54 1 43 34 29 24 3 120 97 66 53 43 38 30 4 112 1 91 63 50 40 1 33 I 28 I 107 78 45 32 23 ! 17 13 24 GAGE 2 153 124 88 68 55 1 45 38 STEEL 3 191 155 108 @5 69 57 48 4 178 145 100 1 79 64 1 53 45 1. Section properties have been calculated in accordance with the 1986 AIS[ specifications with 1989 addendum. 2. Minimum yield strength of steel is 80.000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV. BY: THG 3-95 MULTI -RIB PANEL cvrAuu X"U CKD. BY: Bu 3-95 DIMENSIONS AND PROPERTIES APPD. BY: I LOAD TABLES nRCT. u�cacR SC-5-7.0 ISSUE DATE: I 3-90 i 4 MISCELLANEOUS AND SPECIAL CONDITIONS NOTES: 1. WHEN JOINING MATERIAL OF DIFFERENT THICKNESS, THE THINNER MATERIAL SHALL GOVERN. 2. SEE PAGE 1 1 FOR SIZE OF FILLET WELDS (AB4-F1 ). 3. SEE PAGE 10 FOR STIFFENER DETAILS (AB4-F1). 3 16 AB4-G1-3 AN' 1/2 - 6 DETAIL "A` A 1 1/2 - 6 AB3-F1 B A A DETAIL "C" A A 2 1/2 - 12 A A A 2 1/2 - 12 AB4-G1-3 A AB3-F1 36 8 oA- A A A64-G1-3 3 AA ADETAIL .,B" KNEE A 2 1/2 - 12 A V2 1/2 - 12 A A r-DETAIIL T A 2 1/2 -6 " D" A V2 1/2 -6 ALTERNATE KNEE DETAIL_ AB3-F1 AB3-F1 B B FOR BUILT-UP STRAIGHT COLUMNS A2 BASE REFER TO PAGE 2 FOR SECTION "A2" AND DETAILS A, B, C AND D. AMERICAN BUILDINGS COMPANY STANDARD WELDS RIGID FRAMES (BUILT-UP AND HOT ROLLED SECTIONS) PAGE 9-95 DATE I A84-G 1 -: DETAIL "A' K/1' FLANGES THROUGH 1/4" THICK tfAA94-G1-2,3 FLANGES OVER 1/4" THICK DETAIL "C" SEE DETAIL "D" SIMILAR B4-GI-3 I DETAIL "B" 3/ 16 FLANGES THROUGH 3/16 1/4" THICK 04-G1 -2.3 1/4" THICK DETAIL "D" � - SEE NOTE 3 A SECTION A2 NOTES: 1. ALL "A7 FILLET WELDS SHOWN ABOVE ARE AB4-F1. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. 3. IF BASE PLATE IS FLUSH WITH INSIDE FLANGE, MOVE FILLET WELD TO INSIDE FACE OF FLANGE. AMERICAN BUILDINGS COMPANY STANDARD WELDS RIGID FRAME DETAILS (BUILT-UP AND PAGE HOT ROLLED SECTIONS) 9-95 DATE c & F FIELD SPLICE BOLTED ALONG SLOPE SHOWN. USE SAME PROCEDURES ® RIDGE. DETAIL " E" FLANGES OVER 1 /4" THICK AB4-GI-2,3 3 DETAIL " F" FLANGES THROUGH 1 /4" THICK D ETA SHOP SPLICE 20' BACK GOUGE TYPICAL BUTT JOINT 'FOR FLANGES OVER 14' THICK TYPICAL BUTT JOINT FOR FLANGES THROUGH DETAIL "G" 14THICK N83-Cl SECTION "B-B" TYPICAL BUTT JOINT FOR WEBS NOTES: 1. SEE PAGE 11 FOR SIZE OF FILLET WELDS. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. STANDARD WELDS 3 RIGID FRAMES (BUILT --UP AND PAC` AMERICAN BUILDINGS COMPANY HOT ROLLED SECTIONS) g gs DATE NOTES: 1. WHEN JOINING MATERIALS OF DIFFERENT THICKNESSES, THE THINNER MATERIAL SHALL GOVERN. 2. STANDARD WELDS SHOWN HERE ARE FOR LIGHT HOT ROLLED OR BUILT-UP SECTIONS USED IN NON -EXPANDABLE ENDWALLS. SEE PAGES 1, 2 AND 3 FOR RIGID FRAMES BUILT OF HOT ROLLED SECTIONS. 3. SEE PAGE 1 1 FOR SIZE OF FILLET WELDS (AB4-F1). 4. IF BASE PLATE IS FLUSH WITH INSIDE FLANGE, MOVE FILLET WELD TO INSIDE FACE OF FLANGE. A / A A A A FA A A - `J KNEE A A SEE NOTE 4 A SECTION "A4" A4 CORNER COLUMN BASE AMERICAN BUILDINGS COMPANY STANDARD WELDS 4 ENDWALL FRAMES (HOT ROLLED OR PAC` 9-95 BUILT-UP SECTIONS) DATE PICAL - TAIL "E 16 16V FLANGES TYP. DETAIL E Is FIELD SPLICE BOLTED ALONG SLOPE SHOWN. USE SAME PROCEDURES @ RIDGE DETAIL "E" FLANGES OVER 1 /4" THICK aB3—CI AB4—GI-2,3 INTERIOR COLUMN n Z O• 35—G6 84—F1 IL G — mmm_�_;pl :.: SHOP SPLICE AT RIDGE (AS SHOWN) USE SAME WELDS ON SHOP SPLICE OCCURING ALONG SLOPE 4C K DUGE DT QUIRED TYPICAL BUTT JOINT FOR FLANGES OVER �— 14 THICK TYPICAL BUTT JOINT SECTION "B—B" FOR FLANGES THROUGH TYPICAL BUTT JOINT DETAIL "G" 14 THICK FOR WEBS — NOTES_ 1. SEE PAGE 11 FOR SIZE OF FILLET WELDS. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. AMERICAN BUILDINGS COMPANY STANDARD WELDS 5 ENDWALL FRAMES (HOT ROLLED OR PAOe BUILT—UP SECTIONS) 9-95 DATE Y NOTE: 1. IF BASE PLATE IS SMALLER T DIAMETER OF PIPE, DEPOSIT TOTAL LENGTH OF WELD REQI ON CONTACT AREA. 2. IF HOLE DIAMETER IN BASE F IS GREATER THAN 15/16", WI ALL AROUND PIPE. 3. ALL FILLET WELDS SHOWN AR AB4-F1. BASE PLATE SEE NOTE 2 LTS 0i PLATE AB4-P1 PLATE (SIZE AND LENGTH WELDS SAME AS BASE ATE ® 1 /4 PTS.) CAP PLATE FOR ALL PIPE. CAP PLATE DETAIL PIPE_ COLUMNS AND PIPE STRUTS (4) ANCHOR BOLTS SEE NOTE 3� 4 , ® 1 /4 PTS. 2 FOR COLS. LESS THAN 12" DIA. FOR COLS. LESS THAN 12" DIA. BASE PLATE W/2 ANCHOR BOLTS BASE PLATE W/4 ANCHOR BOLTS BASE PLATE DETAILS AMERICAN BUILDINGS COMPANY t.\ 11 SEE NOTE 2 q FOR 12" DIA. COLUMNS BASE PLATE W/4 ANCHOR BOLTS STANDARD WELDS 6 PIPE COLUMNS AND PAGE PIPE STRUTS 9-95 DATE A AB6-Gi 1 t 4 8 UE�j ' J 8 t t 8 CORNER COLUMN ENDWALL INTERIOR COLUMN NOTE: 1. ALL FILLET WELDS SHOWN ABOVE ARE AB6-G 1 . 2. WHEN WELDING PRE -PAINTED STEEL, REMOVE PAINT FROM WELD AREA BEFORE WELDING. 8V4 AMERICAN BUILDINGS COMPANY STANDARD WELDS COLD FORMED ENDWALL COLUMNS -G6 5 ,86-G6 7 PAGE 9-95 DATE 1 >. e ' t 8 8 A8 FIELD SPICE SECTI,_ ON A8 1-7--WELD LIP B i AB6—G2 I I I 1 1j—{AE36—G2 a WELD LIP 8 1 AB6—G2 s COLD FORMED SHOP SPLICE NOTE: 1. ALL FILLET WELDS SHOWN ABOVE ARE AB6—G1. 2. WHEN WELDING PRE —PAINTED STEEL, REMOVE PAINT FROM WELD AREA BEFORE WELDING. STANDARD WELDS 8 COLD FORMED ENDWALL RAFTERS ;Ace AMERICAN BUILDINGS COMPANY 9-95 DATE I AB6—G5 a 2 — 24 TOE TO TOE FOR COLD FORMED CHANNELS ETC AB6—G5 8 2 — 24 ,T JL BACK TO BACK COLD FORMED ENDWALL WELDING PROCEDURE NOTES: 1. THIS DETAIL IS NOT FOR USE ON HOT --DIPPED GALVANIZED SECTIONS, 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. 3. WHEN WELDING PRE —PAINTED STEEL, REMOVE THE PAINT FROM WELD AREA BEFORE WELDING, STANDARD WELDS 9 BACK TO BACK AND TOE TO TOE PAGE COLD FORMED WELDING PROCEDURE 9-95 AMERICAN BUILDINGS COMPANY DATE NOTE: ALL "A' FILLET WELDS ARE A134-F1. 3 / 1 Fi" TYP SECTION Al • TYPICAL STIFFENER WELDING DETAIL PER AWS D 1 .1 ` ` AMERICAN BUILDINGS COMPANY SECTION 8.8.7 TYP. EACH STIFFENER 10 PACE 9-95 DATE WPS AB4—F1 (A) FLANGE, STIFFENER, WEB FILLET WELD SIZE tf tW or t or tp <3/16" 3/16" 1/4" 5/16" 3/8" 7/16" 1/2" 3/4" > 1" < 1/4" 1/8" 1/8" 1/8" 3/16" 3/16" 3/16" 3/16.' 1/4" 1/4" 5/16" — 1/2" 1/8" 3/16" 3/16" 3/16" 3/16" 3/16" 3/16" 1/4" 5/16" >1/2 — 3/4" 1/8" 3/16" 1/4" 1/4" 1/4" 1/4" 1/4" 1/4" 5/16" >3/4 — 1" 1/8" 3/16" 1/4" 5/16" 5/16" 5/16" 5/16" 5/16" 5/16" >1" — 1 1/7 1/8" 3/16" 1/4 5/16'. 5/16" 1 5/16" 1 5/16" 1 5/16" 5/16" WPS AB3—F1 (B) FLANGE TO WEB FILLET WELD SIZE SUBMERGED ARC WELD "SAW' WEB PROCESS tW — WEB PLATE THICKNESS tf —FLANGE <3/16" 3/16. 1 1/4" 5/16" 1 3/8" 7/16" 1/2" 21/2" < 1/4" 1/8" 1/8.1 1/8" 3/16" 3/16" 3/16" 3/16" 1/4" 5/16"-1/2" 1/8" 3/16" 3/16" 3/16" 3/16" 3/16" 3/16" 1/4" >1/2-3/4" 1/8" 3/16" 1/4" 1 /4" 1/4" 1/4" 1/4" 1/4" >3/4-1 1/2" 1/4" 5/16" 5/16" 1 5/16" 1 5/16" 1 5/16" r AMERICAN BUILDINGS COMPANY 11 STANDARD WELD TABLES PACE 9-95 DATE AMERICAN BUILDING- S U%.YMPA Al Jill- r ..?S .-A 4. Standard Specifications for American Buildings Company's February 1996 1v1L,1)iL BUILDING SYSTEMS CONTENTS 1. GENERAL SCOPE................................................................... 1.1 Intent..............................................:...................... 1.1.1 Performance........................................................... 1.1.2 Product Change ..................................................... 1.1.3 BUILDING DESCRIPTION ................................ 1.2 LRF........................................................................ 1.2.1 RF.......................................................................... 1.2.2 LRF-M................................................................... 1.2.3 RF-M..................................................................... 1.2.4 GC......................................................................... 1.2.5 GC-M..................................................................... 1.2.6 IT........................................................................... 1.2.7 LP2........................................................................ 1.2.8 LP2-M................................................................... 1.2.9 LP4........................................................................ 1.2.10 LP4-M................................................................... 1.2.11 LSS........................................................................ 1.2.12 LSS-M................................................................... 1.2.13 SSF........................................................................ 1.2.14 SSF-M................................................................... 1.2.15 BUILDING NOMENCLATURE .......................... 1.3 RoofSlope...............:............................................. 1.3.1 Width..................................................................... 1.3.2 EaveHeight...........................:............................... 1.3.3 Length......................:............................................. 1.3.4 Bay Spacing (Standard) ......................................... 1.3.5 Bay Spacing (Shadow Panel) ................................ 1.3.6 DRAWINGS AND CERTIFICATION ................. 1.4 Drawings................................................................ 1.4.1 Certifications......................................................... 1.4.2 AISC Certification ................................................ 1.4.3 2. STRUCTURAL STEEL DESIGN GENERAL............................................................ 2.1 Structural Mill Sections ......................................... ............ 2.1.1 Cold Formed Sections ........................................... 2.1.2 DESIGN LOADS .................................................. 2.2 Loading Criteria .................................................... 2.2.1 Most Severe Conditions ........................................ 2.2.2 Load Projections.................................................... 2.2.3 Special Loads ........................................................ 2.2.4 3. BASIC MATERIAL SPECIFICATIONS PRIMARY FRAMING STEEL ............................ 3.1 Hot -Rolled Sections .............................................. 3.1.1 Built -Up Sections ................................................... 3.1.2 ..................... Endwall "C" Sections ........................................... 3.1.3 SECONDARY FRAMING STEEL ...................... 3.2 Rolled Formed Sections ........................................ 3.2.1 Rolled Formed Sections (Galvanized) .................. 3.2.2 ROOF AND WALL PANEL MATERIAL............ 3.3 26 Gauge Material - Zinc -Coated (Galvanized) ... 3.3.1 24 Gauge Material - Zinc -Coated (Galvanized) ... 3.3.2 26 Gauge Material - Alutinum-Zinc Alloy -Coated .. 3.3.3 24 Gauge Material - Aluminum -Zinc Alloy -Coated.. 3.3.4 4. STRUCTURAL FRAMING GENERAL............................................................. 4.1 Field Bolt Assembly_.............................................4.1.1 Shop Connections..................................................4.1.2 Identification Mark................................................4.1.3 . PRIMARY FRAMING..........................................4.2 Rigid Frame..........................................................4.2.1 Endwall Frames.....................................................4.2.2 Plate, Stiffeners, Etc...............................................4.2.3 BoltHoles..............................................................4.2.4 SECONDARY FRAMING....................................4.3 Purlins and Girts....................................................4.3.1 EaveStruts.............................................................4.3.2 BaseAngle.............................................................4.3.3 BRACING.............................................................4.4 Diagonal Bracing..................................................4.4.1 Flange Bracing.......................................................4.4.2 Special Bracing......................................................4.4.3 5. ROOF AND WALL COVERING tGENERAL.............................................................5.1 WallPanels.............................................................5.1.1 RoofPanels............................................................5.1.2 Liner and Soffit Panels..........................................5.1.3 Facade Fascia Panels.............................................5.1.4 Long Span Panels..................................................5.1.5 Architectural II Panels...........................................5.1.6 Multi -Rib Liner Panel............................................5.1.7 Long Span Liner Panel..........................................5.1.8 ShadowPanel.........................................................5.1.9 Soffit -Liner Panel..................................................5.1.10 Standing Seam Panels............................................5.1.11 Loc-Seam Panel.....................................................5.1.12 Mansard Fascia Panel ........ ...........................:........5.1.13 PANEL DESCRIPTION........................................5.2 LongSpan Panel....................................................5.2.1 Architectural II Panel.............................................5.2.2 Multi -Rib Panel.....................................................5.2.3 ShadowPanel.........................................................5.2.4 Soffit -Liner Panel ..............................................:... Standing Seam Panels............................................5.2.6 Loc-Seam Panel.....................................................5.2.7 Mansard Fascia Panel............................................5.2.8 Panel Length..........:...................:........................... 5.2.9 Endwall Edge Cuts................................................5.2.10 Oilcanning.............................................................. 5.2.11 6. MISCELLANEOUS MATERIAL SPECIFICATIONS FASTENERS......................................................... 6.1 Structural Bolts......................................................6.1.1 Fasteners For Roof Panels....................................6.1.2 Fasteners For Roof Panel Side Laps......................6.1.3 Fasteners For Roof Panels and Flashings..............6.1.4 Fasteners For Roof Panel Clips.............................6.1.5 Fasteners For Wall Panels......................................6.1.6 Fasteners For Wall Panel Side Laps ......................6.1.7 Fasteners For Shadow Panels ...... ..........................6.1.8 I Blind Fasteners (Rivets) ........................................ 6.1.9 8. ACCESSORIES PANEL CLIPS ....................................................... 6.2 WINDOWS...........................................................8.1 Standing Seam II Panel Clips ............................... 6.2.1 Standard Windows................................................8.1.1 Loc-Seam Panel Clips ........................................... 6.2.2 Narrow Light Windows........................................8.1.2 Mansard Fascia Panel Clips ................................. 6.2.3 PERSONNEL DOORS................:........................8.2 Standing Seam 360 Panel Clips ............................ 6.2.4 Standard Doors .....................................................8.2.1 CLOSURES AND SEALANTS .......................... 6.3 Door Frames.........................................................8.2.2 Closure Strips ....................................................... 6.3.1 Locksets ..8.2.3 Metal Closures...................................................... 6.3.2 Panic Devices........................................................8.2.4 Sealer: Long span and Multi -Rib Panels ............. 6.3.3 Threshold................:.............................................8.2.5 Sealer: Standing Seam and Loc-Seam Panels ...... 6.3.4 SLIDING DOORS................................................8.3 Sealer: Standing Seam and Loc-Seam. Panels....... 6.3.5 Double Sliding......................................................8.3.1 Caulk..................................................4.................. 6.3.6 OVERHEAD DOOR FRAMING ........................8.4 GUTTER, FLASHINGS AND DOWNSPOUTS 6.4 Support Framing .................:......................... ........8.4.1 Gutters and Flashings ......................................... .. 6.4.1 . GRAVITY VENTILATORS ................... :............. 8.5 Downspouts.......................................................... 6.4.2 Ridge Ventilator........................:...........................8.5.1 7. PAINTING 20" Round Ventilator............................................8.5.2 STRUCTURAL PAINTING ................................ 7.1 LOUVERS............................................................8.6 Uncoated Structural Steel ..................................... 7. ] .1 Standards...............................................................8.6.1 Abrasions After Handling SKYLIGHTS ........................................................8.7 LONG LIFE COATED PANELS 7.2. Roof Panels ............................................... Base Metal ...........................................................7.2.1 Wall Panels ................................................ -Prime Coat ... 7.2.2 .................... INSULATION...................................8.8 ExteriorCoat ........................................................ 7.2.3 Standards.............................................................. r Interior Finish ......................... 7.2.4 Facings ................................ .................................. 8.8.2 - PREMIUM 70 COATED PANELS 7.3 Thermal Blocks.....................................................8.8.3 ' - Base Metal 7.3.1 ' Rigid Foam Insulation .......................................... i Prime Coat ............................................................ 7.3.2 ROOF CURBS ..8.9 Exterior Coat ........................................................ 7.3.3 Standards...............................................................8.9.1 Interior Finish ....................................................... 7.3.4 . .... PIPE FLASHING.................................................8.10 PREMIUM 70M COATED PANELS ................... 7.4 S Standards ..... 8.10.1 ......................:................................... Base Metal............................................................. 7.4.1 r 9. ERECTION AND INSTALLATION Prime Coat............................................................. 7.4.2 10. BUILDING ANCHORAGE AND FOUNDATION dInterior I Exterior Coat ......................................................... 7.4.3 Finish........:................................................7.4.4 H. WARRANTIES SECTION 1: GENERAL 1.1 SCOPE 1.1.1 The attached specifications cover the standard materials one, two, three or more interior columns. Continuous side - and components used in the design and fabrication of wall girts bypass the columns. _ American Buildings Company's metal building systems. 1.2.4 RF-M Rigid Frame (High Profile), Interior Column is a ' _.1.2 These specifications are an outline of perforance to in- m continuous frame building with a roof slope of 4:12. The - sure that the architect, engineer, builder and/or owner primary frames have tapered columns and rafters and have understand the basis for design, manufacture and applica- one, two, three or more interior columns. Continuous side- tion of all American Buildings Company's metal building wall girts bypass the columns. systems. 1.2.5 GC Girder Column, Clear Span is a continuous frame 1.1.3 Due to a continuing program of research and development, building with a roof slope of 1:12. The primary frames have specifications in this manual are subject to change without tapered -beams on uniform depth columns. The bottom notice. flange of the tapered beam is horizontal. Simple span sidewall girts are inset into the column line. 1.2 BUILDING DESCRIPTION L2.6 GC-M Girder Column, Interior Column is a continuous 1.2.1 LRF Rigid Frame (Low Profile), Clear Span is a continu- frame building with a roof slope of 1:12. The primary ous frame building with a roof slope of 1:12. The primary frames have tapered beams on uniform depth columns and i frames have tapered columns and rafters and the continu- have one, two, three or more interior columns. Simple span ous sidewall girts bypass the columns. sidewall girts are inset into the column line. 1.2.2 RF Rigid Frame (High Profile), Clear Span is a continuous 1.2.7 LT Lean-to is a single slope extension to a primary structure frame building with a roof slope of 4:12. The primary which provides structural support. These units usually have frames have tapered columns and rafters and the continu- the same roof slope and girt design as the building to which ous sidewall girts bypass the columns. they are attached. 1.2.3 LRF-M Rigid Frame (Low Profile), Interior Column is a 1.2.8 LP2 Low Profile, Clear Span is a continuous frame build - continuous frame building with a roof slope of 1:12. The ing with a roof slope of 112:.12. The primary frames have - primary frames have tapered columns and rafters and have tapered beams on uniform depth columns. The bottom �� February 1996 flange of the. tapered beam is horizontal. Simple span 1.3.2 Building 'Width" is measured from outside to outside of sidewall girts are inset into the column line. sidewall girts. 1.2.9 LP2-M Low Profile, Interior Column is a continuous frame 1.3.3 Building "Save Height" is a nominal dimension measured building with a roof slope of 1/2:12. The primary frames from the bottom of the base plate on the column to the have tapered rafters and uniform depth columns and have intersection of the roof and sidewall sheets. one, two, three or more interior columns. Simple span 1.3.4 Building "Length" is measured from outside to outside of sidewall girts are inset into the column line. endwall girls. 1.2.10 LP4 Low Profile, Clear Span is a continuous frame build- 1.3.5 Standard "Bay Spacing" shall be 20', 25'' or 30' between ing with a roof slope of 1/4:12. The primary frames have frame centerlines (except at end bays), unless otherwise uniform depth columns and tapered or uniform depth raf- specified, for buildings with Architectural (A2P) or Long ters. Simple span sidewall girts are inset into the column Span (LSP) wall panels. line. Due to the lower profile, LP4 buildings require the use 1.3.6 Standard "Bay Spacing" shall be 20', 24', or 28' between of American Buildings Company's Standing Seam II, frame centerlines (except at end bays) for buildings with Standing Seam 360 or Loc-Seam Roof System. Shadow Panel (HFP) walls. 1.2.11 LP4-M Low Profile, Interior Column is a continuous frame building with a roof slope of 1/4:12. The primary frames 1.4 DRAWINGS AND CERTIFICATION have tapered rafters on uniform depth columns and have 1.4.1 Drawings: American Buildings Company shall furnish one, two, three or more interior columns. Simple span complete erection drawings for the proper identification sidewall gins are inset into the column line. Duetothe and assembly of all building components. These drawings lower profile, LP4-M buildings require the use of Ameri- will show anchor bolt settings, transverse cross sections, can Buildings Company's Standing Seam II, Standing sidewall, endwall and roof framing, flashing and sheeting, Seam 360, or Loc-Seam Roof System. and accessory installation details. 1.2.12 LSS Low Profile, Single Slope is a continuous frame, clear 1.4.2 Certifications: Standard drawings and design analysis shall `i span building with a roof slope of 1/4:12. The primary bear the sea] of a registered professional engineer upon frames have tapered columns and rafters and the continu- request Design analysis shall be on file and furnished by ous sidewall girts bypass the columns. Due to the low American Buildings Company upon request. profile, LSS buildings require the use of the American dings Company's Standing Seam II, Standing Seam ;11.4.3 AISC Certification, Category MB: All American Build - Buildings ings Company's building systems shall be engineered and 360, or Loc-Seam Roof System. 1.2.13 LSS-M Low Profile, Single Slope, Interior Column is a gory MBt ryedzo meet the AISCcertification standard for Cate - continuous frame building with a roof slope of 1/4:12. The primary frames have tapered columns and rafters and have r' one, two, three or more interior columns. Continuous side- SECTION 2: STRUCTURAL STEEL DESIGN wall gins bypass the columns. Due to the low profile, LSS-M buildings require the use of American Buildings 2.1 GENERAL Company's Standing Seam II, Standing Seam 360, or 2.1.1 All structural mill sections or welded built-up plate sec- Loc-Seam Roof System. tions shall be designed in accordance with the AISC 1.2.14 SSF Single Slope, Inset Girls is a continuous frame, clear "Specification for Structural Steel Buildings", Allowable Stress Design and Plastic Design, June 1, 1989. span building with a roof slope of 1/4:12. The primary frames have uniform depth columns and uniform depth or 2.1.2 All Cold -Formed steel structural members shall be de - tapered rafters. Simple span sidewall girts are inset into the signed in accordance with the AISI "Specification for�he column line. Due to the low profile, SSF buildings require Design of Cold -Formed Steel Structural Members," 1986 the use of American Buildings Company's Standing Seam edition with 1989 Addendum. II, Standing Seam 360, or Loc-Seam Roof System. 2.2 DESIGN LOADS 1.2.15 SSF-M Single Slope, Inset Girls is a continuous frame building with a roof slope of 1/4:12. The primary frames 2.2.1 The design loads for the building shall be, in addition to have uniform columns and tapered rafters. Simple span their own dead load; the live, wind, snow and seismic loads sidewall girts are inset into the column line. Due to the low required of the following as specified: profile SSF-M buildings require the use of American (a) Standard Building Code, by the Southern Building Buildings Company's Standing Seam E, Standing Seam Code Congress International, Inc. 360 or Loc-Seam Roof Systems. (b) The BOCA National Building Code, by the Building 1.3 BUILDING NOMENCLATURE Officials and Code Administrators, Inc. 1.3.1 Roof Slope (c) Uniform Building Code, by the International Con - a) 1" of rise for each 12" of horizontal run (LRF, ference of Building Officials. LRF-M, GC). (d) National Building Code of Canada, by the National ' b) 4" of rise for each 12" of horizcntal run (RF). Research. Council of Canada. c) 1/2" of rise for each 12" of horizontal run (LP2, (e) Low Rise Building Systems Manual, by the Metal LP2-M). Building Manufacturers Association. d) 1/4" of rise for each 12" of horizontal run (LP4, 2.2.2 The building components shall be designed to meet the LP4-M, LSS, LSS-M, SSF). most severe conditions of load combinations set by the specified building code, but in no case be less than that ' produced by the following load combinations: February 1996 - - (a) Building dead load plus roof live load (or snow) (b) Building dead load plus wind load SECTION 4: STRUCTURAL FRAMING (c) Building dead load plus wind load plus one-half roof 4.1 GENERAL snow load 4.1.1 All framing members shall be shop fabricated for field (d) Building dead load plus roof snow load plus one-half bolted assembly. The surfaces of the bolted connections wind load shall be smooth and free from burrs or distortions. 2.2.3 Roof live and snow loads shall be applied on the horizontal 4.1.2 All shop connections shall be in accordance with the roof projection. Wind loads shall be assumed to act hori- American Welding Society Code for Building Construc- zontally and shall be applied as pressure and suction tion. Certification of welder qualification will be furnished perpendicular to the building surfaces. when required and specified. 2.2.4 Where local jurisdiction dictates, designs based on other 4.1.3 All framing members where necessary shall carry an easily than above listed loads, combinations of loads, or method visible identifying mark. of load application may be obtained upon request. 4.2 PRIMARY FRAMING 4.2.1 Rigid Frame: All rigid frames shall be welded, built-up "I" SECTION 3: BASIC MATERIAL sections. The columns and the rafters may be either uni= . SPECIFICATIONS form depth or tapered. 3.1 PRIMARY FRAMING STEEL 4.2.2 Endwall Frames: All endwall roof beams and endwall ' columns shall be cold -formed " C" sections, mill -rolled 3.1.1 Steel for hot -rolled structural sections shall conform to the sections, or built-up "I" sections as required by design. requirements of ASTM specification A 36. 4.2.3 Plates, Stiffeners, etc.: All base plates, splice plates, cap 3.1.2 Steel for all built-upsections shall meet as applicable the PP plates, and stiffeners shall be factory welded into place on physical and chemical properties of: the structural members. a) ASTM A 572 modified to 55j000 psi minimum yield 4.2.4 Bolt Holes, etc.: All base plates and flanges shall be shop - and 70,000 psi minimum tensile strength, or ASTM A fabricated to include bolt connection holes. Webs shall be 607, Grade 55, or ASTM A 570, Grade 55 or shop fabricated to include cable brace or rod brace holes b) ASTM A 572, Grade 50 or ASTM A 607, Grade 50 or and flange brace holes. ASTM A 570, Grade 50. 4.3 SECONDARY FRAMING ' 3.1.3 Steel for all endwall'"C sections shall meet the physical 4.3.1 Purlins and Girts: Purlins and gins shall be cold -formed and chemical properties of ASTM A 570, Grade 55. ;n 1711 or °C' sections with stiffened flanges. They shall be 3.2 SECONDARY FRAMING STEEL pre -punched at the factory to provide for field bolting to 3.2.1 Steel used to form purlins, girts, eave struts and "C" sec- the primary framing. They shall be simple or continuous tions shall meet the physical and chemical properties of span as required by design. ASTM A570, Grade 55. 4.3.2 Eave. Struts: Eave Struts shall be unequal flange, cold- 3.2.2 Steel used to form zinc -coated (galvanized) purlins and formed "C sections. girts shall meet the physical and chemical properties of 4.3.3 Base Angle: A base member will be supplied by which the ASTM A 663, Grade 50 and G 90 Coating designation as base of the wall covering may be attached to the perimeter described in ASTM A 924. of the slab. This member shall be secured to the concrete 3.3 ROOF AND WALL PANEL MATERIAL slab with concrete anchors as shown on the drawings. Exterior panels shall conform to one of the following: 4.4 BRACING 3.3.1 Panel material ass specified shall be 26 gauge zinc coated Pe g g 4.4.1 Diagonal Bracing: Diagonal bracing in the roof and side- wall shall be used to remove longitudinal loads (wind, (galvanized) steel, coating designation G 90, conforming crane, etc.) from the structure. This bracing will be fur - to the requirements of ASTM A 653, Grade 80. Minimum nished to length and equipped with bevel washers and nuts yield strength shall be 80,000 psi. at each end. It may consist of rods threaded each end or 3.3.2 Panel material as specified shall be 24 gauge zinc -coated galvanized cable with suitable threaded end anchors. -(galvanized) steel, conforming to the requirement of 4.4.2 Flange Braces: The compression flange of all primary ASTM A 653, Grade 80. Minimum yield strength shall be framing shall be braced laterally with angles connecting to 80,000 psi. the webs of purlins or gins so that the flange compressive 3.3.3 Panel material as specified shall be 26 gauge aluminum- stress is within allowable limits for any combination of zinc alloy -coated steel, conforming to the requirements.of loadings. ASTM A 792. Minimum yield strength shall be 80,000 psi. 4A.3 Special Bracing: When diagonal bracing is not permitted 3.3.4 Panel material as specified shall be 24 gauge aluminum- in the sidewall, a rigid frame type portal, fixed base col - zinc alloy -coated steel, conforming to the requirements of umns, or wall diaphragm must be used. Wind bracing in ASTM A 792. Minimum yield strength shall be 50,000 psi. the roof and/or walls need not be furnished where it can be shown that the diaphragm strength of the roof and/or wall covering is adequate to resist the applied wind forces. February 1996 SECTION 5: ROOF AND WALL COVERING 5.1 GENERAL 5.1.1 Wall panels shall be either American Buildings Company's Long Span Panel (LSP), Architectural II Panel (A2P) or Shadow Panel (HFP). 5.1.2 Roof panels shall be either American Buildings Company's Long Span Panel (LSP), Standing Seam Il Panel (S2P), Standing Seam 360 Panel (S3P) or Loc-Seam Panel (LOC). 5.1.3 Liner and soffit panels shall be either American Buildings Company's Multi -Rib Panel (MRP), _Long Span Panel (LSP), Architectural H Panel (A2P), or Soffit -Liner Panel (SLP). 5.1.4 Facade fascia panels shall be either American Buildings Company's Long span panel (LSP), Architectural II Panel (A2P), Shadow Panel (HFP), or Mansard Fascia Panel (MFP). 5.1.5 American Buildings Company's Long Span (LSP) roof and wall panels as specified shall be 26 or 24 gauge steel. The panel exterior finish shall be either AZ55 aluminum - zinc alloy -coated, pre -painted G 90 zinc -coated (galvanized), or pre -painted AZ50 aluminum -zinc alloy -coated. Pre -fin- ished panels shall have American Buildings Company's Long Life Finish or -Premium 70 (Kynar 500) Finish. An embossed finish is available as an option on Premium 70 walls. 5.1.6 American Buildings Company's Architectural H (A2P) wall panels as specified shall be 26 gauge steel. The panel exterior finish shall be either pre -painted G90 zinc -coated (galvanized) or pre -painted AZ50 aluminum -zinc alloy - coated. Panels shall have American Buildings Company's Long Life Finish or Premium 70 (Kynar 5000) Finish. An embossed finish is available as an option on Premium 70 walls. 5.1.7 American Buildings Company's Multi -Rib (MRP) liner panels as specified shall be 29 gauge (nominal), pre - painted G 40 zinc -coated (galvanized) steel or 26 gauge perforated steel. Both shall have American Buildings Com- pany's Reflective White Long Life Finish. 1.8 American Buildings Company's Long Span (LSP) liner _ . panels as specified shall be 29 gauge (nominal), pre - painted G 40 zinc -coated (galvanized) steel or 26 gauge perforated steel. Both shall have American Buildings Com- pany's Reflective White Long Life Finish. 5.1.9 American Buildings Company's Shadow Parcels (HFP) shall be embossed 24 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ50 aluminum -zinc, alloy -coated. Panels shall have American Buildings Company's Premium 70 (Kynar 5000) Finish. 5.1.10 American Buildings Company's Soffit -Liner Panels (SLP) as specified shall be 26 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated (galva- nized) or pre -painted AZ50 aluminum -zinc alloy -coated: Panels shall have American Buildings Company's Reflec- tive White Long Life Finish. 5.1.11 American Buildings Company's Standing Seam H (S2P) and Standing Seam 360 (S3P) Roof Panels as specified shall be 24 gauge steel. The panel exterior finish shall be either AZ55 aluminum -zinc alloy -coated, pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ50 aluminum - zinc alloy -coated. Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 500"') Finish. 5.1.12 American Buildings Company's Loc-Seam Panels (LOC) as specified shall be 24 gauge steel. The panel exterior finish shall be either AZ55 aluminum -zinc alloy -coated, pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ50 aluminum -zinc alloy -coated. Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 500'� Finish. 5.1.13 American Buildings Company's Mansard Fascia Panels (MFP) as specified shall be 24 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ50 aluminum -zinc alloy - coated. Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 500`s') Finish. 5.2 PANEL DESCRIPTION 5.2.1 American Buildings Company's Long Span Panel (LSP) shall have major ribs 1-3/16" high, spaced 12" on center. In the flat area between the major ribs are two smaller ribs. Each panel shall provide 36" net coverage in width. All roof panel side laps shall be at least one major rib and shall have a purlin bearing leg on the bottom section of the lap. 5.2.2 American Buildings Company's Architectural U Panel (A2P) shall have a configuration consisting of ribs 1-3/16" deep. Major corrugations shall be spaced 12" on center. Panel design produces a decorative smooth shadow -line with semi -concealed fasteners. Architectural panels shall provide a 36" net coverage in width. 5.2.3 American Buildings Company's Multi -Rib Panel (MRP) rI shall have a configuration consisting of ribs 3/4" deep. Major corrugations shall be spaced 6" on center. Each panel shall provide 36" net coverage. 5.2.4 American Buildings Company's Shadow Panel (HFP) shall have a configuration 16" wide and 3" deep with a center rib 6" wide and 1-1/2" deep. The panel design produces a completely hidden fastener panel. Net cover- age of each panel is 16". 5.2.5 American Buildings Company's Soffit/Liner Panel (SLP) shall have a configuration consisting of 1" interlocking ribs. The interlocking ribs are designed to conceal the panel fasteners. The Soffit/Liner Panel shall provide a net cover- age of either 12" or 16". 5.2.6 American Buildings Company's Standing Seam H (S2P) and Standing Seam 360 (S3P) Roof Panel shall have a configuration consisting of 2" high (Y including seam) by 4-3/4" wide rib, spaced on 24" centers. Panels shall be joined at the side laps with an interlocking seam standing 1" above the major rib. Each panel shall provide 24" net coverage in width. The female panel seam shall have factory applied sealant. 5.2.7 American Buildings Company's Loc-Seam Panel (LOC) shalt have a configuration'16" or 12" wide with 2" high vertical male and female ribs. The female seam shall have factory applied sealant. The panel seam shall be mechani- cally interlocked by a specially designed electric seaming machine. 5.2.8 American Buildings Company's Mansard Fascia Panel (MFP) shall have a flat surface with a male and female interlocking 1" seam. Panels shall have a 10 3/16" or 18 5/8" nominal coverage. A solid 3/8" minimum plywood decking or equivalent with a minimum 3:12 slope is required. February 1996 5.2.9 Panel Length: All wall panels shall be continuous from sill to roof line and all roof panels shall be continuous from eave to ridge except where lengths become prohibitive for handling purposes. Roof panel end laps shall be a mini- mum 6" for Standing Seam and Loc-Seam panels and a minimum 4" for Long Span panels. Wall panel end laps shall be a minimum 3". 5.2.10 Endwall Edge Cuts: All endwall panels for buildings with 1:12 or less roof slope shall be square cut. All endwall panels for buildings with 4:12 slope shall be bevel cut. 5.2.11 A certain amount of waviness called "oilcanning" may exist in the flat portion of the panel. Minor waviness of the panel is not sufficient cause for rejection. Oilcanning does not affect the structural integrity of the panel. SECTION 6: MISCELLANEOUS MATERIAL SPECIFICATIONS 6.1 FASTENERS 6.1.1 Structural Bolts: All bolts used in primary splices and secondary framing connections shall be ASTM A 307 or ASTM A 325 as required by design. 6.1.2 Fasteners for Roof Panels: All roof panels shall be attached to the secondary framing members by the following: (a) Premium roof fasteners shall be No. 12-14 x 1 1/4" or No. 14-14 x I" self -drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -finished or warranted roofs. (b) Standard roof fasteners shall be No. 12-14 x 1 1/4" or No. 14-14 x l" self -drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.3 Fasteners for roof panel side laps and flashing connections: Long Span Panel roof panel side laps and flashing connec- tions shall be stitched by the following: (a) Premium roof fasteners shall be No. 14-14 x 3/4", Type "AB", self -tapping carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -finished or warranted roofs. (b) Standard roof fasteners shall be No. 14-14 x 3/4" self -tapping carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.4 Fasteners for roof panel to flashing connections: Loc-Seam and Standing Seam roof systems shall be the following: (a) Premium roof fasteners shall be No. 14-14 x 1" self - drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -finished or warranted roofs. (b) Standard roof fasteners shall be No. 14-14 x l" self - drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.5 Fasteners for the Roof Panel Clips: All Standing Seam and Loc-Seam Panel clips shall be attached to the purlins by the following: (a) Self -drilling screws for attaching fixed panel clips and expansion clips shall be carbon steel No. 12-14 x 1-1/4" hex -head, cadmium or zinc plated. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. (b) Self -drilling screws for attaching expansion clips on bar joists shall be carbon steel No. 12-24 x 1-1/4" Tek 4 or No. 12-24 x 1 1/2" 'Iek 5 hex -head cadmium or zinc plated. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. 6.1.6 Fasteners for Wall Panels and Liner Panels: All Long Span, Architectural or Multi -Rib Panels shall be attached to the secondary framing members by means of self -drilling carbon steel screws, No. 12-14 x 1-1/4" hex washer head, cadmium or zinc plated, assembled with a 0.040" minimum thickness nylon isolation washer. The fasteners shall be color coordinated with a premium coating system which Protects against corrosion and weathering. The fasteners are applicable for use with fiberglass blanket insulation up r to 4" in thickness. 6.1.7 Fasteners for Wall Panel Side laps and Liner Panel Side laps: All Long Span, Architectural or Multi -Rib Panel side laps shall be stitched by means of self -tapping carbon steel screws, No. 14-14 x 3/4" Type "A" or "AB", cadmium or zinc plated, assembled with a 0.040" minimum thickness nylon isolation washer. The fasteners shall be color coor- dinated with a premium coating system which protects against corrosion and weathering. 6.1.8 Fasteners for Shadow Panels: These fasteners shall be carbon steel, yellow chromate over zinc plate finish, No. 12-14 x 1" self -drilling hex -head screws with a special 1/2" x 1" rectangular locking nuts. 6.1.9 Blind Fasteners: All blind fasteners shall be 1/8" diameter, high strength 6052 painted aluminum rivets as manufac- tured by USM POP or equal. 6.2 PANEL CLIPS 6.2.1 Panel clips for the Standing Seam Roof Panel shall be one of the following: (a) Fixed panel clips shall be a nominal 3 1/8" or 4 1/8" (for thermal blocks) in heights and 3" in width. Clips shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C. Panel clips shall have a fluorocarbon coating for corrosion resistance. (b) Expansion clips (SSEC series) shall be of a two part assembly. The clip portion shall be a nominal 3 1/8" or 4 1/8" (for thermal blocks) in height. The clip portion shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C. The clip portion shall have a fluorocarbon coating for corrosion resistance. The base portion of the clip shall be die formed 18 gauge zinc -coated (galvanized) steel. Total ,�„ T�February 1996 6.2.2 6.2.3 6.2.4 6.3 6.3.1 6.3.2 6.3.3 expansion capability of the clip assembly shall be 1 1/4". (c) Expansion clips (SSPC series) for bar joist purlins shall be of a two part assembly. The clip portion shall be 2 1/2" wide. The clip portion shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C. The clip portion shall have a fluorocarbon coating for corrosion resistance. The base portion of the clip shall be 2 1/4" or 3 1/4" (for thermal blocks) in height. The base shall be die formed from 12 gauge painted steel. Total expansion capability of the clip assembly shall be 2 1/2". Panel clips (LSEC series) for the Loc-Seam Panel shall be of a two part assembly. The clip portion shall be a nominal 2 3/8" or 3 1/8" (for thermal blocks) in height and 3" in width. The clip portion shall be die formed from 24 gauge aluminum coated steel. The base shall be die formed from 18 gauge zinc -coated (galvanized) steel. Total expansion capability of the clip shall be 1 1/4". Panel clips (NIFPC series) for the Mansard Fascia Panel shall be a nominal V in height and 1 1/2" in width. The clip shall be die formed from 26 gauge zinc -coated (galva- nized) or aluminum -zinc alloy -coated steel. The Standing Seam 360 clip is a two part assembly. The clip portion is die formed .026 thick aluminum coated steel. The base shall be die formed 12 gauge painted material 2 1/4" or 3 1/4" (for thermal blocks) high and 6" long. The expansion capability is 2". CLOSURES AND SEALANTS Closures Strips: The corrugations of the roof and wall panels shall be filled with preformed closed cell non - shrinking, laminated polyethylene closures along the eave, ridge and rake when required for weather tightness. Metal Closures: The corrugations and pan area of the Standing Seam II and Standing Seam 360 Roof Panel shall be filled with formed metal closures. The closures shall be formed from 20 gauge steel to the shape of the configura- tion.The closure exterior finish shall be AZ55 aluminum -zinc alloy -coated, or pre -painted AZ55 alumi- num -zinc alloy -coated. Seater: Long Span Panel roof side laps and end laps shall be sealed with 1/2" x 1/8" tape mastic. The material shall be a butyl base elastic compound with a minimum solid content of 99%, Sika SikaTape TC-95 or equal. The sealer shall have good adhesion to metal and be non -staining, non -corrosive, non -shrinking, non -oxidizing, non -toxic, and non-volatile. The service temperature shall be from -60°F to +2121 F. The material shall meet or surpass the requirements of Federal Specification TT-C-1796A, Type II, Class B and NAAMM SS- 1C-68. 6.3.4 Sealer: American Buildings Company's Standing Seam and Loc-Seam Roof Panels side laps shall have factory applied mastic, Sika SikaCaulk 537 or equal. Its composi- tion shall be 91% solids by weight. Service temperature range shall be -60OF to +250°F. The material shall meet or surpass the requirements of Federal Specification TT-C- 1796A, Type I, Class A. 6.3.5 Sealer: All American Buildings Company's Standing Seam and Loc-Seam Roof end laps, ridges and eave closures shall be sealed with tape mastic, Sika SikaTape TC-65 or equal. The material shall be non -staining, non -corrosive, non -toxic, and non-volatile. Composition shall be 100% solid ethylene propylene copolymer tape. Service tempera- ture shall be from -60°F to +212°F. The material shall meet or surpass the requirements of Federal Specification IT-C- 1796A, Type II, Class B. 6.3.6 Caulk: All gutter and downspout joints, rake flashing laps, ridge flashing laps, doors, windows, and louvers shall be sealed with white or bronze pigmented polyurethane caulk, Bostik Chem -Calk 915 or equal. It shall meet or exceed the requirements of Federal specification TT-S-00230C, Type II, Class A. 6.4 GUTTER, FLASHING AND DOWNSPOUT 6.4.1 Gutters and Flashings: All standard exterior gutters are 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum - zinc alloy -coated steel with a pre -painted finish in White or Burnished Slate. Standard rake flashing is 26 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel with a pre -painted finish in Reflective White or Burnished Slate. All other flashings shall be a minimum 26 gauge steel. 6.4.2 Downspouts: All downspouts shall be 28 gauge zinc - coated (galvanized) or aluminum -zinc alloy -coated steel with color coordinated, pre -painted finish, rectangular in shape. SECTION 7: PAINTING 7.1 STRUCTURAL PAINTING 7.1.1 All uncoated structural steel and light gauge steel members shall be cleaned of all foreign matter and loose scale and r given a one mil coat of American Buildings Company's red oxide primer. Primer meets or exceeds the performance requirements of Specification SSPC 15-68T (replaces and is equivalent to Federal Specification TT-P-636D). The primer is not intended as a finish coat. At American's option, cold -formed secondary structural framing may use pre -painted coil stock which eliminates the need for a shop coat of primer. The base metal shall be thoroughly cleaned and then treated with iron phosphate solution to enhance paint adherence before the coil is coated with a red oxide polyester paint. The dry film thickness of the paint shall be 0.5 mil. The coating meets or exceeds the performance requirements of Specification SSPC 15-68T (replaces and is equivalent to Federal Speci- fication TT-P-636D). The coating is not intended as a finish coat. 7.1.2 Abrasions caused by handling after painting are to be expected. Primer shall be famished to touch-up these areas by the contractor performing field touch-up or field paint- ing as specified in the contract documents. 7.2 LONG LIFE COATING 7.2.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.2.2 Prime Coat: The base metal shall be pretreated and then primed with an epoxy or urethane type primer for superior adhesion and superior resistance to corrosion. The dry film thickness shall be 0.2 mils. 7.2.3 Exterior Coat: After priming, the exterior side shall be given a Long Life coating, baked in excess of 500 °F to a controlled dry film thickness of 0.7 to 0.8 mils. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: February 1996 �� T TEST TEST METHOD PERFORMANCE Specular Glass ASTM D 523 25-35 degrees on a std. arner 60 deg. meter Dry Film Hardness ASTM D 3363 F-2H. Q.U.V. Weatherometer ASTM G 53 Passes 300 hours, No objectionable color change, chalking or blistering Humidity Resistance ASTM D 2247 Passes 1000 hours Salt Spray Resistance ASTM B 117 Passes 750 hours Reverse Impact ASTM D 2794 , Passes, No Removal Microbial Attack ASTM G 22 Passes 7.2.4 Interior Finish: The interior finish shall have a parchment polyester top coat over an epoxy or urethane primer. The dry film thickness shall be 0.3 mils. 7.3 PREMIUM 70 COATED PANELS 7.3.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.3.2 Prime Coat: The base metal shall be pretreated and then primed with an approved epoxy, urethane, or water base primer. The dry film thickness of the primers shall be .25 mils minimum. 7.3.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 5000(PVF2) formulation. The dry film thickness of the top coat shall be .8 mils minimum. The total dry film thickness shall be 1.05 j mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: 0 TEST TEST METHOD PERFORMANCE Specular Glass ASTM D 523 Medium Glass, 30-40 at 60 degrees Dry Film Hardness ASTM D 3363 F minimum Film Adhesion ASTM D 3359 Excellent/No Removal Direct Impact ASTM D 2794 Excellent/No Removal =1 Reverse Impact ASTM D 2794 Excellent/No Removal = Abrasion Resistance ASTM D 968 Exceeds 65 liters Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spray Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 1000 hours Color Retention ASTM D 2244 No objectionable change. Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable change. Minimum rating of 9 Roof panels with the Premium 70 finish must have a minimum 112:12 roof slope to qualify for Material Warranty. 7.3.4 Interior finish: The interior finish shall have a parchment polyester top coat or backer over an epoxy, urethane, or water base primer. The dry film thickness of the backer shall be.4 mils minimum. 7.4 PREMIUM 70M COATED PANELS 7.4.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.4.2 Prime Coat: The base metal shall bee pretreated and then primed with an approved epoxy, urethane, or water base primer. The dry film thickness of the primers shall be .4 mils minimum. 7.4.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 500'�'(PVF2) formulation. The dry film thickness of the top coat shall be 1.0 mils minimum. The total dry film thickness shall be 1.4 mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: TEST TEST METHOD PERFORMANCE Specular Glass ASTM D 523 Medium Glass, 30-40 at 60 degrees Dry Film Hardness ASTM D 3363 F minimum Film Adhesion ASTM D 3359. Excellent/No Removal Direct Impact ASTM D 2794 Excellent/No Removal Reverse Impact ASTM D 2794 Excellent/No Removal Abrasion Resistance ASTM D 968 Exceeds 100 liters Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spray Resistance ASTM B 117 Passes i000 hours Humidity Resistance ASTM D 2247 Passes 2000 hours Color Retention ASTM D 2244 No objectionable change. r Max. 4 Delta E units (Hunter) Color Change Chalk Resistance .ASTM D 659 No objectionable change. Minimum Rating of 9 Roof panels with the Premium 70M finish must have a minimum 1/2:12 roof slope to quality for Material Warranty. 7.4.4 Interior Finish: The interior finish shall have a parchment polyester top coat or backer over an epoxy, urethane, or water base primer. The dry film thickness of the backer shall be .4 mils minimum. SECTION 8: ACCESSORIES 8.1 WINDOWS 8.1.1 Standard windows shall be horizontal slide units with a bronze finish, 3'-0" x 3'-0" and 4'-0" x 3'-0" in Architec- tural and Long Span Panel Walls; 4%0" x 3'-0" in Shadow Panel Walls. They shall be furnished complete with 7/16" hermetically sealed double glass, hardware, and half screen. Windows shall be self -flashing to American Build- ings Company's wall panels. They shall conform to ANSI A134.1 and shall be certified by Architectural Aluminum Manufacturers Association for high performance commer- cial construction, HS-B2-HP. 8.1.2 Narrow Light Windows shall be wall units V-4" x 7%1 3/4" having dark bronze aluminum frames 1 3/4" x 4" and 1" solar bronze annealed insulated glass. The glazing stop shall snap on using stainless steel spring clips. There shall be no exposed screws on the Glazing Bead. The glass shall be set against the fin using Butyl Tape and sealed on interior and exterior with silicone to insure a water -tight February 1996 seal and to enable truck shipment without danger of glass slippage. 8.2 PERSONNEL DOORS 8.2.1 Standard personnel doors shall be 3'-0" x 7'0" x 1 3/4" manufactured from 20 gauge zinc -coated (galvanized) steel. Doors shall have a textured finish and shall be painted White. Doors shall meet Federal Specification RR-D-575b and Commercial Standards CS-242-62 and PS4-66. Doors shall be one of the following: (A) Steelcraft SLT-20-4 (honey comb core) or equal. (B) Ceco Omega 20 (honey comb core) or equal. (C) CeCo Versa 20 (urethane foam core) or equal. 1. Doors shall have square edges for non -hand installation. 2. Doors shall be flush and have vertical mechanical interlocking seams on both hinge and lock edges. 3. Doors shall be provided with top and bottom inverted 16 gauge galvanized steel channels spot welded within the door. 4. Doors "A" and "B" shall be reinforced, stiffened, and sound deadened with impregnated kraft honey comb core completely filling the inside faces of the door and laminated to the inside faces of the panels. 5. Door "C" shall be filled with a rigid urethane core foamed in place and chemically bonded to the interior. 6. Doors shall be reinforced for applicable hardware. 8.2.2 Door frames shall be 16 gauge zinc -coated (galvanized) steel, preprinted White and shall be one of the following: (A) Steelcraft MU-16 series having a jamb depth of 5-3/4" with an 18 gauge jamb retainer. (B) Ceco MBF-8 series having a jamb depth of 8". 1. Door jambs shall be constructed for non -hand installation. 2. Door frame "A" shall have factory applied weather-stripping. 3. Door frame "B" shall have weather-stripping provided for field installation. 4. Door frames shall be provided with 4 1/2" x 4 1/2" hinges and reversible strike plate. Door frame "A" shall have hinges pre -welded to the frame. 8.2.3 Standard locksets shall be one of the following: (A) Yale CRE 8722 mortise lockset, US26D finish, or equal. (B) PDQ SW I82PAT260 cylindrical lockset or equal. 8.2.4 Exit devices shall be one of the following: (A) Yale 7100 Styline series rim device with a stainless steel finish. (B)Yale 2000 rim device with a SB finish. 8.2.5 Door threshold shall be aluminum, supplied with flat head screws and expansion shields for attachment to masonry floor. 8.3 SLIDING DOORS 8.3.1 Standard double sliding door sizes shall be 12' wide by 10', 12', 14', or 16' high as specified. All sliding doors shall be designed to withstand applicable wind loads. Doors will be shipped unassembled, complete with bottom guide, lock angles for side closure, hoods to protect the top of doors from weather, four-wheel trolleys, and galvanized track. Doors shall be supported from a structural header by 3/8" bolts on 2'-0" center. Door panels shall be the Long Span panel and the color shall be Reflective White. Each door leaf shall have two four-wheel trolleys. They shall be 21/8" in diameter and shall be formed from heavy gauge steel that has been zinc plated and chromated to resist rust. The wheels shall have hardened steel roller bearings sealed with long lasting lubricants. They shall be as manufactured by the National Manufacturing Company (No. 1050T) or equal. 8.4 OVERHEAD DOOR FRAMING 8.4.1 Overhead door support framing shall be designed to resist applicable wind loads and shall consist of channel jambs with a structural header at the top of the opening, 26 gauge steel color coordinated flashutgs shall be provided to con- ceal panel edges at the opening unless otherwise specified. 8.5 GRAVITY VENTILATORS 8.5.1 Gravity ridge ventilators shall be manufactured from gal- vanized steel and painted white. The ventilator body shall be 24 gauge and the skirt shall be adjustable to match the roof slope. Chain operated damper will be furnished. Ven- tilators shall be equipped with standard birdscreens and riveted end caps. Ventilators shall be 10' long and have a 9" or 12" throat. 8.5.2 20" round ventilators shall be 24 gauge and shall have an Tadjustable base for ridge mounting or a pitched base for on -slope mounting. 8.6 LOUVERS 8.6.1 Louvers shall be manufactured from 20 gauge zinc -coated (galvanized) steel, painted white, and shall be self -framing and self -flashing. They shall be equipped with adjustable dampers unless otherwise specified. Nominal size shall be 4'-0" x 3'-0" for standard walls and 4'-0" x 4'-0" for Shadow Panel (HHF'P) walls. 8.7 SKYLIGHTS 8.7.1 Roof skylight panels shall be translucent fiberglass rein- forced panels made in the same configuration as the metal panels. They shall be manufactured with a 2 ounce woven fiberglass cloth reinforcement in addition to random stand mat or cut glass fibers for structural strength. They shall meet or exceed applicable requirements of ASTM D 3841- 80 Type 1, and ICBO Research Report No. 1412. Material weight shall not be less than 8 ounces per square foot. Impact Test: Skylights shall resist penetration when subject to a 100 pound cylindrical weight with a 5 3/4" diameter (26 square inches) dropped from a height of 70". Flamma- bility rate of material shall be no greater than 2 in/min when tested under ASTM D 635. Coefficient of heat transmis- sion (U-factors) shall be no greater than 0.8 BTU/fir/Sq. ft. degree F. Available insulated skylights shall have a light transmitting foam sandwiched between a standard weight exterior panel and a 4 ounce nominal weight interior panel. Skylight panels shall be equivalent to STRONGLIGHT panels as manufactured by Lasco Industries, or equal. �r f£}F3t�4gaFebruary 1996 +y-s ��YC� ENGINEERING PROPERTIES (STRONGLIGHT Skylight) Property Test Method Nominal Value Shear Strength ASTM D 732 11,000 psi Bearing Strength ASTM D 953 A 13.400 psi Tensile Strength ASTM D 638 19,000 psi 8.7.2 Wall sidelight panels shall be translucent fiberglass panels made in the same configuration as the wall panels. They shall meet or exceed applicable requirements of ASTM D3841-80 Type 1, and ICBO Research Report No. 1412. Material weight shall not be less than 6 ounces per square foot. 8.8 INSULATION 8.8.1 Fiberglass Blanket Insulation shall have a density of 0.6 pcf and shall be available in 2", 3", 4" and 6" thicknesses. (Other roof insulation systems are available with thickness up to 12 inches). Maximum application thicknesses are as follows: Standing Seam Roof 6" over purlin with or without rigid foam thermal block. w Loc-Seam Roof 6" over purlin with or without rigid foam thermal block. Long Span Roof 4" over purlin with an addition 2" between purlins. Long Span Wall 4" over girt Architectural II Wall 6" over girt, longer fasteners required. 8.8.2 Fiberglass Insulation Facings shall be laminated on one side with one of the facings as shown in Chart below. Facings other than those shown in the Chart below are available upon request. 8.8.3 Rigid Foam Thermal Blocks shall be cut from high density extruded polystyrene board stock, having a UL 25 flame spread rating. Thermal Blocks shall have a minimum thick- ness of 1 inch and shall be a minimum of 3 inches in width. Thermal Block material shall be Dow Styrofoam (Blue Board) or equal. -.8.4 Foil -faced rigid insulation (Thermaxo) has a glass fiber - - reinforced polyisocyanurate foam core. The foam core has a uniform, closed -cell structure which is resistant to the flow of heat. Aluminum foil facers laminated to each side of the product provide an effective moisture barrier. Rigid insulation products are available in thicknesses from 1/2" to 3 Rigid insulation shall be Thermax by Celotex or approved equal. FACINGS Color White Textured White Aluminum Flame Spread* 25 25 25 Perm Rating 1.3 .02 .02 Service Temp. Min 0°F 20OF -10°F *The numerical flame spread rating is not intended to reflect hazards Presented by this or any other material under actual fire conditions. 8.9 ROOF CURBS 8.9.1 Roof curbs shall be manufactured from minimum 18 gauge AZ55 aluminum -zinc alloy -coated steel. Curbs shall have an integral cricket type water diverter and an angle splash guard. The minimum curb height shall be 8". 8.10 PIPE FLASHING 8.10.1 Pipe flashings shall be of a one piece construction and fabricated from an EPDM membrane and shall have an aluminum base that can be field conformed to any panel configuration. Pipe flashings shall be flexible for mounting on any roof slope. Service temperature ranges shall be -30°F to +250°F. Three standard flashing sizes shall ac- commodate pipe sizes from 1/4" diameter up to 13" diameter. SECTION 9: ERECTION AND INSTALLATION The erection of the metal building and the installation of accessories shall be performed in accordance with American Buildings Company's erection manuals and the building erection drawings. The erection shall be performed by a qualified erector using proper tools and equipment. In addition, erection practices shall conform to Section 6, Common Industry Practices found in the "Low Rise Building Systems Manual," MBMA 1986. There shall be no field modifications to primary structural members except as authorized and specified by American Buildings Company. SAFETY DURING ERECTION CANNOT BE OVER -EMPHASIZED! SECTION 10: BUILDING ANCHORAGE AND FOUNDATION The building anchor bolts shall resist the maximum column reactions resulting from the specified combinations of loadings. The quantities and diameters shall be specified by American Buildings Company. Anchor bolt embedment designs and the anchor bolts are to be supplied by others, NOT American Buildings Company. Anchor bolt embedment and foundations shall be adequately designed by a qualified foundation engineer to support the building reactions and other loads which may be imposed by the building use. The design shall be based on the specific soil conditions of the building site. The foundation engineer shall be retained by other than American Buildings Company. American Buildings Company assumes no responsibility for the integrity of the foundation. v�. SECTION 11: WARRANTIES American Buildings Company offers a variety of warranties for panel coatings, roof system weathertightness, purchased products, and manufactured materials. For specific warranty details and costs refer to the American Buildings Company Warranty Manual or contact American Buildings Company at 334-687-2032. February 1996 BE State Docks Road - Eufaula, AL 36027 - (334) 687.2032 T GENERAL FOUNDATION NOTES AND CONCRETE DETAILS I . ( 4,#' CERTIFICATION AND SCHEDULE OF DRAWINGS 1. AMERICAN BUILDINGS COMPANY ASSUMES NO RESPONSIBILTY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS AND BUILDING .SYSTEM 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. FURNISHED BY A.B.C. ARE!'OESIGNED TO COMPLY WITH THE FOLLOWING CRITERIA: �jj B - SHEET NUMBER - DATE REV. N0. 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RESIST ALL. OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE MINIMUM DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 4, REINFORCING BARS, WIRE MESH, ANCHOR BOLT SHEAR ANGLES; TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN, THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS. MUST BE SUSTAINED BY HAIRPINS. TIE RODS, BUTTRESSES. OR OTHER DEPENDABLE MEANS. 5. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL, OR WHERE FILL IS USED.. THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE. DESIGN LOADS ARE: DESIGN LOAD .COMBINATIONS ARE: 1. METAL BUILDING DEAD i.(D) 1. D + C + L - 2. 3.0 psf COLLATERAL LOAD (C) 2- 0 + w � •. i 3. 20.0 psf ROOF LIVE LOAD (L) 4. 12.0 psf FRAME LIVE LOAD (L) 5. 0.0 psf GROUND I,NOW,_LOAO (P9) - - ,. 6. 6.0 psf ROOF SNOW LOAD (S) - SNOW EXPOSURE FACTOR = 1.00 - ' A ABC-1 /LOAD 1 07/21 98 - ABC-2 07/ZI /98 0 - AB-.1 07/2 I /98 0 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB. 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE SNOW IMPORTANCE FACTOR =-1.00 7. 100.0 mph WIN FRVEL�CITgf� - LOO WIND IMPORTANCE FACTOR = 1.00 - - 31/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A £1/8 INCH TOLERANCE. I - 8. SEISMIC DATA AS FOLLOWS (E): 8. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT. HAS A MINIMUM COMPRES31VE Ao< 0.05, Av< 0.05, SEISMIC HAZARD EXPOSURE GROUP t. STRENGTH OF 2500 P.S.I. AT 28 DAYS. - SEISMIC PERFORMANCE CATEGORY A. S=2.0 - - 9. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR BOLTS), OTHERS MATERIALS, AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. CONCENTRICALLY. BRACED FRAMES (R=5.0, Cd=4 1/2). ORDINARY MOMENT FRAMES OF STEEL(R=4. 1/2, Cd=4.0),EOUIVALENT LATERAL FORCE PROCEDURE. - 10. ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY. I - NOTES I. ROOF. DESIGN IS BASED -0N THE LARGER ROOF LIVE LOAD 11. THE EMBEDMENT OF THE ANCHOR BOLTS IN THE CONCRETE -IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER, THE FRAME REACTIONS OR ROOF SNOW LOAD. ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. - 2. ALL FIELD NEEDING IS TO BE PERFORMED BY AN AwS CERTIFIED - 12. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES WELDER USLNG E70XX ELECTRODES. - GIVEN IN THE RISC MANUAL OF STEEL CONSTRUCTION. THESE DESIGN LOADS AND COMBINATIONS ARE APPLIED IN ACCORDANCE WITH THE FOLLOWING. 13. ALL ANCHOR BOLTS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE CONCRETE BEARING SURFACE, EXCEPT 1/2 INCH DIAMETER BOLTS LOCATED AT DOORS WHICH SHALL HAVE A PROJECTION OF 1 INCH. ALL BOLTS SHALL HAVE A MINIMUM THREAD LENGTH 1/4 INCH LESS THAN THE BUILDING CODE: - - - PROJECTION. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED PRIOR TO COLUMN ERECTION. 1994 Standard Building Code 14. ANCHOR BOLTS FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. ANCHOR BOLT DIAMETERS FOR THE PRIMARY FRAMING AND - t ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE BOLT PLACEMENT PLAN. 1 3" 1 FINISH i2 FLOOR 1/2" 0 ANCHOR BOLTS X 6" - BASE ANGLE FASTENER (SEE NOTES #13 #14) + NOT BY A.B.C.) - .8.. 1 MINIMUM 1/4" 0 CONCRETE � tT---- I I i 1 BASE ANGLE ANCHOR BOLT 5'-0" O.C. - ii ii MAXIMUM SPACING OR EQUAL BY OTHERS) i C If THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS 1 MANUFACTURED BY AMERICAN BUILDINGS COMPANY, ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOWERS; TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED: ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN, BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS , MECHANICAL $ EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A' PROPERLY DESIGNED FOUNDATION IN. ACCORDANCE WITH THE .AMERICAN BUILDINGS COMPANY -GENERAL ERECTION ,GUIDE', - - - _ 1. 3/8" NOMINAL DOOR WIDTH 1 3/8- DOOR WIDTH + 2 3 4" 1/2- b ANCHOR BOLTS - (SEE NOTES #13 & j114) THE MBMA MANUAL LATEST EDITION AND THE JOB ERECTION DRAWINGS. THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION, e " PRODUCT APPROVALS ANDCERTIFICATIONS: BASE ANGLE DETAIL TYPICAL OVERHEAD DOOR LAYOUT SECTION "B" - "Er (OF TYPICAL OVERHEAD DOOR LAYOUT) i. STANDARD BUILDING CODE - SBCCI 09e100. 12 BASIC STYLES. 2. UNIFORM BUILDING CODE (ICBO) - jl FA-285-CARSON CITY, NEVADA PLANT. - 3. INDIANA - 12 BASIC'STYLES AS BELOW. BASIC MATERIAL SPECIFICATIONS - a. M-190867 -ssF a. M-19oB63 - LT b. M-19085- IERF, RF, LRF-M e. M-190862 GC. LP2. LP4, LP2-M, LP4-M 1 c. M-190858 -. 1SS, LSS-M 4. WISCON5IN-jf 9600321-M; i} gA51C STYLES. - 5. CITY OF CLEVELAND; QH10 DOCKETS- 5-52-82. '" - 5. CANADIAN WELDING BCGREAU DIVISION 1 CERTIFICATION AT EL PASO k CARSON CITY. 7. AISC QUALITY CERTIFICATION, CATEGORY MS. - PRIMARY FRAMING STEEL " STEEL FOR HOT -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE. REQUIREMENTS OF ASTM SPECIFICATION ASTM A36 OR ASTM A572 - GRADE 50. STEEL FOR BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING - FLANGEANO WEB MATERIAL SHALL MEET AS APPLICABLE THE PHYSICAL AND CHEMICAL REQUIREMENTS OF ASTM A572 GRADE50 WITH A MINIMUM YIELD OF 55 KSI, ASTM A607 GRADE 55 , OR ASTM A570 GRADE 55 . - - - - STEEL FOR ALL ENDWALL "C' SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570. GRADE 55 . 8. PLANT CERTIFICATION AT"CARSON, CITY FOR CITY OF SEATTLE. STEEL FOR TUBE SECTIONS SHALL CONFORM TO ASTM A500-GRADE B. - STEEL FOR PIPE SECTIONS SHALL CONFORM TO ASTM A53-GRADE B. - 9. PLANT CERTIFICATION AT CARSON CITY FOR OGDEN. UTAH. - 10. CITY OF LOS ANGELE {' FABRICATORS LICENSE #1390 AT CARSON CITY PLANT. - 11. CITY OF HOUSTON, TEXAS- FABRICATOR APPROVAL j1478. - - SECONDARY FRAMING STEEL - 12. STANDING SEAM 360 1/1ND UPLIFT -CLASS 90 (UL 96) CONSTRUCTION. NO, 93 AS LISTED IN UNDERWRITERS STEEL USED TO FORM PURLINS; GIRTS, EAVE STRUTS AND -C,. SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570, GRADE 55 . LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. - - 13. STANDING SEAM 1I WIMD UPLIFT -CLASS 90 (UL,90) .CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS STEEL USED TO FORM ZINC -COATED (GALVANIZED) PURLINS AND GIRTS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES " OF ASTM A653 GRADE 0 AND G 90 COATING DESIGNATION AS DESCRIBED IN ASTM A525. LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. .. " 14. LOC-SEAM WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NOS. 93 AS LISTED IN , - - ROOF AND WALL -PANEL MATERIAL EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ZINC -COATED (GALVANIZED) STEEL. COATING DESIGNATION G 90, CONFORMING TO THE REQUIREMENTS OF ASTM A653 GRADE E. MINIMUM YIELD STRESS SHALL BE 80 KSI. r PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION 'G 90, CONFORMING TO THE REQUIREMENTS-. OF ASTM A653 GRADE D. MINIMUM YIELD STRESS SHALL BE 50 KSI, - UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY:' 15. LONGSPAN.PANEL WINO UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO.. 93 AS LISTED IN UNDERWRITERS - LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. 16. 22 GA. STANDING SEiM, 360 HAS MET FACTORY MUTUAL CLASS 1-60,1-90 AND. 1-120. 17. 24 GA. STANOING.SEAM -360 HAS MET FACTORY MUTUAL CLASS 1-60. 1& 24 GA. LONGSPAN: HAS MET FACTORY MUTUAL CLASS 17120. 19. 24. GA.. LOC-SEAM MODIFIED WITH 3M-VHS TAPE #4950 OR.3/1fi BOLTS MEETS CORPS OF ENGINEERS - GUIDE SPECIFICATION 107ai6. - - - - THE CERTIFYING 'ENGINEER HEREWITH 15 NOT THE:.ENGINEER PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ALUMINUM ZINC ALLOY -COATED STEEL. COATING DESIGNATION AZ 55, CONFORMING TO THE REQUIREMENTS OF ASTM A792, MINIMUM YIELD STRESS SHALL BE 80 K51. - - PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ALUMINUM -ZINC ALLOY -COATED STEEL, COATING DESIGNATION AZ 55, CONFORMING. TO THE "" REQUIREMENTS OF ASTM A792. MINIMUM YIELD STRESS SHALL BE 50 KSI. - _ •. - 20. 24 GA. STANDING SEW 360-;MEETS CORPS OF ENGINEERS GUIDE SPECIFICATION 07416. 2t. 24 GA. STANDING SEi M-360 HAS'"BEEN iESTEO iN ACCORDANCE WITH ASTM ,E-1592. 22- DADE COUNTY FLORIDA ACCEPTANCE NO. 96-0319.03 - 24 GA STRUCTURAL STEEL 1 3/16- X 36" ARCHITECTURAL It WAI11 PANEL. -- OF RECORD FOR THE OVERALL PROJECT AND IS ONLY CERTIFYING.THAT THE DESIGN OF THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY SATISFY THE DESIGN REQUIREMENTS SPECIFIED ABOVE BRACE MATERIALS - - BRACE CABLES: ASTM-A475, 7-STRAND EHS WIRE CABLE BC4 = 1/r DIA. SC5 = 5/16" DIA. - - - - - 23. DADE COUNTY FLORILA AGGEfTANCE NO.-96-0319-04, - 24 GA. STRUCTURAL STEEL 1 3/1"6-: X 36' LONGSPAN WALL PANEL"' - - ' - - 24. DADE COUNTY FLORIDA ACCEPTANCE NO. 96-0319.05 - 24 CA STRUCTURAL STEEL 1 3/16" X 39- AND ON THE A.B.C: CONTRACT.. THIS CERTIFICATION - EXCLUDES THE 'ERECTION OF THE STRUCTURE. - BC6 - 3/8" DIA. BC8 - 1/2- DIA LONGSPAN ROOF PANEL. - • 1 N0. REVISIONS MADE CK'D DATE ENGR DATE NO. - REVISIONS 'MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE] _ NONE DATE CITY' OF SANFORD EUFAULA ALABAMA FOR CONSTRUCTION ( ]-FOR APPROVAL O FOR PERMIT ONLY { FOR PRELIMINARY DRAWN BY: (; 7FA 7-21 PS AIRPORT AUTHORITY r SANFORD, FL MARK CONSTRUCTION CO AMERICAN- BUILDINGS, COMPANY I CHECKED 8Y. µM_ .)_21- fl DESIGN APPD BY: _jR� ;, 9t DRAWING. NUMBER' 11253601 ABC- 1 REV.NO. O CAI) BY: RS 07/18/98 09:14:02 `"aver. 12.4 ROOF PANELS WALK DOORS ROOF CURB FRAMING RECENT PRODUCT REVISIONS TYPE:__57GAGE:24 COLOR: REWHP70_ OTY SIZE TYPE SWING LOCKSET CLOSER COLOR LINER TRIM 'LINER TRIM SIZES ARE OUT TO OUT CURB DIMENSION AS UNDERSTOOD. BY AMERICAN BUILDINGS THE FOLLOWING NOTES MAY OR MAY NOT PERTAIN TO THIS -------- COLOR COMPANY (A.B.C.). 00 NOT CUT PURLINS FOR CURB FRAMING UNLESS RELEASED BY SPECIFIC JOB BUT ARE NOTEWORTHY PRODUCT CHANGES. PAINT WARRANTY: Np _ WATER TIGHT WARRANTY:N_Q _ YES WHITE THE A.B.C. DESIGNER. -MAXIMUM LOAD FOR STANDARD ROOF CURB FRAMING IS 3000A. 3070 6070 __M __NL __HG __- ------- -- __NO __YES __NO -------- THE MAGNITUDE AND LOCATION OF ALL LOADS SUPPORTED BY ROOF CURBS MUST BE t. THINK SAFETY! UL 90 CERTIFICATION:_NQ_ 3070 6070 __M __NL __HG __YES _-NO WHITE --YES -_NO -------- CLEARLY SPECIFIED IN THE ORDER DOCUMENTS. IF SSIL FIXED CLIP:_--- SLIDING CLIP:__-- 3070 6070 __M __NL __HC --YES __NO WHITE __YES -_NO -------- OTY WIDTH LENGTH SLOPED AT RIDGE _- 3070 6070 __M __NL __HG __YES __NO WHITE -_YES __NO WALL PANELS --- ----- ------ ---- ---- ROOF CURBS TYPE:__NONE ------- GAGE:__ COLOR: -------- BASE: --------- FRAMED OPENINGS OTY OUTSIDE WIDTH OUTSIDE LENGTH MIN. HT. GAGE COLOR PAINT WARRANTY:__-_-- OTY WIDTH HEIGHT SILL HEIGHT FIR WRAP TRIM -LINER TRIM LINER TRIM COLOR ___ _____ ______________ ___YES _--NO -_YES --NO _-__-___ --- EAVE TREATMENT ___ _____ ______________ --_YES ___No __YES _-No __-___-_ STANDARD GUTTER W/ DOWNSPOUTS IQ-Q- FT O.C. (MAX) --- ----- -------------- --- YES NO YES NO ________ SKYLIGHTS / WALL LIGHTS --__ FLANGE BACK GUTTER W/ DOWNSPOUTS ___- FT O.C. (MAX) --- ----- -------------- --- YES _--NO --YES __NO -------- TRANSLUCENT SKYLIGHTS OTY:____ SIZE: ------- TRIM: ___-- ____ SIMPLE EAVE TRIM ___ _____ ______ ________ ___YES ___NO -_YES _-NO -------- TRANSLUCENT 4' 5" WALL LIGHTS OTY:____ ---- ---- DELUXE EAVE TRIM --- ----- -------------- --- YES --- NO --YES __NO -------- ICE AND SNOW TREATMENT NO: -------- --- ----- -------------- ---YES -__NO __YES __NO -------- FACADE --- ----- -------------- --- YES ---NO __YES _-NO -------- - - CLEAR CORNER TYPE VERT OR SLOPED HEIGHT LENGTH PROJECTION UNDER FACADE UNIT ___ _____ ______ ________ ___YES ---NO __YES _-NO --------- 179=Io 1-2/2:o IS-l> SPEC x-- TRIM COLORS __-- _5_-_ -2 - ------ ------ ----- ---- ___ _____ ______________ __-YES ___NO __YES __NO -------- RAKE TRIM: _ ACOPP70 GUTTER / EAVE: _ACQPP7Q_ ---- --- ---- ------ ---`- --"- ----- ----' DOWNSPOUTS:_ ACQPP70 FRAMED OPEN WGS:ACQPPZ4_ FACIA PANEL TYPE : ------- GAGE: ___ COLOR: -------- TRIM COLOR: -------- CORNER: _ ACQPP70 BASE TRIM: ________ WINDOWS SOFFIT PANEL TYPE: _______ GAGE: ___ COLOR: ________ TRIM COLOR:________ MISCELLANEOUS: ________ SELF -FLASHING THERMA-PANE GLASS, BURNISH SLATE BACK PANEL TYPE _______ CAGE: ___ COLOR: ________ TRIM COLOR:________ OTY WIDTH HEIGHT LINER TRIM LINER TRIM COLOR PRIMER COLOR ____ ----- ----- ---YES --- NO ........ CANOPIES CLEAR SOFFIT SOFFIT RED OXIDE:_%__ GREY:____ SPECIAL: ---------- ___- ----- ----- ---YES ---NO ........ OTY EW SW SLOPE PROJECTION LENGTH UNDER BEAM PANEL TYPE COLOR ROOF FASTENERS ---- ----- ----- ---YES _-_NO ........ I _-_ ,I— ¢ ]I STANDING SEAM II ---- ----- ---- ___YES ---NO --- --- --- ------------------ ---- -------- ------ -------- A. #14 X 1 SELF DRILL HEX HEAD B. #14 X 1 SELF DRILL HEX HEAD W/ WASHER - ___YES ___NO ---- ----- ----- EAVE TRIM TRIM COLOR:-_-_____ DOWNSPOUT ELBOWS ONLY: ___ DOWNSPOUT RETURN: STANDING SEAM III A. #14 .X t SELF DRILL HEX HEAD B. #14 X 1 SELF DRILL HEX HEAD W/ WASHER LOUVER OVERHANG$ OTY PROJECTION LENGTH SOFFIT TYPE COLOR GAGE WHITE ADJUSTABLE W/ BIRO SCREEN LONGSPAN SW — — ------ 26 A. 12 X /4 SELF DRILL HEX HEAD W/ WASHER 1 1 Q1 i OTY WIDTH HEIGHT LINER TRIM LINER TRIM --------------------- B. 14 X -SELF DRILL HEX HEAD W/ WASHER COLOR SW --- -------- ---------------- ------ 26 LOG SEAM A. #14 X 1 SELF DRILL HEX HEAD W/ WASHER _-__ --__ ----- --- YES --- NO ________ DOWNSPOUT ELBOWS ONLY: ____ DOWNSPOUT RETURN: ___ B. N14 X 1 SELF DRILL HEX HEAD W/ WASHER ---- ----- ----- ---YES ---NO WALL FASTENERS _-__ ----- _—__ ---YES ___No LONGSPAN OR ARCHITECTURAL - ---- ----- ---- --- YES ___NO ..... __ A. #12 X 1 1/4 SELF DRILL HEX HEAD W/ CLEAR WASHER PARTITIONS B. ]114 X 7/8 SELF DRILL HEX HEAD W/ CLEAR WASHER ---- ----- ----- ---YES --_NO ........ - 07Y WIDTH LENGTH HEIGHT PANEL TYPE GAGE COLOR SHADOW PANEL LINER PANELS -- ---- ----- ------ ----- --- ------ A. 012 X 1 SELF DRILL HEX HEAD W/ NUT BLANK B. j114 X 7/8 SELF DRILL HEX HEAD W/ CLEAR WASHER LOC LENGTH HEIGHT PANEL TYPE GAGE COLOR LINER TRIM TRIM COLOR _— ------ ------ ----- ------ — ------ ------- TRIM FASTENERS --- ---------------------- --- ------ ---YES ---NO ___NO ------- ALL FASTENERS ARE #14 x 7/8 SELF DRILL W/ CLEAR WASHER --- --- -- ------- ---- --- -- ------ --YES . --- ---------------------- —_ --YES --- NO ----__- F�TENER NOTE ------- ___ _—___ ___YES ___NO A = SHEETING/FLASHING TO STRUCTURAL CONNECTIONS ___ — ---- ________ SPECIAL NOTES B = SHEETING/FLASHING TO SHEETING/FLASHING CONNECTIONS FUND 20" THROAT WHITE VEN7�LATORS , INSULATION ____ QUANTITY _____ RIDGE MOUNTED _____. SLOPE MOUNTED - NONE BY OTHERS BY. ABC THICK WIDTH FACE COLOR - ROOF _ v —_ -_- ---- ---- --- ------ 9" X 10' RIDGE VENTILATORS - WALLS _v ___ ___. ---- --__ __-_ OTY AT 10' SECTIONS -_-- LINEAR FEET CONTINUOUS RIGID BOARD:---- ROOF: ----- WALLS:_-__ BEARING PLATE: ---- ROOF JAXS THERMAL BLOCK: ----- BY ABC:___ BY OTHERS:--_ (3/4" THICK ONLY) QTY TYPE MISCELLANEOUS MATERIAL SPACER STRIP :--_- (FOR LOC SEAM WITHOUT INSULATION) -___ DK-3 1/4" - 4" DIAMETER DK-5 4- - 7" DIAMETER DK-8 T - 13" DIAMETER NO. REVISIONS MADE CK'O DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE - DATE EUFAULA ALABAMA CITY OF SANFORD FOR CONSTRUCTION DRAWN BY: 3FA 7-ZI-58 AIRPORT AUTHORITY ?�� [ ] FOR APPROVAL [ ] FOR PERMIT ONLY SANFORD, FL AMERICAN BUILDINGS COMPANY CHECKED BY: -LI' [ ] FOR PRELIMINARY MARK CONSTRUCTION CO DESIGN APPD BY: DRAWING. REV.NO. NUMBER ZS36O1 ABC-2 0 CAD BY: I RS 07/18/98 09:13:54 Ver. 12.4 REACTION SCHEMATICS & BASEPLATE DETAILS REVISIONS NaTE: THE MCrAl- 00ILDIrJ6 MA�JUFACTUILE7- 15 t Jor P-E,PaJeI&Lt Fog. TTIC STkUO-'rURAL imTyc--P-trV OF AnJ V EXKtlr.lb p71lOI n1(� 26'6 t 2 ANCHOR BOLT PLAN EXISTING BLDG. LINE - A C FRAME LINES I & 2 (TRArJS\/L(sr DhEL-noo 1'8 2 4 2 6 4 2 N O N IT M C BP02—A I � re REACTION TABLE (kips) LOAD DESC - A B C D D + C + L 2.3 10.4 -2.3 13.0 D + W1-> -2.2 -2.9 -0.3 -3.6 D + W1<- 0.6 -1.5 2.6 -5.0 D + W2-> -1.4 0.7 -1.3 1.4 D + W2<- 0.3 -2.4 2.8 -6.2 EXISTING BLDG. r LINE 1'8 2 1 4 1 6 1 2 :A 2 M 4 N O N d M VI 8d III T BP04—A o J � I ID 10 M M N N N N M + M 26:& CL TO CL OF COLUMNS 8P01—A BP03—A NOTE : ALL ArJCNoP— BOUTS ARE 1 "4$ U,N.O. LONGITUDINAL LOADING MAX. ENDlNALL REACTIONS -------------=----------------------- NOrE TNIS t3tmot JG IS V7 516-Zv AS Am, OhN 150I1.011J6. COMPRESSION = Igo PRn.nSIOQ F02A`Jq FUT-UPE GUILDING MDOIFIcAl-06] UPLIFT = 0A. CMUb4U/ZE OF LJAtL5, Yu1-UR15 EXJ=A-1S1OnJ, ETZ•) HAS BEOJ MAGIC W TIDE OCSItr.) OF TWIS GUILDIMb. SHEAR =+4.2K MOMENT =-+69.3K-FT AOC,90P- BOLTS S ALL PAVC Ar LCAN 3" DJr /JO'F AnD26 TlH J 4" P2O36CTfOJJ A60JEITr5 TOP OF �DOCREM (30TTDI+t OF 13ASG PLATE ELEVArrnN. ALL exomQS 6cAa- * SEE RIGID FRAME REACTIONS E �iAM Lt'VATtOtJ. DATE ENGR DATE I NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE CITY. OF SANFORD AIRPORT AUTHORITY SANFORD , FL MARK CONSTRUCTION CO EUFAULA ALABAMA AMERICAN ,BUILDINGS COMPANY [a] FOR CONSTRUCTION [ ] FOR APPROVAL [ ] FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: TFA, 7-21-oa CHECKED BY: M `1-2 g DESIGN APPD BY: k1L 0-1 -2! clE DRAWING. NUMBER' 11253601 AB-1 REV.NO. 0 CAD BY: RS 07/18/98 06:49:27 Ver. 12.4 MEMORANDUM June 26, 1998 TO: Building Department P L A FROM: Engineering & Planning Department ENGINEERING N G SUBJECT: Building Permit Issuance Engineering & Planning Department acknowledges approval of attached development plan for: Modifications to Parking Lot `A' Parcel I.D. 06 - 20 - 31 - 300 - 0100 - 0000 Received: June 26, 1998 Address: One Red Cleveland, Sanford, Fl and concur with. Building Permit Issuance. Site Plan approval by ' ❑ P&Z Q Administrative Official 0 other Eng. Plan approval by ,City Manager ❑ other Condition of Approval: e Ap ved 4 r- Land Develop ent Coordinator Dat prov /. Pro essional Engineer 1. During the Airport Master Plan, the applicant shall provide the City with a count of the parking spaces in all parking lots including existing and proposed spaces. Also, provide the number of required parking spaces. This should be based on the LDR Schedule H and contain supporting rational as to deviations and justification of non LDR applications. 2. If turning radii of the busies encroach into the entrance lane, Airport Authority will revise plans and widen lane. 3. Please add 2 stop signs apd bars to stop passenger cars from conflicting with busses leaving parking lot. 4. No underground utilities are shown on the plans. If any conflicts or problems arise from unknown utility lines, all relocations, modifications or alterations shall meet all City codes and regulations. F:\SHA-ENG\Engr-Files\Bldg-Dept\Airport Interim parking lot A.bd.wpd Y i I r •: j no"""T' D.e��.P--V@L�13 y DESIGN CALCULATIONS ?)R ABC JOB I# 11-4540-01; Mark Metal Structures, Inc. Longwood, FL AMERICAN BUILDINGS COMPANY Mark Metal Structures, Inc. 1969 Corporate Square Drive Longwood, FL 32750 Gentlemen: EUFAULA, AL 36027 (334) 687-2032 Fax: (334) 687-2976 February 21, 1997 ABC Job # 11-4540-01 Alamo Rent -A-Car Sanford, FL GC 35'11x17'6x96'0 GC 35'-11 x17'-11 x15'-0** This is to certify that the metal building components furnished by American Buildings Company, an AISC-MB certified manufacturer, are scheduled for design in our Eufaula office and for fabrication in our Eufaula plant. The members are designed to comply with the following loads specified in the order documents: Design Loads Design Load Combinations 1) Metal Building Dead Load (D) 1) D + L + C 2) 1.0 PSF Collateral Load (C) 2) D + W 3) 20.0 PSF Roof Live Load (L) 4) 12.0 PSF Frame Live Load (L) 5) 0 PSF Ground Snow (Pg) 6) 0 PSF Roof Snow (S) 7) 100.0 MPH Wind Speed (W) EXP=N/A I=1.0 ** EXP = C I = 1.035 5) Seismic Data as follows (E): Aa = .05 Av = .05 Seismic Hazard Exposure Group 1 Seismic Performance Category B, S=2_0 Concentrically braced frames (R=5,Cd=41/2) Ordinary moment frames of steel (R=4 1/2, Cd=4) Equivalent lateral force procedure These design loads and combinations are applied in accordance with The 1994 Standard Building Code, and ** The Standard Building Code, 1994 Edition with ASCE-7 Wind Design.. The design is in general accordance with the A.I.S.C. (Ninth Edition) and A.I.S.I. (1986) specifications with 1989 addendum. This certification is limited to the structural design of the framing and covering parts manufactured by American Buildings Company and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other parts of the project not provided by American Buildings Company such as foundations, masonry walls, mechanical equipment and the erection and inspection of the building. The building should be erected on a properly designed foundation in accordance with The American Buildings Company Erection Manual and American's drawings for the referenced job. The undersigned is not the engineer of record for the overall project. VJ Jeff Walsh, P.E. Engineering Manager Registered Engineer, State of Florida EEh/lac Sincerely, Erin E. Hill Design Engineer SECTION 'I GENERAL • A) Introduction and General Design Approach 8) Figure 1 - Clear Span Rigid Frame Building C) Selected References A) Explanations and Methods of Analysis 8) Frame Sketch and Reactions C) Stress Analysis D) Prying Action Calculations E) Seismic Calculations F) Additional Sketches (if required) A) Explanations and Methods of Analysis 8) Figure 4 - Loading Diagrams and Framing Layout C) Figure 5 - Tension Rods and Wind Forces D) Nomenclature E) Component Stress Analysis F) Additional Sketches (if required) SECTION 4 PURLIN AND GIRT A) Section Properties B) Member Stress Analysis C) Eave Strut Calculations and Properties SECTION 5 PANELS A) Properties and Load Tables B) Calculations of Section Properties SECTION 6 MISCELLANEOUS ANDA L CONDiTIONS A) Standard Welds . 8) Standard Specifications �:J k .f � _ �. N _� a :. p E + � 4 The information contained within the pamphlet is a technical description of an American, pre-engineered, pre -fabricated metal building. It represents the application of the most modem methods of ,mathematics and engineering to the design of a building. Its purpose is to provide interested reviewers with the necessary design calculations, and other documentation required to readily verify structural integrity. Figure 1 is a drawing of an American Building, illustrating the typical load carrying members; i.e., rigid frames, endwalls, pudins, girts, bracing and panels. A clear span rigid frame building was selected for this purpose; however, any of American's other standard designs, as described in the Standard Specifications for American Buildings Company pre-engineered Metal Buildings , could also have been used to Illustrate the basic building components. All designs are in strict accordance with the latest editions of AISC and AISI specifications, which ever is applicable. The stress distributions in all load carrying members are obtained by the most applicable methods of the universally accepted elastic theory, as applied to indeterminate structures. A digital computer is used for many of the complex and laborious design calculations. American buildings are designed to meet the most severe conditions of load combinations set by the specified building code, but not less than the following: a) Building dead plus roof live load (or snow) uniformly distributed over the horizontal projection of the roof area. b) Building dead load plus wind load applied as pressure and suction normal to the building surfaces. c) Building dead load plus wind load plus % roof snow load. d) Building dead load plus roof snow load plus '/: wind load. Other more specialized combinations and applications of loads are incorporated into the design of a building when required. Occasionally these special design conditions can not be handled through one of our standard design formats. If this occurs, special hand calculations will be included. Subsequent Sections of this report present the detailed design calculations and their necessary explanations. These are Section 2, Rigid Frame; Section 3, Column and Beam Endwall; Section 4, Purlins and Girts; Section 5, Roof and Wall Panels and Section 6, Miscellaneous and Special Conditions. 1) Manual gf Steel conwotion, A.I.S.C., 1989, Ninth Edition. 2) Offingle 11swn Rigid Frames in Stead by John D. Griffiths, A.I.S.C., 1948. 3) SpgCffl=tjQnsfbrthaQen n of Cold Formed steel Structural Members, A.1.5.1., 1986 Edition with 1989 supplement. 4) StruaAural Steel Design, by L.S. Beedle, et al, Fritz Engineering Laboratory, Civil Engineering Department, Lehigh University, 1962. 5) mended Design Practices Manual". Metal Building Manufacturers Association, 1986 Edition with 1990 supplement. I Rigid frame analysis and design is a very exacting task. American Buildings Company has developed a computer program that permits detailed analysis and. design to be done on steel frames. The following is a brief description of this program. Essentially the program combines the STIFFNESS METHOD of structural design theory with MATRIX mathematics operations. All of this is possible by the utilization of digital computer capabilities. The inherent speed of the computations permits the use of elaborate mathematical techniques which would be impossible by hand computations. These techniques along with the completely rigorous structural theory approach give technically precise and accurate results. The program consists of seven portions which are as follows: 1) Geometry Input 2) Loading Input and Stiffness Computation 3) Equivalent Forces Computations 4) Solution for Displacements 5) Reactions and Member Force Computation 6) Stress Analysis i) Design Decisions Geometry: The general structural configuration that the program can analyze or design is depicted in Figure 2 below. It shows a gable frame with vertical sidewalls, and a roof sloping downward on both sides of the ridge. The rafters may be supported at intermediate points by interior columns. Each sidewall column or rafter may be composed of a number of segments; these segments may be prismatic or tapered, with "I" shaped cross -sections. The interior columns must be prismatic, but may be ""I" sections or pipes. The bases of sidewalls and interior columns may be at different levels. The left and right sidewall heights and roof slopes may be unequal. Support and Loadings: The column bases may be specified pinned or fixed; the tops of interior columns may be specified pinned or fixed to the rafters. Uniformly distributed dead and live loads and wind loads are considered to be transmitted to the frame at and by the girts and purlins which are at specified spacings. In addition, concentrated forces and moments may be specified at any location on the frame, thus permitting the inclusion of overhangs, cranes, and bracket loads, etc.. Input: The input to the program consists of information on building geometry, web depths at critical locations, column locations, girts and purlins, loading descriptions, material properties and stress criteria. If analysis only is required, the member cross-section details are input. If it is to be designed, inventories of flange sizes and web thicknesses, and pipe sizes are used. Analysis: In the analysis option no decision making is done concerning member selection. From the information supplied, which includes all member sizes, the program develops the precise centerline geometry of the frame. The analysis is carried out on the line configuration, composed of straight line segments ("Members") defined by the joints and other junction points called "Nodes". All the loads are transformed into equivalent forces and moments and applied at Node Points. The direct stiffness method of matrix structural elastic analysis is adopted. The member stiffnesses are computed, and superposed to yield the force -displacement relations for the entire frame. Stiffness coefficients and equivalent end actions for tapered members are obtained by numerical analysis. The Nodal displacements for the specified support and loading conditions are solved by a matrix block recursion routine. The support reactions and member end forces and moments are then calculated. Finally, the most critical bending and shear stresses along each member are computed, and checked against allowable criteria according to RISC Specifications. The most critical stresses are those with the greatest ratio when compared to allowable stresses. The program analyzes the frame for each specified loading combination. Design: In the design option, a safe frame is determined by an iterative process of analysis and design. Initiated by the Analysis of a frame approximated from the specified flange, web and pipe inventories, the design proceeds in cycles of analysis, criteria checks, selection of fresh sections, and reanalysis until a satisfactory frame is obtained. When the design is complete, the program will analyze and check the frame for each specified loading combination. ®UtpUt: The output may be requested at various levels of detail. The basic output oonsists of a listing of input data, centerline geometry, reactions, member end reactions, Nodal displacements, member sizes and criteria checks, bolted connections, and anchor bolts and base plates. More exhaustive Information may be extracted if desired. Node Member y � ICenter line I Figure 2: Typical Configuration of Frame In accordance with Section C5.6, (MONOW86), many metal building systems are designed with moment -resistant frames alined in the transverse direction to resist lateral loading. Experience has shown that the lateral deflection of the frames under wind loading is tier less than predicted by the usual analytical procedures. Consideration of just three factors undoubtedly accounts for most of this apparent anomaly: 1) drift calculations are traditionally based on full design loads, 2) the usual analytical procedures are based on "bare" frames (skin action of the roof diaphragms is neglected) and the moment - rotation stiffnesses of the "pinned" bases are taken as zero, and 3) load sharing has not been taken into account. Bare frame deflections are given on the computer printout for each node points. By considering the complete metal building system, the lateral deflection could be reduced to as much as 1/10 of that for the bare frame. The lateral deflection limitation is based upon the judgment of the design engineer unless specified otherwise. AMERICAN BUILDINGS CO. P.O. BOX 800 EUFAULA, ALABAMA 36072 Job Name: C:\ABCP\FRAMES\11454001.01A 02/19/97 10:36 AM Ver. 11.1 STEEL FRAME ANALYSIS AND DESIGN BY THE.DIRECT STIFFNESS METHOD ALL DESIGN IN ACCORDANCE WITH 89 AISC AND MBMA AS APPLICABLE BUILDING DESCRIPTION - - FRAME LINES 1-4 (INCL. EWS) 11454001 FRAME WIDTH BAY SPACING ROOF SLOPES INT. COLUMNS MEMBERS NODES 35.917 ft. 30.000 ft. 2 0 6 7 LEFT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 1.50 in. 208.00 in. NODE LOCATION WEB DEPTH CONNECTION BASE 1 0.000 ft. 8.000 in. PINNED SPLICE 2 10.000 ft. 8.000 in. RIGID EAVE 3 17.333 ft. 8.000 in. RIGID ROOF SLOPE 1 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- 1.000/ 12.0 9.50 in. 60.00 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 3 0.000 ft. 15.500 in. RIGID RIGHT END 4 17.958 ft. 32.566 in. RIGID ROOF SLOPE 2 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- -1.000/ 12.0 9.50 in. 60.00 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 4 17.958 ft. 32.566 in. RIGID RIGHT END 5 35.917 ft. 15.500 in. RIGID RIGHT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 1.50 in. 208.00 in. -- NODE LOCATION WEB DEPTH CONNECTION EAVE 5 17.333 ft. 8.000 in. RIGID SPLICE 6 10.000 ft. 8.000 in. RIGID BASE 7 0.000 ft. 8.000 in. PINNED Job Name C:\ABCP\FRAMES\11454001.01A BUILDING -- FRAME LINES 1-4 (INCL. EWS) 11454001 MEMBER SIZES * * * WEB - OUTER FLANGE * WEB * INNER FLANGE * FLANGE * YIELD STRESS MEMBER WIDTH THICK. * THICK..* WIDTH THICK. * WELD * FLANGE WEB (in.) (in.) * (in.) * (in.) (in.) * (in.) * (ksi) (ksi) 1 6.00 X 0.5000 0.1644 6.00 X 0.5000 0.1250 55.0 55.0 2 6.00 X 0.5000 0.1875 6.00 X 0.5000 0.1875 55.0 55.0 3 5.00 X 0.2500 0.1644 5.00 X 0.2500 0.1250 55.0 55.0 4 5.00 X 0.2500 0.1644 5.00 X 0.2500 0.1250 55.0 55.0 5 6.00 X 0.5000 0.1875 6.00 X 0.5000 0.1875 55.0 55.0 6 6.00 X 0.5000 0.1644 6.00 X 0.5000 0.1250 55.0 55.0 Job Name C:\ABCP\FRAMES\11454001.01A BUILDING -- FRAME LINES 1-4 (INCL. EWS) NODE COORDINATES NODE X Y (in.) (in.) 1 6.00 0.00 2 6.00 120.00 3 6.00 190.69 4 215.50 199.58 5 425.00 190.69 6 425.00 120.00 7 425.00 0.00 11454001 Job Name C:\ABCP\FRAMES\11454001.01A BUILDING =- FRAME LINES 1-4 (INCL. EWS) 11454001 LOAD COMBINATION 1 --- D + C + L ALLOWABLE STRESS FACTOR = 1.00 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * C1 C2 C3 C4 (psf) (psf) (psf) 12.00 0.00 5.10 0.00 0.00 0.00 0.00 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) 1 1 2 9.21 -1.14 0.00 -9.21 1.14 -11.37 2 2 3 9.21 -1.14 11.37 -9.21 1.14 -18.06 3 3 4 1.50 8.52 18.09 -1.14 0.05 59.40 4 4 5 1.14 0.05 -59.40 -1.50 8.52 -18.09 5 5 6 9.21 1.14 18.06 -9.21 -1.14 -11.37 6 6 7 9.21 1.14 11.37 -9.21 -1.14 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) 1 1 1.14 9.21 0.00 2 7 -1.14 9.21 0.00 Job Name C:\ABCP\FRAMES\11454001.01A BUILDING -- FRAME LINES 1-4 (INCL. EWS) 11454001 LOAD COMBINATION 2 --- D + W1-> ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 21.30 4.10 -0.15 -1.40 -1.10 -0.95 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) . 1 1 2 -14.99 3.65 0.00 14.99 -3.65 36.54 2 2 3 -14.99 3.65 -36.54 14.99 -3.65 58.07 3 3 4 -5.21 -13.82 -58.06 5.91 0.88 -76.95 4 4 5 -5.81 -1.38 76.95 5.24 -8.34 -11.13 5 5 6 -9.28 0.70 11.12 9.28 -0.70 -7.00 6 6 7 -9.28 0.70 7.00 9.28 -0.70 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) 1 1 -3.65 -14.99 0.00 2 7 -0.70 -9.28 0.00 Job Name C:\ABCP\FRAMES\11454001.01A BUILDING -- FRAME LINES 1-4 (INCL. EWS) 11454001 LOAD COMBINATION 3 --- D + W2-> ALLOWABLE STRESS FACTOR = 1.33 1989 RISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 21.30 4.10 0.75 -0.50 -0.15 -0.05 MEMBER END ACTIONS MEMBER NODES I J 1 1 2 2 2 3 3 3 4 4 4 5 5 5 6 6 6 7 SUPPORT NODE 1 1 2 7 * NODE I * NODE J * * * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) -4.50 2.36 0.00 4.50 -2.36 23.60 -4.50 2.36 -23.60 4.50 -2.36 37.50 1.78 -4.33 -37.49 -1.47 1.03 -11.18 1.55 -0.90 11.18 -1.71 1.35 -30.93 1.46 1.95 30.93 -1.46 -1.95 -19.46 1.46 1.95 19.46 -1.46 -1.95 0.00 * SUPPORT REACTIONS * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) -2.36 -4.50 0.00 -1.95 1.46 0.00 Job Name C:\ABCP\FRAMES\11454001.01A ' BUILDING -- FRAME LINES 1-4 (INCL. EWS) 11454001 LOAD COMBINATION 4 --- D + C + L + OVERHANG ALLOWABLE STRESS FACTOR 1.00 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 12.00 0.00 5.10 0.00 0.00 0.00 0.00 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip-ft) 1 1 17.33 0.00 -1.24 4.32 2 4 17.33 0.00 -1.24 -4.32 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) 1 1 2 10.45 -1.01 0.00 -10.45 1.01 -10.13 2 2 3 10.45 .-1.01 10.13 -10.45 1.01 -16.10, 3 3 4 1.38 8.52 20.46 -1.01 0.04 57.13 4 4 5 1.01 0.04 -57.13 -1.38 8.52 -20.46 5 5 6 10.45 1.01 16.10 -10.45 -1.01 -10.13 6 6 7 10.45 1.01 10.13 -10.45 -1.01 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) 1 1 1.01 10.45 0.00 2 7 -1.01 10.45 0.00 Job Name C:\ABCP\FRAMES\11454001.01A BUILDING -- FRAME LINES 1-4 (INCL. EWS) 11454001 LOAD COMBINATION 5 --- D + W1-> + OVERHANG ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 21.30 4.10 -0.15 -1.40 -1.10 -0.95 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip-ft) 1 1 17.33 0.00 4.05 -13.14 2 4 17.33 0.00 4.05 13.14 MEMBER END ACTIONS * NODE I * NODE J MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) 1 1 2 -19.04 3.28 0.00 19.04 -3.28 32.80 ' 2 2 3 -19.04 3.28 -32.80 19.04 -3.28 52.12 3 3 4 -4.83 -13.84 -65.25 5.53 0.90 -70.04 4 4 5 .5.44 -1.36 70.04 4.87 -8.36 -3.94 5 5 6 -13.33 1.07 17.07 13.33 -1.07 -10.74 6 6 7 -13.33 1.07 10.74 13.33 -1.07 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) 1 1 -3.28 -19.04 0.00 2 7 -1.07 -13.33 0.00 Job Name C:\ABCP\FRAMES\11454001.01A BUILDING -- FRAME LINES 1-4 (INCL. EWS) 11454001 LOAD COMBINATION 6 --- D + W2-> + OVERHANG ALLOWABLE STRESS FACTOR = 1.33 1989 RISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 21.30 4.10 0.75 -0.50 -0.15 -0.05 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft. ) * (kips) (kips) (kip-ft) 1 1 17.33 0.00 4.05 -13.14 2 4 17.33 0.00 4.05 13.14 _ MEMBER END ACTIONS * NODE I * NODE J' * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I, J * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) 1 1 2 -8.55 1.99 0.00 8.55 -1.99 19.85 2 2 3 -8.55 1.99 -19.85 8.55 -1.99 31.55 3 3 4 2.15 -4.35 -44.68 -1.84 1.05 -4.27 .4 4 5 1.93 -0.89 4.27 -2.08 1.34 -23.74 5 5 6 -2.59 2.32 36.88 2.59 -2.32 -23.21 6 6 7 -2.59 2.32 23.21 2.59 -2.32 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) _. 1 1 -1.99 -8.55 0.00 2 7 -2.32 -2.59 0.00 Job Name C:\ABCP\FRAMES\11454001.01A BUILDING -- FRAME LINES 1-4 (INCL. EWS) 11454001 MAXIMUM STRESS RATIOS-89 AISC ALLOWABLE STRESS DESIGN OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG WEB SHEAR INNER FLG MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 6.00 0.5000 0.1644 6.00 0.5000 0.389 2 0.084 2 0.436 2 2 6.00 0.5000 0.1875 6.00 0.5000 0.589 2 0.875 2 0.635 2 3 5.00 0.2500 0.1644 5.00 0.2500 0.673 5 0.540 5 0.674 5 4 5.00 0.2500 .0.1644 5.00 0.2500 0.673 5 0.540 5 0.674 5 5 6.00 0.5000 0.1875 6.00 0.5000 0.589 2 0.875 2 0.635 2 6 6.00 0.5000 0.1644 6.00 0.5000 0.389 2 0.084 2 0.436 2 Job Name C:\ABCP\FRAMES\11454001.01A BUILDING -- FRAME LINES 1-4 (INCL. EWS) 11454001 BOLTED SPLICE SUMMARY PLATE * BOLTS WIDTH/ * * CONNECTION RESISTANCE *MOM. THICK. * ROWS GAGE DIA. * TENSION COMPRES. MOMENT * ARM YT YC NODE (in.) * LINES (in.)* (kips) (kips) (kip-ft) *(in.) (in.) (in.) 3 6.00X TOP 2 2 0.750 42.3 43.4 55.8 15.61 0.29 0.15 0.500 BOT. 2 2 0.750 45.0 46.8 59.5 15.57 0.26 0.23 5 6.00X TOP 2 2 0.750 42.3 43.4 55.8 15.61 0.29 0.15 0.500 BOT. 2 2 0.750 45.0 46.8 59.5 15.57 0.26 0.23 Job Name C:\ABCP\FRAMES\11454001.01A BUILDING -- FRAME LINES 1-4 (INCL. EWS) 11454001 FRAME SUPPORTS * BASE PLATE * ANCHOR BOLTS * THICKNESS WIDTH LENGTH * NO. DIAMETER AREA SUP. * NODE (in.) (in.) (in.) * (in.) (in2) 1 1 0.375 6.000 9.500 2 0.750 0.884 2 7 0.375 6.000 9.500 2 0.750 0.884 * REACTIONS * HORIZ. VERTICAL MOMENT * NODE * LOAD (kips) (kips) (kip-ft) * 1 1 1.14 9.21 0.00 2 -3.65 -14.99 0.00 3 -2.36 -4.50 0.00 4 1.01 10.45 0.00 5 -3.28 -19.04 0.00 6 -1.99 -8.55 0.00 7 1 -1.14 9.21 0.00 2 -0.70 -9.28 0.00 3 -1.95 1.46 0.00 4 -1.01 10.45 0.00 5 -1.07 -13.33 0.00 6 -2.32 -2.59 0.00 BOLT RESISTANCE SHEAR TENSION (kips) (kips) 8.84 17.67 11.75 23.50 11.75 23.50 8.84 17.67 11.75 23.50 11.75 23.50 8.84 17.67 11.75 23.50 11.75 23.50 8.84 17.67 11.75 23.50 11.75 23.50 AMERICAN BUILDINGS CO. P.O. BOX 800 EUFAULA, ALABAMA 36072 Job Name: C:\ABCP\FRAMES\11454001.02A 02/20/97 09:10 AM Ver. 11.1 STEEL FRAME ANALYSIS AND DESIGN BY THE.DIRECT STIFFNESS METHOD ALL DESIGN IN ACCORDANCE WITH 89 AISC AND MBMA AS APPLICABLE BUILDING DESCRIPTION - - FRAME LINES 1 & 2 (NON-EXP.) 11454001 FRAME WIDTH BAY SPACING ROOF SLOPES INT. COLUMNS MEMBERS NODES 35.917 ft. 7.500 ft. 2 0 6 7 LEFT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 1.50 in. 213.00 in. NODE LOCATION WEB DEPTH CONNECTION BASE 1 0.000 ft. 8.000 in. PINNED SPLICE 2 10.000 ft. 8.000 in. RIGID EAVE 3 17.750 ft. 8.000 in. RIGID ROOF SLOPE 1 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- 1.000/ 12.0 9.50 in. 60.00 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 3 0.000 ft. 11.000 in. RIGID RIGHT END 4 17.958 ft. 28.066 in. RIGID ROOF SLOPE 2 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- -1.000/ 12.0 9.50 in. 60.00 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 4 17.958 ft. 28.066 in. RIGID RIGHT END 5 35.917 ft. 11.000 in. RIGID RIGHT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 1.50 in. 213.00 in. NODE LOCATION WEB DEPTH CONNECTION EAVE 5 17.750 ft. 8.000 in. RIGID SPLICE 6 10.000 ft. 8.000 in. RIGID BASE 7 0.000 ft. 8.000 in. PINNED Job Name C:\ABCP\FRAMES\11454001.02A BUILDING -- FRAME LINES 1 & 2 (NON-EXP.) 11454001 MEMBER SIZES * * * WEB - OUTER FLANGE * WEB * INNER FLANGE * FLANGE MEMBER WIDTH THICK. * THICK. * WIDTH THICK. * WELD (in.) (in.) * (in.) * (in.) (in.) * (in.) 1 5.00 X 0.3750 0.1345 5.00 X 0.3750 0.1250 2 5.00 X 0.3750 0.1875 5.00,X 0.3750 0.1875 3 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 4 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 5 5.00 X 0.3750 0.1875 5.00 X 0.3750 0.1875 6 5.00 X 0.3750 0.1345 5.00 X 0.3750 0.1250 YIELD STRESS FLANGE WEB (ksi) (ksi) 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 Job Name C:\ABCP\FRAMES\11454001.02A BUILDING -- FRAME LINES 1 & 2 (NON-EXP.) 11454001 NODE COORDINATES NODE X Y (in.) (in.) 1 6.00 0.00 2 6.00 120.00 3 6.00 197.95 4 215.50 206.84 5 425.00 197.95 6 425.00 120.00 7 425.00 0.00 Job Name C:\ABCP\FRAMES\11454001.02A BUILDING -- FRAME LINES 1 & 2 (NON-EXP.) 11454001 LOAD COMBINATION 1 --- D + C + L ALLOWABLE STRESS FACTOR = 1.00 1989 RISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf ) (psf ) (psf ) 18.61 0.00 8.00 0.00 0.00 0.00 0.00 MEMBER END ACTIONS * NODE I * NODE J * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) 1 1 2 3.58 -0.42 0.00 -3.58 0.42 -4.24 2 2 3 3.58 -0.42 4.24 -3.58 0.42 -6.99 3 3 4 0.56 3.31 7.00 -0.42 0.02 23.16 4 4 5 0.42 0.02 -23.16 -0.56 3.31 -7.00 5 5 6 3.58 0.42 6.99 -3.58 -0.42 -4.24 6 6 7 3.58 0.42 4.24 -3.58 -0.42 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) 1 1 0.42 3.58 0.00 2 7 -0.42 3.58 0.00 Job Name C:\ABCP\FRAMES\11454001.02A BUILDING -- FRAME LINES 1 & 2 (NON-EXP.) 11454001 LOAD COMBINATION 2 --- D + W1-> ALLOWABLE STRESS FACTOR = 1.33 UNIFORM LOADS LIVE WIND DEAD (psf) (psf) (psf) 0.00 23.05 7.00 1989 AISC/ASD * WIND COEFFICIENTS * * Cl C2 C3 C4 * 1.33 -0.66 -0.66 -0.12 MEMBER END ACTIONS * NODE I * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL I J * (kips) (kips) (kip-ft) * (kips) 1 1 2 -2.21 1.30 0.00 2.21 2 2 3 -2.21 1.30 -13.03 2.21 3 3 4 0.73 -2.16 -21.49 -0.61 4 4 5 0.71 -1.07 7.80 -0.82 5 5 6 -0.01 1.02 16.90 0.01 6 6 7 -0.01 1.02 10.25 0.01 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) 1 1 -1.30 -2.21 0.00 2 7 -1.02 -0.01 0.00 NODE J SHEAR MOMENT (kips) (kip-ft) -1.30 13.03 -1.30 21.49 1.13 -7.80 0.04 -16.91 -1.02 -10.25 -1.02 0.00 Job Name C:\ABCP\FRAMES\11454001.02A BUILDING -- FRAME LINES 1 & 2 (NON-EXP.) 11454001 LOAD COMBINATION 3 --- D + W2-> ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 23.05 7.00 0.33 -1.66 -1.66 -1.12 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) 1 1 2 -5.31 1.66 0.00 5.31 -1.66 16.58 2 2 3 -5.31 1.66 -16.58 5.31 -1.66 27.36 ` 3 3 4 -1.37 -4.96 -27.35 1.60 1.03 -26.98 4 4 5 -1.51 -1.16 26.98 1.28 -2.77 -11.04 5 5 6 -3.11 0.67 11.04 3.11 -0.67 -6.69 6 6 7 -3.11 0.67 6.69 3.11 -0.67 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) 1 1 -1.66 -5.31 0.00 2 7 -0.67 -3.11 0.00 Job Name C:\ABCP\FRAMES\11454001.02A BUILDING -- FRAME LINES 1 & 2 (NON-EXP.) 11454001 LOAD COMBINATION 4 --- D + C + L + OVERHANG ALLOWABLE STRESS FACTOR = 1.00 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 18.61 0.00 8.00 0.00 0.00 0.00 0.00 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT - * (ft.) * (kips) (kips) (kip-ft) 1 1 17.75 0.00 -0.31 1.07 2 4 17.75 0.00 -0.31 -1.07 MEMBER END ACTIONS * NODE I * NODE J MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) 1 1 2 3.89 -0.39 0.00 -3.89 0.39 -3.92 2 2 3 3.89 .-0.39 3.92 -3.89 0.39 -6.47 3 3 4 0.53 3.32 7.55 -0.39 0.02 22.63 4 4 5 0.39 0.02 -22.63 -0.53 3.32 -7.55 5 5 6 3.89 0.39 6.47 -3.89 -0.39 -3.92 6 6 7 3.89 0.39 3.92 -3.89 -0.39 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) -. 1 1 0.39 3.89 0.00 2 7 -0.39 3.89 0.00 Job Name C:\ABCP\FRAMES\11454001.02A BUILDING -- FRAME LINES 1 & 2 (NON-EXP.) 11454001 LOAD COMBINATION 5 --- D + W1-> + OVERHANG ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 23.05 7.00 1.33 -0.66 -0.66 -0.12 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip-ft) 1 1 17.75 0.00 1.45 -4.12 2 4 17.75 0.00 1.45 4.12 � MEMBER END ACTIONS * NODE I * NODE J MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip-ft) * (kips) (kips) (kip-ft) 1 1 2 -3.66 1.18 0.00 3.66 -1.18 11.82 2 2 3 -3.66 1.18 -11.82 3.66 -1.18 19.50 3 3 4 0.85 -2.17 -23.62 -0.73 1.13 -5.76 4 4 5 0.83 -1.07 5.76 -0.94 0.03 -14.77 5 5 6 -1.46 1.15 18.89 1.46 -1.15 -11.45 6 6 7 -1.46 1.15 11.45 1.46 -1.15 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) 1 1 -1.18 -3.66 0.00 2 7 -1.15 -1.46 0.00 Job Name C:\ABCP\FRAMES\11454001.02A BUILDING -- FRAME LINES 1 & 2 (NON-EXP.) 11454001 LOAD COMBINATION 6 --- D + W2-> + OVERHANG ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 23.05 7.00 0.33 -1.66 -1.66 -1.12 * CONCENTRATED LOADS * LOAD NO. LINE NO. * * 1 1 2 4 MEMBER NODES I J 1 1 2 2 2 3 3 3 4 4 4 5 5 5 6 6 6 7 SUPPORT NODE 1 1 2 7 * * LOAD COMPONENTS LOCATION * HORIZONTAL VERTICAL MOMENT (ft.) * (kips) (kips) (kip-ft) 17.75 0.00 1.45 -4.12 17.75 0.00 1.45 4.12 * * AXIAL * (kips) -6.76 -6.76 -1.25 -1.39 -4.56 -4.56 MEMBER END ACTIONS NODE I * NODE J * SHEAR MOMENT * AXIAL SHEAR MOMENT (kips) (kip-ft) * (kips) (kips) (kip-ft) 1.54 0.00 6.76 -1.54 15.38 1.54 -15.38 6.76 -1.54 25.37 -4.97 -29.49 1.48 1.04 -24.94 -1.16 24.94 1.16 -2.77 -8.91 0.79 13.03 4.56 -0.79 -7.90 0.79 7.90 4.56 -0.79 0.00 * SUPPORT REACTIONS * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip-ft) -1.54 -6.76 0.00 -0.79 -4.56 0.00 Job Name C:\ABCP\FRAMES\11454001.02A BUILDING -- FRAME LINES 1 & 2 (NON-EXP.) 11454001 MAXIMUM STRESS RATIOS-89 AISC ALLOWABLE STRESS DESIGN OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG WEB SHEAR INNER FLG MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 5.00 0.3750 0.1345 5.00 0.3750 0.413 3 0.056 3 0.499 5 2 5.00 0.3750 0.1875 5.00 0.3750 0.643 3 0.607 3 0.777 5 3 5.00 0.2500 0.1345 5.00 0.2500 0.479 6 0.293 6 0.476 6 4 5.00 0.2500 0.1345 5.00 0.2500 0.479 6 0.293 6 0.476 6 - 5 5.00 0.3750 0.1875 5.00 0.3750 0.643 3 0.607 3 0.777 5 6 5.00 0.3750 0.1345 5.00 0.3750 0.413 3 0.056 3 0.499 5 Job Name C:\ABCP\FRAMES\11454001.02A BUILDING -- FRAME LINES 1 & 2 (NON-EXP.) 11454001 BOLTED SPLICE SUMMARY PLATE * BOLTS WIDTH/ * * CONNECTION RESISTANCE *MOM. THICK. * ROWS GAGE DIA. * TENSION COMPRES. MOMENT * ARM YT YC NODE (in.) * LINES (in.)* (kips) (kips) (kip-ft) *(in.) (in.) (in.) 3 5.00X TOP 2 2 0.750 38.5 38.9 35.6 11.03 0.39 0.12 0.500 BOT. 2 2 0.750 40.8 41.5 37.9 11.05 0.36 0.13 5 S.00X TOP 2 2 0.750 38.5 38.9 35.6 11.03 0.39 0.12 0.500 BOT. 2 2 0.750 40.8 41.5 37.9 11.05 0.36 0.13 Job Name C:\ABCP\FRAMES\11454001.02A BUILDING -- FRAME LINES 1 & 2 (NON-EXP.) 11454001 FRAME SUPPORTS * * SUP. * NODE 1 1 2 7 * * INo) 93�91i?=awl 1 1 2 3 4 5 6 7 1 2 3 4 5 6 BASE PLATE THICKNESS WIDTH (in.) (in.) 0.375 6.000 0.375 6.000 * ANCHOR BOLTS LENGTH * NO. DIAMETER AREA (in.) * (in.) (in2) 9.500 2 0.750 0.884 9.500 2 0.750 0.884 REACTIONS * BOLT RESISTANCE HORIZ. VERTICAL MOMENT * SHEAR TENSION (kips) (kips) (kip-ft) * (kips) (kips) 0.42 3.58 0.00 8.84 17.67 -1.30 -2.21 0.00 11.75 23.50 -1.66 -5.31 0.00 11.75 23.50 0.39 3.89 0.00 8.84 17.67 -1.18 -3.66 0.00 11.75 23.50 -1.54 -6.76 0.00 11.75 23.50 -0.42 3.58 0.00 8.84 17.67 -1.02 -0.01 0.00 11.75 23.50 -0.67 -3.11 0.00 11.75 23.50 -0.39 3.89 0.00 8.84 17.67 -1.15 -1.46 0.00 11.75 23.50 -0.79 -4.56 0.00 11.75 23.50 1 i i ' 4 F t `yRi. A 1 Calculations supporting the structured integr* of the endwall framing and tension rod bracing are presented in this section. Endwal wmponents included in the analysis are the roof beam, comer columns, interior colurrm, and, if necessary, tension bracing. In addition, the analysis contains the designs for the roof and sidewall tension bracing. Figure 4 of this section, illustrates these rombers schematically, along with the loadings imposed on them. The endwall roof beam is designed for the spewoffied toad combinations using the moments for a continuous beam. The interior wW comer columns are designed as pinned -end compression members under the dead plus live loading. For the horizontal wind load, the interior columns are desigrwd as simple beams. The wind forces exerted on the sidewalls are resisted where possible by the wall diaphragm or by tension bracing. The roof bracing are tensim members which transfer the wind forces on the ends of the building to the eave vAme the sidewall bracing carries the sum of the forces to the foundation. Figure 5 shows fi?ee forces acting on the bracing. Page 4 of this Section defines the nomenclature used in the computer printout that follows. The printout list the results of the stress analysis on the above building members. Included in the results are the actual and allowable stresses controlling the design of the member. The allowable stresses are based on the yield stresses being 36 KSI for the hot -rolled mill sections and rods, and 55 KSI for factory built-up sections. LOADING RLcc RL2 RL, RL, RL, RL,, LIVE + DEAD FRAMING ROOF BEAM i RHA RHEA i i FNo d F^'0 / e'Qgc✓tiC ✓O�q ' h,gCC l C 9�✓� Oi�,c co(�M�S h � SCALE: DWN. BY: CKD. HYAPP'D. Ell ISSUE DATE: f.V4 RVI RV, RV, RVf 'IVY RV, kV, RV, W, WIND -+ DEAD WiND ON SIDEWALL _ WIND UCAD WIND ON ENDWAI_L d CORNER COLUMN DATE COLUMN AND BEAM NUFAVLA --- ENDW.ALI. BRACING DWAIN4 . 8 1 9 - 68 N ug= � C: j � � Rsv A V-6-1 , "F- 8 L D (-, rl i YANG ix ANG 6) (3 RWF 131 1W1 G1 Wl 12) frWF 131 PLAN ENDWALL ELEVATION FIG. 5 (L END FRAME CL RIGID FRAME � RIGID FRAME (I END FRAME 11 $CALL, NON[ DATE WAW%§V S4U B4368 COLUMN AND BEAM ENDWALL CN9CI(tD 1111 DEW" *JWO Illy . ROD BRAC ING A*"4 t SC-3 -3 [Human 704*1 AREA - Cross -sectional area of section (In') ANQ - Angle tension bracing makes with direction of wind force. A TEN - Allowable tension force In rod or cable bracing AX F / AX FOR - Actual axial force BN MOM - Bending moment BND RAT / BN RAT - Ratio of actual to allowable bending moment CB FOR - Actual tension force in rod or cable bracing COL HT - Column Height or beam length CWCH - Torsional warping constant of "C" Section DL - Dead Load FA - Allowable axial stress FS - Allowable bending straw FBA Actual bending stress F-K - Foot kips H BASE - Horizontal reaction at base of column INTERACTION RATIO - Combined axial and bending K - Kips LL - Live Load LEEWARD - Side in the direction toward which the wind blows MOMT - Bending moment MNT L - Bending moment left of a point MNT R - Bending moment right of a point OCH - Effective section factor for a "C" Section ROCH - Polar radius of gyration of "C" Section about the shear center RWF - Wind force resisted by tension bracing RX - Radius of gyration of a section about the major axis RY - Radius of gyration of a section about the minor axis RYT - Radius of gyration of a 'r section composed of the compression ftnge and 1/3 of tPee compression web of a sanction taken about an axis In the plane of the web. SHR L - Shear force left of a point SHR R - Shear force right of a point SHR RAT / SH RATIO - Ratio of actual to allowable shear forces SL - Snow Load ST FOR - Strut force SXT - Tension section modulus about major axis SXC - Compression section modulus about major axis TCH - Thickness of a "C" Section LJLX - Unbraced length along major axis ULY - Unbraced length along minor axis V BASE - Vertical reaction at base of column V TOP - Horizontal reaction at top of a column VJCH - Saint Venant torsion constant of "C" Section VYCH - Minor axis moment of inertia of compression area of "C" Section WINDWARD - Side upon which the wind blows WL - Wind Load WN FOR - Wind force resisted by tension bracing XOCH - Distance from shear center to centroid of "C" Section along X axis Column and Beam Endwall Design Ver. 11.1 Page 1 American Buildings Company Eufaula, AL Wed Feb 19 09:27:07 1997 Job Name: 11454001 Job Part: 1 LEW BUILDING TYPE IS SYMMETRICAL SINGLE GABLE BUILDING WIDTH = 35.917 ft BUILDING LENGTH = 96.000 ft LEFT HEIGHT = 17.333 ft RIGHT HEIGHT = 17.333 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE _ 1.000 :12 BAY SPACING = 33.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 1994 Standard Building Code BUILDING USE CATEGORY: 01 All buildings except those listed below 2 Buildings where the primary occupancy exceeds 300 people 3 Buildings designated as essential facilities 4 Buildings that represent a low hazard to human life SNOW EXPOSURE CATEGORY: r A Windy area with roof exposed all sides & no shelter afforded by terrain -'B Windy areas with little shelter available ■C Locations where snow removal by wind can't be relied upon to reduce load D Areas that do not experience much wind & terrain or trees shelter roof E Densely forested areas that experience little wind & located among trees ENCLOSURE CONDITION: Enclosed structure ■Partially enclosed & unevenly distributed openings not > 20% total wall area DESIGN ROOF LIVE LOAD = 20.000 psf COLLATERAL LOAD = 1.000 psf SNOW EXPOSURE FACTOR = 1.000 SNOW IMPORTANCE FACTOR = 1.000 SLOPE ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 100.000 mph WIND IMPORTANCE FACTOR = 1.000 ** DESIGN LOAD COMBINATIONS CASE NO 1 LOAD FACT / GROUP => * * * LOADS GROUP TYPE M FM TO DL UNIF R 0 0 WL UNIF C 2 3 WL UNIF B 1 4 HORIZ START psf/ ft kips 0.000 0.00 0.000 -31.55 0.000 -76.77 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 36.0 ksi FY BUILT UP = 55.0 ksi 1.0 DL VERT psf/ kips -4.00 0.00 0.00 1.0 WL MOMT END HORIZ VERT kip-ft ft psf psf 0.00 35.917 0.000 -4.000 0.00 0.000 -31.548 0.000 0.00 0.000 -76.770 0.000 Column and Beam Endwall Design Ver. 11.1 Page 2 American Buildings Company Eufaula, AL Wed Feb 19 09:27:07 1997 Job Name: 11454001 Job Part: 1 LEW *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND RT SHR RT ft in in in in --- 2 ----------- W8X10 -------------------------- 7.958 6 0.375 8.50 ----------------- ------ 1 0.75 0.069 0.045 3 W8X10 27.958 6 0.375 8.50 1 0.75 0.069 0.045 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => ---- kips ------- kips ------- ----------- ---------- 1 1.3 0.0 1.0 DL 1.0 WL Column and Beam Endwall Design Ver. 11.1 Page 3 American Buildings Company Eufaula, AL Wed Feb 19 09:27:07 1997 Job Name: 11454001 Job Part: 1 LEW *** WIND BRACING DESIGN . *** BRACING LOCATIONS BY BAY NUMBER *** FSW => 2 *** RSW => 2 *** ROOF => 1 -------------------------------------------------------------------------- CASE NO : 1 LOAD FACT / GROUP => 1.0 DL 1.0 WL *** REAR SIDEWALL BRACING DESIGN BRACED BAY 30.000 ft - NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN -- ft --- --- ---- ft ------ kips ------ kips ------ kips ------ kips ----- 1 30.000 1 BC 5 34.366 4.323 4.952 NA 7.453 *** ROOF BRACING DESIGN BRACED BAY 33.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN -- ft --- --- ---- ft ------ kips ------ kips ------ kips ------ kips ----- 1 7.958 1 BC 4 33.953 1.610 1.656 4.323 4.427 2 20.000 2 BC 4 38.624 0.000 0.000 1.610 4.427 3 7.958 1 BC 4 33.953 1.610 1.656 3.220 4.427 *** FRONT SIDEWALL BRACING DESIGN BRACED BAY 30.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR A TEN -- ft --- --- ---- ft ------ kips ------ kips ------ kips ------ kips ----- 4 30.000 1 BC 5 34.366 4.323 4.952 NA 7.453 *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => ---- 1 ---------- 2.5kips ---------- 4.3kips --------------------- 1.0 DL 1.0 WL CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => ---- 1 ---------- 2.5kips ---------- 4.3kips --------------------- 1.0 DL 1.0 WL Column and Beam Endwall Design Ver. 11.1 Page 1 American Buildings Company Eufaula, AL Tue Feb 18 17:30:25 1997 Job Name: 11454001 Job Part: 1 REW BUILDING TYPE IS SYMMETRICAL SINGLE GABLE BUILDING WIDTH = 35.917 ft BUILDING LENGTH = 96.000 ft LEFT HEIGHT = 17.333 ft RIGHT HEIGHT = 17.333 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE = 1.000 :12 BAY SPACING = 33.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 1994 Standard Building Code BUILDING USE CATEGORY: ■1 All buildings except those listed below 2 Buildings where the primary occupancy exceeds 300 people 3 Buildings designated as essential facilities 4 Buildings that represent a low hazard to human life SNOW EXPOSURE CATEGORY: ,k Windy area with roof exposed all sides & no shelter afforded by terrain '3 Windy areas with little shelter available ■C Locations where snow removal by wind can't be relied upon to reduce load D Areas that do not experience much wind & terrain or trees shelter roof E Densely forested areas that experience little wind & located among trees ENCLOSURE CONDITION: Enclosed structure ■Partially enclosed & unevenly distributed openings not > 20% total wall area DESIGN ROOF LIVE LOAD = 20.000 psf COLLATERAL LOAD = 1.000 psf SNOW EXPOSURE FACTOR = 1.000 SNOW IMPORTANCE FACTOR = 1.000 SLOPE ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 100.000 mph WIND IMPORTANCE FACTOR = 1.000 DESIGN LOAD COMBINATIONS CASE NO 1 LOAD FACT / GROUP => 1.0 DL 1.0 WL *** LOADS HORIZ VERT GROUP TYPE M FM TO START psf/ psf/ MOMT END HORIZ VERT ft ----- ---- - -- -- ----- kips ----- kips ---- kip-ft ---- ft --- psf ----- psf DL UNIF R 0 0 0.000 0.00 -4.00 0.00 35.917 0.000 ---- -4.000 WL UNIF C 2 3 0.000 -31.55 0.00 0.00 0.000 -31.548 0.000 FY COLD FORMED = FY HOT ROLLED = FY BUILT UP = 55.0 ksi 36.0 ksi 55.0 ksi Column and Beam Endwall Design Ver. 11.1 Page 2 American Buildings Company Eufaula, AL Tue Feb 18 17:30:25 1997 Job Name: 11454001 Job Part: 1 REW *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND RT SHR RT ft in in in in --- 2 ----------- W8X10 -------------------------- 7.958 6 0.375 8.50 ----------------- ------ 1 0.75 0.069 0.045 3 W8X10 27.958 6 0.375 8.50 1 0.75 0.069 0.045 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => ---- kips ------- kips ------- ----------- ---------- 1 1.3 0.0 1.0 DL 1.0 WL Column and Beam Endwall Design Ver. 11.1 Page 1 American Buildings Company Eufaula, AL Thu Feb 20 09:26:43 1997 Job Name: 11454001 Job Part: 2 LEW BUILDING TYPE IS SYMMETRICAL SINGLE GABLE BUILDING WIDTH = 35.917 ft BUILDING LENGTH = 15.000 ft LEFT HEIGHT = 17.750 ft RIGHT HEIGHT = 17.750 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE = 1.000 :12 BAY SPACING = 15.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 1988 ASCE-7 Design Standard BUILDING USE CATEGORY: ■1 All buildings except those listed below 2 Buildings where the primary occupancy exceeds 300 people 3 Buildings designated as essential facilities 4 Buildings that represent a low hazard to human life SNOW EXPOSURE CATEGORY: A Windy area with roof exposed all sides & no shelter afforded by terrain 'B Windy areas with little shelter available ■C Locations where snow removal by wind can't be relied upon to reduce load D Areas that do not experience much wind & terrain or trees shelter roof E Densely forested areas that experience little wind & located among trees ENCLOSURE CONDITION: Enclosed structure ■Partly enclosed has unequally distributed openings < 20% of wall any side WIND EXPOSURE CATEGORY: A Large city centers with at least 50% of nearby buildings > 70 feet high B Urban and suburban areas, wooded areas, other terrain with obstructions ■C Open terrain with scattered obstructions (flat open country & grassland) D Flat unobstructed coastal areas directly exposed to wind flow over water COLLATERAL LOAD = 1.000 psf SNOW EXPOSURE FACTOR = 1.000 SNOW IMPORTANCE FACTOR = 1.000 -'LOPE ROOF SNOW LOAD = 0.000 psf _;'ESIGN WIND VELOCITY = 100.000 mph DISTANCE TO COAST = 30.000 miles WIND IMPORTANCE FACTOR = 1.035 *** DESIGN LOAD COMBINATIONS CASE NO : 1 LOAD FACT / GROUP => 1.0 DL 1.0 WL * * * LOADS HORIZ VERT GROUP TYPE M FM TO START psf/ psf/ MOMT END HORIZ VERT ----- ---- - -- -- ft ----- kips ----- kips ---- kip-ft ---- ft --- psf ----- psf DL UNIF R 0 0 0.000 0.00 -4.00 0.00 35.917 0.000 ---- -4.000 WL UNIF C 2 3 0.000 -44.25 0.00 0.00 0.000 -44.250 0.000 _ WL UNIF B l.-A 0.000 -59.72 0.00 0.00 0.000 -59.720 0.000 Column and Beam Endwall Design Ver. 11.1 Page 2 American Buildings Company Eufaula, AL Thu Feb 20 09:26:44 1997 Job Name: 11454001 Job Part: 2 LEW FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 36.0 ksi FY BUILT UP = 55.0 ksi *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND RT SHR RT ft in in in in --------------------------------------------------------- ------ 2 W8X10 7.958 6 0.375 8.50 1 0.75 0.035 0.038 3 W8X10 27.958 6 0.375 8.50 1 0.75 0.035 0.038 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => kips kips 1 0.6 0.2 1.0 DL 1.0 WL Column and Beam Endwall Design Ver. 11.1 Page 3 American Buildings Company Eufaula, AL Thu Feb 20 09:26:44 1997 Job Name: 11454001 Job Part: 2 LEW *** WIND BRACING DESIGN *** BRACING LOCATIONS BY BAY NUMBER *** FSW => 1 *** RSW => 1 *** ROOF => 1 CASE NO 1 LOAD FACT / GROUP => 1.0 DL 1.0 WL *** REAR SIDEWALL BRACING DESIGN BRACED BAY 15.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR ft ft kips kips kips 1 15.000 1 BC 5 22.807 3.169 4.818 NA *** ROOF BRACING DESIGN BRACED BAY 15.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR ft ft kips kips kips -- --- --- 1 7.958 1 ---- BC 4 ------ 16.993 ------ 1.009 ------ 1.142 ------ 3.169 2 20.000 2 BC 4 25.055 0.000 0.000 1.009 3 7.958 1 BC 4 16.993 1.009 1.142 2.018 *** FRONT SIDEWALL BRACING DESIGN BRACED BAY 15.000 ft NO BAY QTY SIZE LENGTH WN FOR CB FOR ST FOR ft -- --- --- ---- ft ------ kips ------ kips ------ kips ------ 4 15.000 1 BC 5 22.807 3.169 4.818 NA *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => -------------- 1 3.7kips ---------- 3.2kips --------------------- 1.0 DL 1.0 WL CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => -------------- 1 3.7kips ---------- 3.2kips --------------------- 1.0 DL 1.0 WL A TEN kips 7.453 A TEN kips 4.427. 4.427 4.427 A TEN kips 7.453 Column and Beam Endwall Design Ver. 11.1 Page 1 American Buildings Company Eufaula, AL Wed Feb 19 15:40:02 1997 Job Name: 11454001 Job Part: 2 REW BUILDING TYPE IS SYMMETRICAL SINGLE GABLE BUILDING WIDTH = 35.917 ft BUILDING LENGTH = 15.000 ft LEFT HEIGHT = 17.750 ft RIGHT HEIGHT = 17.750 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE _ 1.000 :12 BAY SPACING = 15.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 1988 ASCE-7 Design Standard BUILDING USE CATEGORY: ■l All buildings except those listed below 2 Buildings where the primary occupancy exceeds 300 people 3 Buildings designated as essential facilities 4 Buildings that represent a low hazard to human life SNOW EXPOSURE CATEGORY: A Windy area.with roof exposed all sides & no shelter afforded by terrain -'3 Windy areas with little shelter available ■C Locations where snow removal by wind can't be relied upon to reduce load D Areas that do not experience much wind & terrain or trees shelter roof E Densely forested areas that experience little wind & located among trees ENCLOSURE CONDITION: Enclosed structure ■Partly enclosed has unequally distributed openings < 20% of wall any side WIND EXPOSURE CATEGORY: A Large city centers with at least 50% of nearby buildings > 70 feet high B Urban and suburban areas, wooded areas, other terrain with obstructions ■C Open terrain with scattered obstructions (flat open country & grassland) D Flat unobstructed coastal areas directly exposed to wind flow over water COLLATERAL LOAD 1.000 psf SNOW EXPOSURE FACTOR = 1.000 SNOW IMPORTANCE FACTOR = 1.000 �tiOPE ROOF SNOW LOAD = 0.000 psf _,`3SIGN WIND VELOCITY = 100.000 mph DISTANCE TO COAST = 30.000 miles WIND IMPORTANCE FACTOR = 1.035 *** DESIGN LOAD COMBINATIONS CASE NO : 1 LOAD FACT / GROUP => 1.0 DL 1.0 WL *** LOADS HORIZ VERT GROUP TYPE M FM TO START psf/ psf/ MOMT END HORIZ VERT ----- ---- - -- -- ft ----- kips ----- kips ---- kip-ft ---- ft --- psf ----- psf ---- DL UNIF R 0 0 0.000 0.00 -4.00 0.00 35.917 0.000 -4.,000 WL UNIF C 2 3 0.000 -44.25 0.00 0.00 0.000 -44.250 0.000 FY- COLD FORMED 55.0 ksi FY HOT ROLLED = 36.0 ksi FY BUILT UP = 55.0 ksi Column and Beam Endwal1 Design Ver. 11.1 Page 2 American Buildings Company Eufaula, AL Wed Feb 19 15:40:02 1997 Job Name: 11454001 Job Part: 2 REW *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND RT SHR RT ft in in in in --- 2 ----------- W8X10 -------------------------- 7.958 6 0.375 8.50 ----------------- ------ 1 0.75 0.035 0.038 3 W8X10 27.958 6 0.375 8.50 1 0.75 0.035 0.038 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => ---- kips ------- kips ------- ----------- ---------- 1 0.6 0.2 1.0 DL 1.0 WL c � _ v •� � die S �S COZY'S STANDARD PURLINS AND GIRTS ARE LIGHT GAGE 6 x 2 1/2" "Z". 9 1/2" x 3" "Z AMO 1 x 1 2" �C SECTIONS (WITH STIFFENED FLANGES) COLD FORMED FROM 55,000 PSI YIELD STEEL. THE SECTION PROPERTIES AND CAPACITIES COMPUTED IN ACCORDANCE WITH 1986 AISI SPECIFICATIONS ARE --- qN \ THICKNESS Tin. (AR�A M. ) WEIGHT 10./FT. 1 (in.°) S. • (in?) r , (M.) : r (b.) ALLOW STRESS SHEAR (N)koi BEAM STRESS fE ksi ( ) MAX. � ALLOW SHEAR (KIPS) IALLOW �LOxW ( SHEAR 0) (KIPS) ALLOW MOMENT (FT KIPS) ALLOW MOMENT (FT. KIPS) SZ16 0.060 0.86 2.90 8.25 I 1.89 3.10 1.26 5.52 33.0 2.44 3.25 5.02 6.69 U15 0.067 0.96 3.23 0.15 2,05 3.10 1.25 6.91 33.0 3.41 4.55 5.64 7.52 8214 0.073 1.04 3.52 9.97 2,27 3.10 1,25 8.23 33.0 4.42 Sao 6.24 8.32 aZ13 0.002 1.17 3.% 11.14 2." 3.00 1.25 10.43 33.0 6.28 8.37 7.36 9.81 eZ12 0.090 1.28 4,35 12.18 2.09 3.09 1,24 12.62 33,0 8.32 11.09 8.23 t0.97 9.3Z15 0.064 1.09 3.70 14.87 2.56 3.69 1.49 4.34 33.0 2.47 3.29 7.04 9.39 9.5Z14 0.073 1.24 4.22 16.90 3.11 3.69 1.49 S.bb 33.0 3.67 4.89 8.54 11.39 i 9.5Z13 0.079 1.34 4.57 18.23 3.38 3.69 1,48 6.66 33.0 4,65 6.21 9.29 12.39 9.5212 0.090 1.33 5.20 20." 3.90 3.6b 1.48 0.69 33.0 6.90 920 10.73 14.31 - _a t 0.096 1.62 5.55 21.96 4.27 3.68 1.46 9.92 33.0 8.39 1 1. 19 11.75 15,67 12C13 0.090 1.61 6.12 37.97 5.51 4.56 1.24 5.26 33.0 5.38 7.17 15.15 20.20 12C12 0.100L2,40 7.14 43A6 6.59 4.57 1.23 7.22 3,3.0 8.56 t 1.41 18.12 24.16 txII 0.t20 8.t0 19.88 7,8b 4.58 1.22 9.48 J3.0 t2:81 17.08 21.60 28.80 • EFFECTIVE SECTION MODULI USED IN BENDING CALCULATIONS. 2 •• SHEAR STRESS LIMITIED BY THE FORMULA Fv s 83,491 / (h/t) S .4 Fy MOMENTS AND SHEARS USED IN SELECTING "Z" AND "C" SECTIONS AND CONNECTIONS FOR THE PURLIN AND GIRTS WERE FOUND BY STIFFNESS METHOD OF ANALYSIS, TO MEET VARYING LOAD REQUIREMENTS, THE "Z" AND "C" MEMBERS SHALL BE'OF SIMPLE SPAN OR LAPPED Y-O", 4'-0" OR 5'-6' OVER THE INTERIOR FRAMES TO FORM A CONTINUOUS BEAM. THE PURLIN SECTIONS WERE THEN DESIGNED FOR THE MAXIMUM POSITIVE MOMENTS AND FOR THE MOMENT AND SHEAR COMBINATION AT THE BEGINNING AND TERMINATION OF THE LAPS. THE DOUBLE "Z" AND "C" SECTIONS WERE ALSO CHECKED FOR THE MAXIMUM NEGATIVE MOMENTS OVER THE INTERIOR FRAMES, THE. FOLLOWING PAGES SUPPORT THE SECTION AND CONNECTION USED, DWN. BY. PURLIN AND GIRT -"KD' BY. --- CALCULATIONS APP'D. BY: _ ISSUE DATE: 4-93 IF,WPP,P- DPAWM SC-4-1 (86) � °9 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : E. HILL Page 1RF-1 02/18/97 05:26:42 PM Ver. 11.1 Job Number: 11454001 Part: 1 Desc: ALAMO RENT -A -CAR A S_Lap 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays GC 35.917ft 96.000ft 17.958ft 0.000ft 1.000:12 1.000:12 3 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt -Type Overhang. Front: 17.333ft 0.00ft * Left 4 S I 0.000ft Rear : 17.333ft 0.00ft * Right 4 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 94sbc 1 0 C N 1.5 1.00 20.00 0.00 100.00 21.30 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 1.00 D_Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/180 ****** ROOF PURLIN STRUCTURES ******** Load Comb 1 : DL + COL + LL ASF:1.000 Load Comb 2 : DL + WL- ASF:1.333 Load Comb 3 : LL ASF:1.000 Design Z--Inset(ft)-- Z_Strip --Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ------ ----- ------------------------------------------ 60.00 BY-PASS 3.00 3.00 3.59 -1.55 0.00 -1.80 0.00 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl Strut B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Cap. Ratio (ft) (ft) (ft) kips kip-ft kips -- ------ ---- ----------- ----- ----- --- ------ ----- --- ---- ----- ----- 1 30.000 0.00 1.50 9.5Z11 1.91 0.23 RL1 -10.69 0.97 MS2 247 13.09 0.95 30.000 1.50 1.50 9.5Z14 1.57 0.43 LL1 -7.67 0.90 LL1 1319 5.18 0.99 30.000 1.50 0.00 9.5Z11 1.91 0.23 LL1 -10.69 0.97 MS2 247 13.09 0.95 ------------------------------------------------------------------------------- Total weight per run = 512.55 lbs Maximum stress ratio = 0.99 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : E. HILL Page 1LW-1 02/18/97 05:27:26 PM Ver. 11.1 Job Number: 11454001 Part: 1 Desc: ALAMO RENT -A -CAR A 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays GC 35.917ft 96.000ft 17.958ft 0.000ft 1.000:12 1.000:12 3 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt -Type Overhang Front: 17.333ft 0.00ft * Left 4 S I 0.000ft Rear : 17.333ft 0.00ft * Right 4 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 94sbc 1 0 C N 1.5 1.00 20.00 0.00 100.00 21.30 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 1.00 D_Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/120 ****** LEFT EW GIRT STRUCTURES ******** Load Comb 1 WL+ ASF:1.333 Load Comb 2 WL- ASF:1.333 Z Spacings (in) : 180.00 45.95 Design Z --Inset(ft)-- Z_Strip --Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ------ ----- ----- ------- ------- -------- I --------------- 22.98 S.SPAN 0.00 0.00 3.59 -1.53 1.21 -1.67 1.21 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip-ft -- ------ ---- ----------- ---- ----- --- ------ ----- --- ---- ----- 0.00 0.00 8Z16 0.26 0.08 LS2 -0.51 0.19 MS2 4199 0.04 �0.000 0.00 0.00 8Z14 0.62 0.11 LS2 -3.12 0.94 MS2 315 0.88 3 7.958 0.00 0.00 8Z16 0.26 0.08 RL2 -0.51 0.19 MS2 4199 0.04 ------------------------------------------------------------------------------ Total weight per run = 113.84 lbs Maximum stress ratio = 0.94 *CHANNEL SECTIONS ArT BASE/� OF STLAB Cc -LIMNS. AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : E. HILL Page 1RW-1 02/18/97 05:27:50 PM Ver. 11.1 Job Number: 11454001 Part: 1 Desc: ALAMO RENT -A -CAR A 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays GC 35.917ft 96.000ft 17.958ft 0.000ft 1.000:12 1.000:12 3 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 17.333ft 0.00ft * Left 4 S I 0.000ft Rear : 17.333ft 0.00ft * Right 4 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 94sbc 1 0 C N 1.5 1.00 20.00 0.00 100.00 21.30 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 1.00 D_Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/120 ****** RIGHT EW GIRT STRUCTURES ******** Load Comb 1 : WL+ ASF:1.333 Load Comb 2 : WL- ASF:1.333 Z Spacings (in) 180.00 45.95 Design Z--Inset(ft)-- Z_Strip --Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ------ ----- ------------------------------------------ 22.98 S.SPAN 0.00 0.00 3.59 -1.53 1.21 -1.67 1.21 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip-ft -- ------ ---- ----------- ----- ----- --- ------ ----- --- ---- ----- 7.958 0.00 0.00 8Z16 0.26 0.08 LS2 -0.51 0.19 MS2 4199 0.04 ?0.000 0.00 0.00 8Z14 0.62 0.11 LS2 -3.12 0.94 MS2 315 0.88 3 7.958 0.00 0.00 8Z16 0.26 0.08 RL2 -0.51 0.19 MS2 4199 0.04 ------------------------------------------------------------------------------ Total weight per run = 113.84 lbs Maximum stress ratio = 0.94 *CHANNEL SEC T1pr js A'T gA51= OF ST,J S CDI,V M NS . AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : E. HILL Page 2RF-1 02/19/97 03:36:44 PM Ver. 11.1 Job Number: 11454001 Part: 2 Desc: DRIVE CANOPY A S Lap 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays GC 35.917ft 15.000ft 17.958ft 0.000ft 1.000:12 1.000:12 1 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 17.750ft 0.00ft * Left 4 S I 0.000ft Rear 17.750ft 0.00ft * Right 4 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 88asce 1 0 C C • 1.5 1.00 20.00 0.00 100.00 23.05 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 1.00 D_Snow: 0.00 psf Wind Imp. Factor: 1.03 Defl. Limit:L/180 ****** ROOF PURLIN STRUCTURES ******** Load Comb 1 : DL + COL + LL ASF:1.000 Load Comb 2 : DL + WL- ASF:1.333 Load Comb 3 : LL ASF:1.000 Design Z--Inset(ft)-- Z_Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ------ ----- ------------------------------------------ 60.00 BY-PASS 2.50 2.50 3.00 -1.97 0.00 -2.39 0.00 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl Strut B/S. Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Cap. Ratio (ft) (ft) (ft) kips kip-ft kips -- ---------------------- ----- ----- --- ------ ----- --- ---- ----- ----- 1 10.000 0.00 0.00 9.5Z15 1.11 0.34 LS2 -1.89 0.40 MS2 3432 12.03 0.16 'i____al weight per run = 54.30 lbs Maximum stress ratio = 0.40 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : E. HILL Page 2LW-1 02/19/97 03:37:25 PM Ver. 11.1 Job Number: 11454001 Part: 2 Desc: DRIVE CANOPY A 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays GC 35.917ft 15.000ft 17.958ft 0.000ft 1.000:12 1.000:12 1 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 17.750ft 0.00ft * Left 4 S I 0.000ft Rear : 17.750ft 0.00ft * Right 4 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 88asce 1 0 C C A 1.5 1.00 20.00 0.00 100.00 23.05 ------------------------------------------------------------------------------- Snow Imp. Factor: 1.00 Snow Factor: 1.00 D_Snow: 0.00 psf Wind Imp. Factor: 1.03 Defl. Limit:L/120 ****** LEFT EW GIRT STRUCTURES ******** Load Comb 1 : WL+ ASF:1.333 Load Comb 2 : WL- ASF:1.333 Z Spacings (in) 192.00 38.95 Design Z--Inset(ft)-- Z_Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ------ ----- ------------------------------------------ 19.48 S.SPAN 0.00 0.00 3.00 -2.04 1.45 -2.41 1.45 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip-ft -- ------ ---- ----------- ----- ----- --- ------ ----- --- ---- ----- 7.958 0.00 0.00 8Z16 0.34 0.10 LS2 -0.63 0.23 MS2 3380 0.06 _':20.000 0.00 0.00 8Z13 0.76 0.09 LS2 -3.81 0.97 MS2 288 0.94 3 7.958 0.00 0.00 8Z16 0.34 0.10 RL2 -0.63 0.23 MS2 3380 0.06 ------------------------------------------------------------------------------ Total weight per run = 122.44 lbs Maximum stress ratio = 0.97 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : E. HILL Page 2RW-1 02/19/97 03:37:54 PM Ver. 11.1 Job Number: 11454001 Part: 2 Desc: DRIVE CANOPY A 86AISI Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays GC 35.917ft 15.00Oft 17.958ft 0.000ft 1.000:12 1.000:12 1 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 17.750ft 0.00ft * Left 4 S I 0.000ft Rear : 17.750ft 0.00ft * Right 4 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 88asce 1 0 C C s 1.5 1.00 20.00 0.00 100.00 23.05 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 1.00 D_Snow: 0.00 psf Wind Imp. Factor: 1.03 Defl. Limit:L/120 ****** RIGHT EW GIRT STRUCTURES ******** Load Comb 1 : WL+ ASF:1.333 Load Comb 2 : WL- ASF:1.333 Z Spacings (in) : 192.00 38.95 Design Z.--Inset(ft)-- Z_Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ------ ----- ------------------------------------------ 19.48 S.SPAN 0.00 0.00 3.00 -2.04 1.45 -2.41 1.45 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip-ft -- ------ ---- ----------- --- ----- --- ------ ----- --- ---- ----- 7.958 0.00 0.00 BZ16 0.34 0.10 LS2 -0.63 0.23 MS2 3380 0.06 `20.000 0.00 0.00 8Z13 0.76 0.09 LS2 -3.81 0.97 MS2 288 0.94 3 7.958 0.00 0.00 8Z16 0.34 0.10 RL2 -0.63 0.23 MS2 3380 0.06 ------------------------------------------------------------------------------ Total weight per run = 122.44 lbs Maximum stress ratio = 0.97 9 PANEL PROFILE 12" 4 1 4" 3 1 /2" 4 1 4" l 3/1lr' F t 3/3Z 1 3 4' PANEL CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S LONGSPAN PANEL TOP IN BOTTOM IN METAL TOTAL WEIGHT COMPRESSION COMPRESSION Fb ix, Sx. Ix. Sx. THK. IN. THK. IN. SQ. FT. ksi In4/ft In3/ft ln4/ft In3/ft 26 GAGE 0.018 0.0194 0.92 0.030 0.036 0.031 0.033 48 24 GAGE 1 0.0254 1.20 0.045 0.051 0.045 0.047 48 NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L - 3'-0"' -117 3'-4" 4'-0" 4"_®.. 5,_0.. 28 GAGE STEEL 1 85 49 35 1 25 15 2 117 85 46 35 2_5__._ �85 15 3 147 119 83 53 I 30 4 137 111 77 81 49 30 24 GAGE STEEL 1 187 135 74 52 38 23 2 187 135 94 74 80 42 3 209 189 I18 93 —�- 75 1 45 4 195 1 158 i 110 87 70 45 1. Section properties have been calculated in accordance with the 1988 AISI specifications with 1989 addendum. 2. 3. Minimum yield strength of steel Steel panels are galvanized with is 80,000 psi. G90 class zinc coating. The corresponding reduced thickness shown as "Metal Thickness" was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: 1 DATE � REV. BY: THG 3-95 LONGSPAN PANEL EUFAMA � s ALAB'A _ CKD, BY: BU 3-95 DIMENSIONS AND PROPERTIES aPP'D. BY: I LOAD TABLES An. NU BER ` SC-5-1-0 8 ISSUE DATE: 7-84 _ 3/ 16 MIN. PANEL PROFILE 1 1 6 1 7 8' 2 l 6' 1 7 8" 2 1 B' _ l 7%8" _ I 84' 3/32" R + 1 3/44� J 2 1/4' ®I 3! I I/8" PANEL CROSS SECTION 2 1/ 1 3/16' 3 4'° ENGINEERING PROPERTIES OF AMERICAN'S ARCHITECTURAL II PANEL -�-- — TOP IN BOTTOM IN METAL. THK. TOTAL IN. WEIGHT_ SQ. I COMPRESSION T ��� COMPRESSION Fb ksi IN. THK. I FT. j Ix. Sx. In4/ft In3/ft v Ix. Sx. In4/ft In3/ft 26 GAGE 0.018 0.0194 0.92 0.0174 0.027 0.035 ! 0.035 48 24 GAGE 0.024 0.0254 1.20 0.0240 0.042 0.04+ 8-�0.049 48 NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L _ 4,,0.. 4'-8" 5'-0" 5'-8" -i- 6 -0 - 7 _0" 8,_0,. 1 72 57 1 48 38 32 24 I 18 28 GAGE STEEL 2 72 57 48 38 32 24 18 3 90 _ 71 58 48 40 1 29 23 4 1 84 88 1 54 44 37 1 27 21 24 GAGE 1 112 88 72 59 50 37 28 2 112 1 88 72 59 50 37 28 STEEL 3 140 ill 90 74 62 46 35 4 131 1 103 84 69 58 43 33 I. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are galvanized with G90 class zinc coating. The corresponding reduced thickness shown as "Metal Thickness was used in determining section properties. 4. The Architectural panel is limited to wall applications. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALE: I DATE REV. BY: _ THG 3-95 CKD. BY:Btr � 3-95� APP'D. BY: ISSUE DATE. 1 7-84 ARCHITECTURAL II PANEL MrAUU " ALARMEA DIMENSIONS AND PROPERTIES LOAD TABLES --- DRAnNG . REV. NUM990 SC-5-2.0 7 2 29/3r Z" PANEL PROFILE 4" 4 9/Id 1 5 Mir CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S STANDING SEAM II/360 PANEL TOP IN BOTTOM IN METAL THICK. TOTAL THICK. WEIGHT COMPRESSION COMPRESSION FB IN, IN. SQ. FT. KSI IX. SX. IX. SX, IN4/FT. IN3/FT. IN4/FT. IN3/FT. 24 GAGE 0.024 0.0254 1.27 0.207 0.081 0.091 0.082 30 NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 3'-0" 3'-4" 4'-0" 4'-6" 5, 0.. 24 GAGE STEEL 1 180 146 101 80 65 2 182 148 103 81 88 3 228 185 128 101 82 4 212 172 119 94 76 3" 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1089 addendum. 2. Minimum yield strength of steel is 50.000 psi. 3. Steel panels are AZ 55 aluminum —zinc alloy —coated or G 90 zinc —coated (galvanized). The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown. deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV. BY: THG 3-95 STANDING SEAM II/360 PANEL corauu ALI6ANA W. BY: BU 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES ray. K m n SC-5-3 .0 ISSUE DATE: 7—e4 - 8 PANEL PROFILE 5 18" NET COVERAGE 7/6] 4 1/4 -1 5' �� 2 15/18" 3 L 32" + 1 18" - 0" CROSS SECTION 80' g +0 -1 ENGINEERING PROPERTIES OF AMERICAN'S SHADOW PANEL TOP IN BOTTOM IN METAL THICK. TOTAL THICK. WEIGHT COMPRESSION COMPRESSION FB IN. IN. SR' KS[ IX. SX. IX. SX. IN4/FT. IN3/FT. IN4/F1. 24 GAGE 0.024 1 0.0254 1.87 3.287 0.175 1 0.418 1 0.171 30 NUMBER OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 5'-0 8'-Y' 8'-U' 10'-O" 12'-0" 14'-0" 18'-0" 24 GAGE STEEL 1 182 127 71 48 32 23 14 2 182 127 71 48 32 23 14 3 228 158 89 57 1 40 29 23 4 213 148 83 53 38 27 21 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. :Minimum yield strength of steel is 50.000 psi. 3. Stetl panels are AZ 55 aluminum --zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. The Shadow Panel is limited to wall applications. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALE REV. BY: THG CKD. BY: BLJ APP'D. BY: ISSUE DATE: DATE 3-95 SHADOW PANEL 3-95 DIMENSIONS AND PROPERTIES LOAD TABLES 7-84 Er ��.1JJ6 DRAWNG . I REr. mumsRR SC-3-4.0 e 83/64T- 16" NET COVERAGE __] PANEL PROFILE 23/32" 13/ 16" +00"-1/32" +1/32" -0" / 16" + 0" - 1 / 16" CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S LOC-SEAM PANEL - TOP IN BOTTOM IN METAL THICK. TOTAL THICK. WEIGHT COMPRESSION COMPRESSION FB IN. IN. SQ. FI KSC IX. SX. IX. SX. CN4/FT. IN3/F-C. IN4/FT. IN3/FT. 24 GAGE 0.024 0.0254 1.425 0.157 0.094 0.075 0.067 30 22 GAGE 1 0.030 0.0318 1.782 0.207 0.128 0.101 0.092 30 NUMBER OF SPANS I MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 3'-0' 3'-4" 4'-W 4.-8" 5'-0" 6'-0"' 1 149 ` 121 84 66 54 37 24 GAGE 2 149 121 84 68 54 37 STEEL 3 186 151 105 83 67 47 4 173 141 98 77 62 44 22 GAGE STEEL 1 204 168 I 115 91 74 51 2 204 tee 115 91 1 74 51 3 256 207 144 114 92 64 4 238 193 134 1 106 86 60 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength of steel is 50.000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE. DATE REV. 8Y: THG 3-95 16" LOC—SEAM PANEL cur�uu �iwsau CKD. BY: BLJ 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES - saAainc . aev. ISSUE DATE: 10-89 NUmess ' SC-5-6.0 5 6' i1 1 PANEL PROLILE 6" 3 I" 3 4• 3 1It 9• � I r 45• 3/4 i 6" ENGINEERING PROPERTIES OF AMERICAN'S MULTI —RIB PANEL METAL THK. IN. TOTAL THK. IN. WEIGHT SQ. FT. TOP IN COMPRESSION BOTTOM IN COMPRESSION Fb Ix. ksi In4/ftLLIS3�ft Ix. In4/ft Sx. In3/ft 29 GAGE 0.014 0.0150 0.71 0.0137 0.018 0.008 0.019 48 26 GAGE 0.0113 0.0194 _ 0.92 0.0193 1 0.029 0,0132 0.027 48 24 GAGE 0.024 0.0254 1.20 0.0275 0.045 0.0193 0.043 48 INUMBER OF SPANS L = 3'-0" MAXIMUM TOTAL 3'-4' 4'-0' UNIFORM 4'-8" LOAD IN 1 5'-0' PSF 5'-8" 8'-0 29 GAGE 1 I 53 39 22 I 16 1 12 9 7 2 68 i 55 38 30 24 20 17 STEEL 3 84 68 48 38 30 25 21 4 79 64 44 35 28 23 1 20 26 GAGE 1 75 54 1 32 22 18 1 12 9 2 96 78 54 43 34 29 24 STEEL 3 120 97 Be 53 43 1 36 1 30 4 112 i 91 63 50 40 1 33 1 28 24 GAGE 1 107 78 .45 32 23 1 17 1 13 2 153 1 124 1 Be 68 55 45 i 38 STEEL 3 191 155 108 85 69 57 48 4 1 178 145 100 1 79 64 1 53 45 1. Section properties have been calculated in accordance with the 1986 AISI specifications with 1989 addendum. 2. Minimum yield strength 3. Steel panels are AZ 55 of steel is 80,000 psi. aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV. BY: THG 3-95 MULTI —RIB PANEL "AUU .c Ate" CKD. BY: BLJ 3-95 DIMENSIONS AND PROPERTIES APP'D. BY: LOAD TABLES RSV. Nuuesa ' SC-5-7.0 4 ISSUE DATE: I 3-90 0 MISCELLANEOUS AND SPECIAL NOTES: 1. WHEN JOINING MATERIAL OF DIFFERENT THICKNESS, THE THINNER MATERIAL SHALL GOVERN. 2. SEE PAGE 11 FOR SIZE OF FILLET WELDS (AB4-F1). 3. SEE PAGE 10 FOR STIFFENER DETAILS (AB4-F1). 3 16 A84-G1-3 A LSrl 1/2-6 DETAIL "A" A 1 1/2 - 6 AB3-F1 B A A DETAIL "C" -A-�- A 22 112 - 12 " A q 12 - 12 'A84-G1-3 3 A 8 AB3-F1 _ 16 -�/- A A A A AB4-G1-3> 3 A A A 16 A A DETAIL "B' A KNEE A N2 1/2 - 12 - A 2 1/2 - 12 A A A 2 1/2 -s DETAIL "D" A V2 1/2 6 - ALTERNATE KNEE DETAIL_ AB3-F1�}-7-7- B <AB3-F1 FOR BUILT-UP STRAIGHT V COLUMNS i A2 BASE REFER TO PAGE 2 FOR SECTION "A2" AND DETAILS A, B, C AND D. AMERICAN BUILDINGS COMPANY STANDARD WELDS RIGID FRAMES (BUILT-UP AND HOT ROLLED SECTIONS) PAGE 9-95 DATE AB4-G1 -, DETAIL "N' t�-- P-'j 311E FLANGES THROUGH 3/ 16 1 /4" THICK Ltf LIZ Ft �Lf - 8 A AB4--G1-2,3 FLANGES OVER 1/4" THICK DETAIL "C' SEE DETAIL "D" SIMILAR 3r-u 11V1V NL DETAIL "B" B4-G1-3 3/16 FLANGES THROUGH 311E 1/4" THICK tf I I I 1\ I tf { A94-G 1-2.3 DETAIL "T EE NOTE 3 A A84-G1-2,3 tf-8 FLANGES OVER 1/4" THICK NOTES: 1. ALL "A" FILLET WELDS SHOWN ABOVE ARE AB4-F1. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. 3. IF BASE PLATE IS FLUSH WITH INSIDE FLANGE, MOVE FILLET WELD TO INSIDE FACE OF FLANGE. AMERICAN BUILDINGS COMPANY STANDARD WELDS RIGID FRAME DETAILS (BUILT-UP AND HOT ROLLED SECTIONS) 2 PAGE 9-95 DATE & F FIELD SPLICE BOLTED ALONG SLOPE SHOWN. USE SAME PROCEDURES ® RIDGE. DETAIL "E" FLANGES OVER 1 /4" THICK AB4-GI-2,3 s DETAIL "I"' FLANGES THROUGH 1 /4" THICK DET� SHOP SPLICE AB4—G1 TYPICAL BUTT JOINT FOR FLANGES OVER 14 THICK DETAIL "G" BACK GOUGE NOT REQUIRED AB4—G1 TYPICAL BUTT JOINT FOR FLANGES THROUGH 14, THICK SECTION "B—B" TYPICAL BUTT JOINT FOR WEBS NOTES: 1. SEE PAGE 11 FOR SIZE OF FILLET WELDS. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. AMERICAN BUILDINGS COMPANY STANDARD WELDS RIGID FRAMES (BUILT-UP AND HOT ROLLED SECTIONS) kB3—GI PAGE 9-95 DATE NOTES: 1. WHEN JOINING MATERIALS OF DIFFERENT THICKNESSES, THE THINNER MATERIAL SHALL GOVERN. 2.. STANDARD WELDS SHOWN HERE ARE FOR LIGHT HOT ROLLED OR BUILT-UP SECTIONS USED IN NON -EXPANDABLE ENDWALLS. SEE PAGES 1, 2 AND 3 FOR RIGID FRAMES BUILT OF HOT ROLLED SECTIONS. 3. SEE PAGE 1 1 FOR SIZE OF FILLET WELDS (AB4-F1). 4. IF BASE PLATE IS FLUSH WITH INSIDE FLANGE, MOVE FILLET WELD TO INSIDE FACE OF FLANGE. CORNER COLUMN BASE 0—m—M— ' moo. .mod No VW AMERICAN BUILDINGS COMPANY SECTION "A4" STANDARD WELDS ENDWALL FRAMES (HOT ROLLED OR BUILT-UP SECTIONS) EE NOTE 4 0 PAGE 9-95 DATE T` T` 1 � 1 8 4 8 PICAL — SEE :TAIL "E" FOR ANGES > 1/4" FIELD SPLICE BOLTED ALONG SLOPE SHOWN. USE SAME PROCEDURES @ RIDGE. DETAIL "E" FLANGES OVER 1 /4" THICK a63—GI s 4 ABS—G6 AL AB4—F1 DETAIL G — A4 AB4-GI-2,3 INTERIOR COLUMN 20' SHOP SPLICE AT RIDGE (AS SHOWN) USE SAME WELDS ON SHOP SPLICE OCCURING ALONG SLOPE >CK )UGE DT :QUIRED TYPICAL BUTT JOINT FOR FLANGES OVER 14 THICK TYPICAL BUTT JOINT SECTION "B-B" FOR FLANGES THROUGH TYPICAL BUTT JOINT _DETAIL "T 14 THICK FOR WEBS NOTES: 1. SEE PAGE 11 FOR SIZE OF FILLET WELDS. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. i AMERICAN BUILDINGS COMPANY STANDARD WELDS EN DWALL FRAMES (HOT ROLLED OR BUILT-UP SECTIONS) 5 PAGE 9-95 DATE NOTE: 1, IF BASE PLATE IS SMALLER TF DIAMETER OF PIPE, DEPOSIT TOTAL_ LENGTH OF WELD REQL. ON CONTACT AREA. 2. IF HOLE DIAMETER IN BASE PI IS GREATER THAN 15/ 16" , WE ALL AROUND PIPE. 3. ALL FILLET WELDS SHOWN ARE AB4-F1. BASE PLATE SEE NOTE 2 _TS q FOR COLS. LESS THAN 12" DIA. BASE PLATE W/2 ANCHOR BOLTS PLATE AB4-P1 PLATE (SIZE AND LENGTH WELDS SAME AS BASE \TE ® 1 /4 PTS.) CAP PLATE FOR ALL PIPE CAP PLATE DETAIL PIPE COLUMNS AND PIPE STRUTS /e\ AklrUnD ❑Ill TC SEE NOTE 2 01 FOR COLS. LESS THAN 12" DIA. BASE PLATE W/4 ANCHOR BOLTS BASE PLATE DETAILS /•\ .-.- nni Tc FOR 12" DIA. COLUMNS BASE PLATE W/4 ANCHOR BOLTS STANDARD WELDS PIPE COLUMNS AND PIPE STRUTS AMERICAN BUILDINGS COMPANY SEE NOTE 2 6 PAGE 9-95 DATE 1 A86-GI 8 4 ® JIL i 8 AB6-G CORNER COLUMN LNU VALL IN I LKIUK LULUMN NOTE: 1. ALL FILLET WELDS SHOWN ABOVE ARE AB6-G1. 2. WHEN WELDING PRE -PAINTED STEEL, REMOVE PAINT FROM WELD AREA BEFORE WELDING. =7 , AMERICAN BUILDINGS COMPANY STANDARD WELDS COLD FORMED ENDWALL COLUMNS G6 ,86-G6 PAGE 9-95 DATE , ® r t 8 r A8 FIELD SPICE SECTION A8 —T--<WELD LIP a r 8�—-<AB6—G2 AB6—G2 i a i WELD L.IP>-- rff----<AB6—G2 8 8 COLD FORMED SHOP SPLICE NOTE: 1. ALL FILLET WELDS SHOWN ABOVE ARE AB6—G 1. 2. WHEN WELDING PRE --PAINTED STEEI_, REMOVE PAINT FROM WELD AREA BEFORE WELDING. STANDARD WELDS COLD FORMED ENDWALL RAFTERS PAGE 9-95 AMERICAN BUILDINGS COMPANY DATE A86-G TOE TO TOE FOR COLD FORMED CHANNELS. ETC. ,B6-G5 BACK TO BACK COLD FORMED ENDWALL WELDING PROCEDURE NOTES: 1. THIS DETAIL IS NOT FOR USE ON HOT -DIPPED GALVANIZED SECTIONS. 2. SUPPLEMENTARY DATA INDICATES ABC WELDING PROCEDURE DATA SHEET. 3. WHEN WELDING PRE -PAINTED STEEL, REMOVE THE PAINT FROM WELD AREA BEFORE WELDING. �.� STANDARD WELDS 9 BACK TO BACK AND TOE TO TOE PArE COLD FORMED WELDING PROCEDURE 9-95 AMEIRICAN BUILDINGS COMPANY DATE A1O _A _[\ /TYP. EACH A STIFFENER O STIFFENER B.S. TYP. EACH _A STIFFENER A 1 1 /2" 3/16" TYP. 17 A 2 1 /2-12 TYP. EACH A V2 1 2-12 STIFFENER NOTE: ALL "A' FILLET WELDS ARE AB4-F1. 3% 1 6" TYP. SECTION Al TYPICAL STIFFENER WELDING DETAIL =' PER AWS D 1 .1 SECTION 8.8.7 AMERICAN BUILDINGS COMPANY 10 PAGE 9-95 DATE WPS AB4-F1 (A) FLANGE, STIFFENER, WEB FILLET WELD SIZE tp tr,, or t tf or �<3/16" 3/16" 1/4" 5/16" 3/8., 7/16" 1/2 3/4.• >-1" < 1/4" 1/8" 115' 1/8" 3/16'• 3/16" 3/16" 3/16' 1/4" 1/4" 5/16" - 1/2" 1/8" 3/16" 3/16' 3/16" 3/16" 3/16" 3/16' 1/4" 5/16" >1/2 - 3/4" 1/8" 3/16" 1/4•• 1/4" 1/47 1/4" 1/4" 1/4•• 5/16" >3/4 - 1" 1/8' 3/16" 1/4" 5/16" 5/16" 5/16" 5/16" 5/16" 5/16" >1" - 1 1/2' 1/8" 3/16' 1 1/4" 1 5/16". 5/16" 1 5/16" 5/16 5/16" 5/16" WPS AB3-F1 (B) FLANGE TO WEB FILLET WELD SIZE SUBMERGED ARC WELD "SAW' WEB PROCESS tW -- WEB PLATE THICKNESS tf -FLANGE <3/16" 1 3/16" 1/4" 5/16" 3/8" 7/16' 1/2" 21/2" < t/4" 1/8" 1/8" 1/8" 3/16" 3/16" 3/16" 3/16" 1/4" 5/16"-1/2" 1/8" 3/16" 3/16" 3/16" 3/16" 3/16' 3/16" 1/4" >1/2-3/4" 1/8" 3/16" 1/4" 1/4" 1/4" 1/47 1/4" 1/4" >3/4-1 1/2" 1/4" 5/16" 5/16" 5/16" 5/16" 5/16" STANDARD WELD TABLES PAGE 9-95 AMERICAN BUILDINGS COMPANY I I HATE Standard Specifications for American Buildings Company's February 1996 MET -AL BUILDING SYSTEMS CONTENTS 1. GENERAL 4. STRUCTURAL FRAMING SCOPE................................................................... 1.1 GENERAL....................................... ..................4.1 Intent...................................................................... 1.1.1 Field Bolt Assembly..............................................4.1.1 Perfonnance........................................................... 1.1.2 Shop Connections..................................................4.1.2 Product Change ..................................................... 1.1.3 Identification Mark................................................4.1.3 BUILDING DESCRIPTION ................................ 1.2 PRIMARY FRAMING .......................................... 4.2 LRF........................................................................ 1.2.1 Rigid Frame ......................................... ,................ 4.2.1 RF.......................................................................... 1.2.2 Endwall Frames.....................................................4.2.2 I.RF-M.................................................................... 1.2.3 Plate, Stiffeners, Etc ........................................... .... 4.2.3 RF-M..................................................................... 1.2.4 Bolt Holes ................ ............ .................................. 4,2.4 GC......................................................................... 1.2.5 SECONDARY FRAMING .................................... 4.3 GC-M..................................................................... 1.2.6 Purlins and Girts....................................................4.3.1 LT...........................................................................1.2.7 Eave Struts.............................................................4.3.2 LP2......................................................................... 1.2.8 Base Angle.............................................................4.3.3 -- LP2.-M................................................................... 1.2.9 BRACING ................................. ............................ 4.4 . 1.2.10 Diagonal Bracing ..............................4.4.1 LP4-M................................................................... 1.2.11 Flange Bracing ....................................................... 4.4.2 LSS........................................................................ 1.2.12 Special Bracing ........... ........................................... 4.4.3 LSS-M................................................................... 1.2.13 5. ROOF AND WALL COVERING SSF........................................................................ 1.2.14 GENERAL ............................................................. 5.1 SSF-M................................................................... 1.2.15 Wall Panels................... ....5.1.1 BUILDING NOMENCLATURE .......................... 1.3 Roof Panels .............................................. .............. 5.1.2 Roof Slope............................................................. 1.3.1 Liner and Soffit Panels......................................... .5.1.3 Width.....................................................................1.3.2 ..................................... Facade Fascia Panels ........5.1.4 EaveHeight........................................................... 1.3.3 Long Span Panels .............................. .................... 5.1.5 Length.................................................................... 1.3.4 Architectural 11 Panels ...5.1.6 Bay Spacing (Standard) ......................................... 1.3.5 Multi -Rib Liner Panel ...................... ...................... 5.1.7 Bay Spacing (Shadow Panel)................................1.3.6 Long Span Liner Panel..........................................5.1.8 DRAWINGS AND CERTIFICATION ................. 1.4 Shadow Panel.........................................................5.1.9 Drawings...............................................................1.4.1 .............................................. Soffit -Liner Panel ....5.1.10 Certifications......................................................... 1.4.2 Standing Seam Panels ................................ ............ 5.1.11 AISC Certification ........................ 1.4.3 Loc--Seam Panel.....................................................5.1.12 2. STRUCTURAL STEEL DESIGN Mansard Fascia Panel............................................5.1.13 _ GENERAI............................................................. 2.1 PANEL DESCRIPTION ........................................ 5.2 Structural Mill Sections ......................................... 2.1.1 Long Span Panel....................................................5.2.1 Cold Formed Sections ........................................... 2.1.2 Architectural 11 Panel.............................................5.2.2 DESIGN LOADS .................................................. 2.2 Multi -Rib Panel.....................................................5.2.3 Loading Criteria .................................................... 2.2.1 Shadow Panel ......................................................... 5.2.4 Most Severe Conditions ........................................ 2.2.2 Soffit -Liner Panel..................................................5.2.5 Load Projections.................................................... 2.2.3 Standing Seam Panels ............................................ 5.2.6 Special Loads ........................................................ 2.2.4 Loc-Seam Panel.....................................................5.2.7 3. BASIC MATERIAL SPECIFICATIONS Mansard Fascia Panel............................................5.2.8 PRIMARY FRAMING STEEL 3.1 Panel Length..........................................................5.2.9 ............................ Hot -Rolled Sections 3.1.1 Endwall Edge Cuts................................................5.2.1 Built -Up Sections .................................................. 3.1.2. Oilcanning.................................... .......................... 5.2.11 Endwall "C" Sections ........................................... 3.1.3 6. MISCELLANEOUS MATERIAL SPECIFICATIONS SECONDARY FRAMING STEEL ...................... 3.2 FASTENERS......................................................... 6.1 Rolled Formed Sections ........................................ 3.2.1 Structural Bolts ........................... <............. <............ 6.1.1 Rolled Formed Sections (Galvanized) .................. 3.2.2 Fasteners For Roof Panels....................................6.1.2 ROOF AND WALL PANEL MATERIAL ............ 3.3 Fasteners For Roof Panel Side Laps......................6.1.3 26 Gauge Material - Zinc -Coated (Galvanized) ... 3.3.1 Fasteners For Roof Panels and Flashings..............6.1.4 24 Gauge Material - Zinc -Coated (Galvanized) ... 3.3.2 Fasteners For Roof Panel Clips.............................6.1.5 26 Gauge Material - Alurinum-Zinc Alloy -Coated.. 3.3.3 Fasteners For Wall Panels ...................................... 6.1.6 24 Gauge Material - Aluminum -Zinc Alloy -Coated.. 3.3.4 Fasteners For Wall Panel Side Iaps ......................6.1.7 Fasteners For Shadow Panels................................6.1.8 Blind Fasteners (Rivets) ........................................ 6.1.9 8. ACCESSORIES PANELCLIPS ....................................................... 6.2 WINDOWS..........................................................8.1 Standing Seam 11 Panel Clips ............................... 6.2.1 Standard Windows................................................8.1.1 Loc-Seam Panel Clips .......... 6.2.2 Narrow Light Windows........................................8.1.2 Mansard Fascia Panel Clips ................................. 6.2.3 PERSONNEL DOORS.........................................8.2 Standing Seam 360 Panel Clips ............................ 6.2.4 Standard Doors.....................................................8.2.1 CLOSURES AND SEALANTS .......................... 6.3 Door Frames.........................................................8.2.2 ClosureStrips ....................................................... 6.3.1 Locksets...................................................... ......8.2.3 Metal Closures ..................................................... 6.3.2 Panic Devices........................................................8.2.4 . Sealer: Long span and Multi -Rib Panels ............. 6.3.3 Threshold..............................................................8.2.5 Sealer: Standing Seam and Loc-Seam Parcels ...... 6.3.4 SLIDING DOORS................................................8.3 Sealer: Standing Seam and Loc-Seam Panels....... 6.3.5 Double Sliding......................................................8.3.1 Caulk .................................................... ................. 6.3.6 OVERHEAD DOOR FRAMING ........................8.4 GU17ER, FLASHINGS AND DOWNSPOUTS 6.4 Support Framing...................................................8.4.1 Gutters and Flashings........................................... 6.4.1 GRAVITY VENTILATORS.................................8.5 Downspouts.......................................................... 6.4.2 Ridge Ventilator....................................................8.5.1 7. PAINTING 20" Round Ventilator............................................8.5.2 STRUCTURAL PAINTING ................................ 7.1 LOUVERS .......................................................8.6 Uncoated Structural Steel ..................................... 7.1.1 Standards...............................................................8.6.1 Abrasions After Handling .................................... 7.1.2 SKYLIGHTS..........................,.............................8.7 LONG LIFE COATED PANELS 7.2. Roof Panels...........................................................8.7.1 ......................... Base Metal ............................................................ 7.2.1 Wall Panels............................................................8.7.2 Prime Coat............................................................ 7.2.2INSULATION ....................................................... 8.8 Exterior Coat ........................................................ 7.2.3 Standards...............................................................8.8.1 Interior Finish ....................................................... 7.2.4 Facings.................................................................. 8.8.2 PREMIUM 70 COATED PANELS 7.3 Thermal Blocks ..................................................... . . ......."'........"' Rigid Foam Insulation .......8.8.4 BaseMetal ........................ .. 7.3.1............,......,...,........... ROOF CURBS Prime Coat............................................................ 7.3.2 8.9 Exterior Coat ........................................................ 7.3.3 Standards...............................................................8.9.1. Interior Finish ....................................................... 7.3.4 PIPE FLASHING.................................................8.10 PREMIUM 70M COATED PANELS ................... 7.4 Standards............................................................... 8.10.1 Base Metal............................................................. 7.4.1 9. ERECTION AND INSTALLATION Prime Coat............................................................. 7.4.2 10. BUILDING ANCHORAGE AND FOUNDATION Exterior Coat ......................................................... 7.4.3 11. WARRANTIES Interior Finish........................................................ 7.4.4 SECTION 1: GENERAL. 1.1 SCOPE 1.1.1 The attached specifications cover the standard materials one, two, three or more interior columns. Continuous side - and components used in the design and fabrication of wall girts bypass the columns. American Buildings Company's metal building systems. 1.2.4 RF-M Rigid Frame (High Profile), Interior Column is a 1.1.2 These specifications are an outline of performance to in continuous frame building with a roof slope of 4:12. The sure that the architect, engineer, builder and/or owner Primary frames"have tapered columns and rafters and have understand. the basis for design, manufacture and applica- one, two, three or more interior columns. Continuous side- tion of all American Buildings Company's metal building wall girts bypass the columns. systems. 1.2.5 GC Girder Column, Clear Span is a continuous frame 1.1.3 Due to a continuing program of research and development, building with a roof slope of 1:12.1be primary frames have specifications in this manual are subject to change without tapered beams on uniform depth colurrurs. The bottom notice. flange of the tapered beam is horizontal. Simple span sidewall gins are inset into the column line. 1.2 BUILDING DESCRIPTION 1.2.6 GC-M Girder Column, Interior Column is a continuous 1.2.1 LRF Rigid Frame (Low Profile.), Clear Span is a continu- frame building with a roof slope of 1:12. The primary ous frame building with a roof slope of 1:12. The primary frames have tapered beams on uniform depth columns and frames have tapered columns and rafters and the continu- have one, two, three or more interior columns. Simple span ous sidewall girts bypass the columns., sidewall girts are inset into the column line. 1.2.2 RF Rigid Frame (High Profile), Clear Span is a continuous 1.2.7 LT Lean-to is a single slope extension to aprimary structure frame building with a roof slope of 4:12. The primary which provides structural support. These units usually have frames have tapered columns and rafters and the continu- the same roof slope and girt design as the building to which ous sidewall girts bypass the columns. they are attached. 1.2.3 L:RF-M Rigid Frame (Low Profile), Interior Column is a 1.2.8 LP2 Low Profile, Clear Span is a continuous frame build - continuous frame building with a roof slope of 1:12. The ing with a roof slope of 1/2:12. The primary frames have primary frames have tapered colunurs and rafters and have tapered beams on uniform depth columns. The bottom ti February 1996 flange of the tapered beam is horizontal. Simple span sidewall girts are inset into the column line. 1.2.9 LP2-M Low Profile, Interior Column is a continuous frame building with a roof slope of 1/2:12. The primary frames have tapered rafters and uniform depth columns and have one, two, three or more interior columns. Simple span sidewall girts are inset into the column line. 1.2.10 LP4 Low Profile, Clear Span is a continuous frame build- ing with a roof slope of 1/4:12. The primary frames have uniform depth columns and tapered or uniform depth raf- ters. Simple span sidewall girts are inset into the column line. Due to the lower profile, LP4 buildings require the use of American Buildings Company's Standing Seam II, Standing Seam 360 or Loc-Seam Roof System. 1.2.11 LP4-M Low Profile, Interior Column is a continuous frame building with a roof slope of 1/4:12. The primary frames have tapered rafters on uniform depth columns and have one, two, three or more interior columns. Simple span sidewall girts are inset into the column line. Due to the lower profile, LP4-M buildings require the use of Ameri- can Buildings Company's Standing Seam II, Standing Seam 360, or Loc-Seam Roof System. 1.2.12 LSS Low Profile, Single Slope is a continuous frame, clear span building with a roof slope of 1/4:12. The primary frames have tapered columns and rafters and the continu- ous sidewall girts bypass the columns. Due to the low profile, LSS buildings require the use of the American Buildings Company's Standing Seam II, Standing Seam 360, or Loc-Seam Roof System. 1.2.13 LSS-M Low Profile, Single Slope, Interior Column is a continuous frame building with a roof slope of 1/4:12. The primary frames have tapered columns and rafters and have one, two, three or more interior columns. Continuous side - wall gins bypass the columns. Due to the low profile, LSS-M buildings require the use of American Buildings Company's Standing Seam II, Standing Seam 360, or I.oc-Seam Roof System. 1.2.14 SSF Single Slope, Inset Girts is a continuous frame, clear span building with a roof slope of 1/4:12. The primary frames have uniform depth columns and uniform depth or tapered rafters. Simple span sidewall girls are inset into the column line. Due to the low profile, SSF buildings require the use of American Buildings Company's Standing Seam II, Standing Seam 360, or Loc-Seam Roof System. _ Z,15 SSF-M Single Slope, Inset Girts is a continuous frame building with a roof slope of 1/4:12. The primary frames have uniform columns and tapered rafters. Simple span sidewall girts are inset into the colunur line. Due to the low profile SSF-M buildings require the use of American Buildings Company's Standing Seam 11, Standing Seam 360 or Loc-Seam Roof Systems. 1.3 BUILDING NOMENCLATURE 1.3.1 Roof Slope a) 1" of rise for each 12" of horizontal run (LRF, LRF-M, GC). b) 4" of rise for each 12" of horizontal run (RF). c) 1/2" of rise for each 12" of horizontal run (L.P2, LP2-M). d) 1/4" of rise for each 12" of horizontal run (LP4, LP4-M, LSS, LSS-M, SSF). 1.3.2 Building "Width" is measured from outside to outside of sidewall girts. 1.3.3 Building "Save height" is a nominal dimension measured from the bottom of the base plate on the column to the intersection of the roof and sidewall sheets. 1.3.4 Building "Length" is measured from outside to outside of endwall girts. 1.3.5 Standard "Bay Spacing" shall be 20', 25' or 30' between frame centerlines (except at end bays), unless otherwise specified, for buildings with Architectural (A2P) or Long Span (LSP) wall panels. 1.3.6 Standard "Bay Spacing" shall be 20', 24% or 28' be�ween frame centerlines (except at end bays) for buildings with Shadow Panel (hFP) walls. 1.4 DRAWINGS AND CERTIFICATION 1.4.1 Drawings: American Buildings Company shall furnish complete erection drawings for the proper identification and assembly of all building components. These drawings will show anchor bolt settings, transverse cross sections, sidewall, endwall and roof framing, flashing and sheeting, and accessory installation details. 1.4.2 Certifications: Standard drawings and design analysis shall bear the seal of a registered professional engineer upon request. Design analysis shall be on file and famished by American Buildings Company upon request. 1.4.3 AISC Certification, Category MB: All American Build- ings Company's building systems shall be engineered and fabricated to meet the AISC certification standard for Cate- gory MB. SECTION 2: STRUCTURAL STEEL. DESIGN 2.1 GENERAL 2.1.1 All structural mill sections or welded built-up plate sec- tions shall be designed in accordance with the AISC "Specification for Structural Steel Buildings", Allowable Stress Design and Plastic Design, June 1, 1989. 2.1.2 All Cold -Formed steel structural members shall be de- signed in accordance with the AISI "Specification for the Design of Cold -Formed Steel Structural Members," 1986 edition with 1989 Addendum. 2.2 DESIGN LOADS 2.2.1 The design loads for the building shall be, in addition to their own dead load, the live, wind, snow and seismic loads required of the following as specified: (a) Standard Building Code, by the Southern Building Code Congress International, Inc. (b) The BOCA National Building Code, by the Building Officials and Code Administrators, Inc. (c) Uniform Building Code, by the Intemational Con- ference of Building Officials. (d) National Building Code of Canada, by the National Research Council of Canada. (e) Low Rise Building Systems Manual, by the Metal Building Manufacturers Association. 2.2.2 The building components shall be designed to meet the most severe conditions of load combinations set by the specified building code, but in no case be less than that produced by the following load combinations: February,1996 T (a) Building dead load plus roof live load (or snow) (b) Building dead load plus wind load (c) Building dead load plus wind load plus one-half roof snow load (d) Building dead load plus roof snow load plus one-half wind load 2.2.3 Roof live and snow loads shall be applied on the horizontal roof projection. Wind loads shall be assumed to act hori- zontally and shall be applied as pressure and suction perpendicular to the building surfaces. 2.2.4 Where local jurisdiction dictates, designs based on other than above listed loads, combinations of loads, or method of load application may be obtained upon request. SECTION 3: BASIC MATERIAL SPECIFICATIONS 3.1 PRIMARY FRAMING STEEL 3.1.1 Steel for hot -rolled structural sections shall conform to the requirements of ASTM specification A 36. 3.1.2 Steel for all built-up sections shall meet as applicable the physical'and chemical properties of: a) ASTM A 572 modified to 55,000 psi minimum yield and 70,000 psi minimum tensile strength, or ASTM A 607, Grade 55, or ASTM A 570, Grade 55 or b) ASTM A 572, Grade 50 or ASTM A 607, Grade 50 or ASTM A 570, Grade 50. 3.1.3 Steel for all endwall "C" sections shall meet the physical and chemical properties of ASTM A 570, Grade 55. 3.2 SECONDARY FRAMING STEEL 3.2.1 Steel used to form purlins, guts, eave sorts and "C" sec- tions shall meet the physical and chemical properties of ASTM A 570, Grade 55. 3.2.2 Steel used to form zinc -coated (galvanized) purlins and girts shall meet the physicaland chemical properties of ASTM A 663, Grade 50 and G 90 Coating designation as described in ASTM A 924. 3.3 ROOF AND WALL PANEL MATERIAL SECTION 4: STRUCTURAL FRAMING 4.1 GENERAL 4.1.1 All framing members shall be shop fabricated for field bolted assembly. The surfaces of the bolted connections shall be smooth and free from burrs or distortions. 4.1.2 All shop connections shall be in accordance with the American Welding Society Code for Building Construc- tion. Certification of welder qualification will be furnished when required and specified. 4.1.3 All framing members where necessary shall carry an easily visible identifying mark. 4.2 PRIMARY FRAMING 4.2.1 Rigid Frame: All rigid frames shall be welded, built-up "I" sections. The columns and the rafters may be either uni- form depth or tapered. 4.2.2 Endwall Frames: All endwall roof beams and endwall columns shall be cold -formed "C" sections, mill -rolled sections, or built-up "I" sections as required by design. 4.2.3 Plates, Stiffeners, etc.: All base plates, splice plates, cap plates, and stiffeners shall be factory welded into place on the structural members. 4.2.4 Bolt Holes, etc.: All base plates and flanges shall be shop fabricated to include bolt connection holes. Webs shall be shop fabricated to include cable brace or rod brace holes and flange brace holes. 4.3 4.3.1 4.3.2 4.3.3 4.4 Exterior panels shall conform to one of the following: 4.4.1 .3.1 Panel material as specified shall be 26 gauge zinc -coated (galvanized) steel, coating designation G 90, conforming to the requirements of ASTM A 653, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.2 Panel material as specified shall be 24 gauge zinc -coated (galvanized) steel, conforming to the requirement of 4.4.2 ASTM A 653, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.3 Panel material as specified shall be 26 gauge aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A 792. Minimum yield strength shall be 80,000 psi. 4.4.3 3.3.4 Panel material as specified shall be 24 gauge aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A 792. Minimum yield strength shall be 50,000 psi. February 1996 SECONDARY FRAMING Purlins and Girts: Purlins and gins shall be cold -formed " z" or "C" sections with stiffened flanges. They shall be pre -punched at the factory to provide for field bolting to the primary framing. They shall be simple or continuous span as required by design. Eave Stets: Eave Struts shall be unequal flange, cold - formed "C" sections. Base Angle: A base member will be supplied by which the base of the wall covering may be attached to the perimeter of the slab. This member shall be secured to the concrete slab with concrete anchors as shown on the drawings. BRACING Diagonal Bracing: Diagonal bracing in the roof and side - wall shall be used to remove longitudinal loads (wind, crane, etc.) from the structure. This bracing will be fur- nished to length and equipped with bevel washers and nuts at each end. It may consist of rods threaded each end or galvanized cable with suitable threaded end anchors. Flange Braces: The compression flange of all primary framing shall be braced laterally with angles connecting to the webs of purlins or girts so that the flange compressive stress is within allowable limits for any combination of loadings. Special Bracing: When diagonal bracing is not permitted in the sidewall, a rigid frame type portal, fixed base col- umns, or wall diaphragm must be used. Wind bracing in the roof and/or walls need not be furnished where it can be shown that the diaphragm strength of the roof and/or wall covering is adequate to resist the applied wind forces. SECTION 5: ROOF AND WALL COVERING 5.1 GENERAL 5.1.1 Wall panels shall be either American Buildings Company's Long Span Panel (LSP), Architectural II Panel (A2P) or Shadow Panel (HFP). 5.1.2 Roof panels shall be either American Buildings Company's Long Span Panel (LSP), Standing Seam 11 Panel (S2P), Standing Seam 360 Panel (S3P) or Loc-Seam Panel (LOC). 5.1.3 Liner and soffit panels shall be either American Buildings Company's Multi -Rib Panel (MRP), Long Span Panel (LSP), Architectural H Panel (A2P), or Soffit -Liner Panel (SLP). 5.1.4 Facade fascia panels shall be either American Buildings Company's Long span panel (LSP), Architectural H Panel (A2P), Shadow Panel (HFP), or Mansard Fascia Panel (MFP). 5.1.5 American Buildings Company's Long Span (LSP) roof and wall panels as specified shall be 26 or 24 gauge steel. The panel exterior finish shall be either AZ55 aluminum - zinc alloy -coated, pre -painted G 90 zinc -coated (galvanized), or pre -painted AZ50 aluminum -zinc alloy -coated. Pre -fin- ished panels shall have American Buildings Company's Long Life Finish or -Premium 70 (Kynar 500) Finish. An embossed finish is available as an option on Premium 70 walls. 5.1.6 American Buildings Company's Architectural H (A2P) wall panels as specified shall be 26 gauge steel. The panel exterior finish shall be either pre -painted G90 zinc -coated (galvanized) or pre -painted AZ50 aluminum -zinc alloy - coated. Panels shall have American Buildings Company's Long Life Finish or Premium 70 (Kynar 500') Finish. An embossed finish is available as an option on Premium 70 walls. 5.1.7 American Buildings Company's Multi -Rib (MRP) liner panels as specified shall be 29 gauge (nominal), pre - painted G 40 zinc -coated (galvanized) steel or 26 gauge perforated steel. Both shall have American Buildings Com- pany's Reflective White Long Life Finish. 5.1.8 American Buildings Company's Long Span (LSP) liner panels as specified shall be 29 gauge (nominal), pre - painted G 40 zinc -coated (galvanized) steel or 26 gauge perforated steel. Both shall have American Buildings Com- pany's Reflective White Long Life Finish. 5.1.9 American Buildings Company's Shadow Panels (HFP) shall be embossed 24 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ50 aluminum -zinc alloy -coated. Panels shall have American Buildings Company's Premium 70 (Kynar 5000) Finish. 5.1.10 American Buildings Company's Soffit -Liner Panels (SLP) as specified shall be 26 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated (galva- nized) or pre -painted AZ50 aluminum -zinc alloy -coated. Panels shall have American Buildings Company's Reflec- tive White Long Life Finish. 5.1.11 American Buildings Company's Standing Seam H (S2P) and Standing Seam 360 (S3P) Roof Panels as specified shall be 24 gauge steel. The panel exterior finish shall be either AZ55 aluminum -zinc alloy -coated, pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ50 aluminum - zinc alloy -coated. Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 500®) Finish. 5.1.12 American Buildings Company's Loc-Seam Panels (LOC) as specified shall be 24 gauge steel. The panel exterior finish shall be either AZ55 aluminum -zinc alloy -coated, pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ50 aluminum -zinc alloy -coated. Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 500) Finish. 5.1.13 American Buildings Company's Mansard Fascia Panels (MFP) as specified shall be 24 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ50 aluminum -zinc alloy - coated. Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 5000) Finish. 5.2 PANEL DESCRIPTION 5.2.1 American Buildings Company's Long Span Panel (LSP) shall have major ribs 1-3/16" high, spaced 12" on center. In the flat area between the major ribs are two smaller ribs. Each panel shall provide 36' net coverage in width. All roof panel side laps shall be at least one major rib and shall have a purlin bearing leg on the bottom section of the lap. 5.2.2 American Buildings Company's Architectural H Panel (A2P) shall have a configuration consisting of ribs 1-3/16" deep. Major corrugations shall be spaced 12" on center. Panel design produces a decorative smooth shadow -line with semi -concealed fasteners. Architectural panels shall provide a 36" net coverage in width. 5.2.3 American Buildings Company's Multi -Rib Panel (MRP) shall have a configuration consisting of ribs 3/4" deep. Major corrugations shall be spaced 6" on center. Each panel shall provide 36" net coverage. 5.2.4 American Buildings Company's Shadow Panel (HFP) shall have a configuration 16" wide and 3" deep with a center rib 6" wide and 1-1/2" deep. The panel design produces a completely hidden fastener panel. Net cover- age of each panel is 16". 5.2.5 American Buildings Company's Soffit/Liner Panel (SLP) shall have a configuration consisting of I" interlocking ribs. The interlocking ribs are designed to conceal the panel fasteners. The Soffit/Liner Panel shall provide a net cover- age of either 12" or 16". 5.2.6 American Buildings Company's Standing Seam II (S2P) and Standing Seam 360 (S3P) Roof Panel shall have a configuration consisting of 2" high (3" including seam) by 4-3/4" wide rib, spaced on 24' centers. Panels shall be joined at the side laps with an interlocking seam standing 1" above the major rib. Each panel shall provide 24" net coverage in width. The female panel seam shall have factory applied sealant. 5.2.7 American Buildings Company's Loc-Seam Panel (LOC) shall have a configuration 16" or 12" wide with 2" high vertical male and female ribs. The female seam shall have factory applied sealant. The panel seam shall be mechani- cally interlocked by a specially designed electric seaming machine. 5.2.8 American Buildings Company's Mansard Fascia Panel (MFP) shall have a flat surface with a male and female interlocking 1" seam. Panels shall have a 10 3/16" or 18 5/8" nominal coverage. A solid 3/8" rninimum plywood decking or equivalent with a minimum 3:12 slope is required. 5.2.9 Panel Length: All wall panels shall be continuous from sill to roof line and all roof panels shall be continuous from eave to ridge except where lengths become prohibitive for handling purposes. Roof panel end laps shall be a mini- mum 6" for Standing Seam and Loc-Seam panels and a minimum 4" for Long Span panels. Wall panel end laps shall be a minimum 3". 5.2.10 Endwall Edge Cuts: All endwall panels for buildings with 1:12 or less roof slope shall be square cut. All endwall panels for buildings with 4:12 slope shall be bevel cut. 5.2.11 A certain amount of waviness called "oilcanning" may exist in the flat portion of the panel. Minor waviness of the panel is not sufficient cause for rejection. Oilcanning does not affect the structural integrity of the panel. SECTION 6: MISCELLANEOUS MATERIAL SPECIFICATIONS 6.1 6.1.1 6.1.2 6.1.3 FASTENERS (b) Standard roof fasteners shall be No. 14-14 x 1" self - drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.5 Fasteners for the Roof Panel Clips: All Standing Seam and Loc-Seam Panel clips shall be attached to the purlins by the following: (a) Self -drilling screws for attaching fixed panel clips and expansion clips shall be carbon steel No. 12-14 x 1-1/4" hex -head, cadmium or zinc plated. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. Structural Bolts: All bolts used in primary splices and secondary framing connections shall be ASTM A 307 or ASTM A 325 as required by design. 6.1.6 Fasteners for Roof Panels: All roof panels shall be attached to the secondary framing members by the following: (a) Premium roof fasteners shall be No. 12-14 x 1 1/4" or No. 14-14 x 1" self -drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -finished or warranted roofs. (b) Standard roof fasteners shall be No. 12-14 x 1 1/4" or No. 14-14 x 1" self -drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. Fasteners for roof panel side laps and flashing connections: Long Span Panel roof panel side laps and flashing connec- tions shall be stitched by the following: (a) Premium roof fasteners shall be No. 14-14 x 3/4", Type "AB", self -tapping carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -finished or warranted roofs. (b) Standard roof fasteners shall be No. 14-14 x 3/4" self -tapping carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.4 Fasteners for roof panel to flashing connections: Loc-Seam and Standing Seam roof systems shall be the following: (a) Premium roof fasteners shall be No. 14-14 x 1" self - drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -finished or warranted roofs. 6.1.7 6.1.8 6.1.9 (b) Self -drilling screws for attaching expansion clips on bar joists shall be carbon steel No. 12-24 x 1-1/4" Tek 4 or No. 12-24 x 1 1/2" Tek 5 hex -head cadmium or zinc plated. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. Fasteners for Wall Panels and Liner Panels: All Long Span, Architectural or Multi -Rib Panels shall be attached to the secondary framing members by means of self -drilling carbon steel screws, No. 12-14 x 1-1/4" hex washer head, cadmium or zinc plated, assembled with a 0.040" minimum thickness nylon isolation washer. The fasteners shall be color coordinated with a premium coating system which protects against corrosion and weathering. The fasteners are applicable for use with fiberglass blanket insulation up to 4" in thickness. Fasteners for Wall Panel Side laps and Liner Panel Side laps: All Long Span, Architectural or Multi -Rib Panel side laps shall be stitched by means of self -tapping carbon steel screws, No. 14-14 x 3/4" Type "A" or "AB", cadmium or zinc plated, assembled with a 0.040" minimum thickness nylon isolation washer. The fasteners shall be color coor- dinated with a premium coating system which protects against corrosion and weathering. Fasteners for Shadow Panels: These fasteners shall be carbon steel, yellow chromate over zinc plate finish, No. 12-14 x 1 " self -drilling hex -head screws with a special 1/2" x 1 " rectangular locking nuts. Blind Fasteners: All blind fasteners shall be 1/8" diameter, high strength 6052 painted aluminum rivets as manufac- tured by USM POP or equal. 6.2 PANEL CLIPS 6.2.1 Panel clips for the Standing Seam Roof Panel shall be one of the following: (a) Fixed panel clips shall be a nominal 31/8" or 41/8" (for thermal blocks) in heights and 3" in width. Clips shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C. Panel clips shall have a fluorocarbon coating for corrosion resistance. (b) Expansion clips (SSEC series) shall be of a two part assembly. The clip portion shall be a nominal 3 1/8" or 4 1/8" (for thermal blocks) in height. The clip portion shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C. The clip portion shall have a fluorocarbon coating for corrosion resistance. The base portion of the clip shall be die formed 18 gauge zinc -coated (galvanized) steel. Total TFebruary 1996 expansion capability of the clip assembly shall be 1 1/4". (c) Expansion clips (SSPC series) for bar joist purlins shall be of a two part assembly. The clip portion shall be 2 1/2" wide. The clip portion shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C. The clip portion shall have a fluorocarbon coating for corrosion resistance. The base portion of the clip shall be 2 1/4" or 3 1/4" (for thermal blocks) in height. The base shall be die formed from 12 gauge painted steel. Total expansion capability of the clip assembly shall be 2 1/2". 6.2.2 Panel clips (LSEC series) for the Loc-Seam Panel shall be of a two part assembly. The clip portion shall be a nominal 2 3/8" or 3 1/8" (for thermal blocks) in height and 3" in width. The clip portion shall be die formed from 24 gauge aluminum coated steel. The base shall be die formed from 18 gauge zinc -coated (galvanized) steel. Total expansion capability of the clip shall be 1 1/4". 6.2.3 Panel clips (MFPC series) for the Mansard Fascia Panel shall be a nominal 1" in height and 1 1/2" in width. The clip shall be die formed from 26 gauge zinc -coated (galva- nized) or aluminum -zinc alloy -coated steel. 6,2.4 The Standing Seam 360 clip is a two part assembly. The clip portion is die formed .026 thick aluminum coated steel. The base shall be die formed 12 gauge painted material 2 1/4" or 3 1/4" (for thermal blocks) high and 6" long. The expansion capability is 2". 6.3 CLOSURES AND SEALANTS 6.3.1 Closures Strips: The corrugations of the roof and wall panels shall be filled with preformed closed cell non - shrinking, laminated polyethylene closures along the eave, ridge and rake when required for weather tightness. 6.3.2 Metal Closures: The corrugations and pan area of the Standing Seam II and Standing Seam 360 Roof Panel shall be filled with formed metal closures. The closures shall be formed from 20 gauge steel to the shape of the configura- tion.The closure exterior finish shall be AZ55 aluminum -zinc alloy -coated, or pre -painted AZ55 alumi- num -zinc alloy -coated. 6.3.3 Sealer: Long Span Panel roof side laps and end laps shall be sealed with 1/2" x 1/8" tape mastic. The material shall be a butyl base elastic compound with a minimum solid content of 99%, Sika SikaTape TC-95 or equal. The sealer shall have good adhesion to metal and be non -staining, non -corrosive, non -shrinking, non -oxidizing, non -toxic, and non-volatile. The service temperature shall be from -60°F to +212° F. The material shall meet or surpass the requirements of Federal Specification TT-C-1796A, Type II, Class B and NAAMM SS- 1C-68. 6.3.4 Sealer: American Buildings Company's Standing Seam and Loc-Seam Roof Panels side laps shall have factory applied mastic, Sika SikaCaulk 537 or equal. Its composi- tion shall be 91% solids by weight. Service temperature range shall be -60°F to +250cF. The material shall meet or surpass the requirements of Federal Specification TT-C- 1796A, Type I, Class A. 6.3.5 Sealer: All American Buildings Company's Standing Seam and Loc-Seam Roof end laps, ridges and eave closures shall be sealed with tape mastic, Sika SikaTape TC-65 or equal. The material shall be non -staining, non -corrosive, non -toxic, and non-volatile. Composition shall be 100% solid ethylene propylene copolymer tape. Service tempera- ture shall be from -60°F to +212°F. The material shall meet or surpass the requirements of Federal Specification TT-C- 1796A, Type II, Class B. 6.3.6 Caulk: All gutter and downspout joints, rake flashing laps, ridge flashing laps, doors, windows, and louvers shall be sealed with white or bronze pigmented polyurethane caulk, Bostik Chem -Calk 915 or equal. It shall meet or exceed the requirements of Federal specification TT-S-00230C, Type II, Class A. 6.4 GUTTER, FLASHING AND DOWNSPOUT 6.4.1 Gutters and Flashings: All standard exterior gutters are 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum - zinc alloy -coated steel with a pre -painted finish in White or Burnished Slate. Standard rake flashing is 26 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel with a pre -painted finish in Reflective White or Burnished Slate. All other flashings shall be a minimum 26 gauge steel. 6.4.2 Downspouts: All downspouts shall be 28 gauge zinc - coated (galvanized) or aluminum -zinc alloy -coated steel with color coordinated, pre -painted finish, rectangular in shape. SECTION 7: PAINTING 7.1 STRUCTURAL PAINTING 7.1. l All uncoated structural steel and light gauge steel members shall be cleaned of all foreign matter and loose scale and given a one mil coat of American Buildings Company's red oxide primer. Primer meets or exceeds the performance requirements of Specification SSPC 15-68T (replaces and is equivalent to Federal Specification TT-P-636D). The primer is not intended as a finish coat. At American's option, cold -formed secondary structural framing may use pre -painted coil stock which eliminates the need for a shop coat of primer. The base metal shall be thoroughly cleaned and then treated with iron phosphate solution to enhance paint adherence before the coil is coated with a red oxide polyester paint. The dry film thickness of the paint shall be 0.5 mil. The coating meets or exceeds the performance requirements of Specification SSPC 15-68T (replaces and is equivalent to Federal Speci- fication TT-P-636D). The coating is not intended as a finish coat. 7.1.2 Abrasions caused by handling after painting are to be expected. Primer shall be furnished to touch-up these areas by the contractor performing field touch-up or field paint- ing as specified in the contract documents. 7.2 LONG LIFE COATING 7.2.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.2.2 Prime Coat: The base metal shall be pretreated and then primed with an epoxy or urethane type primer for superior adhesion and superior resistance to corrosion. The dry film thickness shall be 0.2 mils. 7.2.3 Exterior Coat: After priming, the exterior side shall be given a Long Life coating, baked in excess of 500 °F to a controlled dry film thickness of 0.7 to 0.8 mils. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: ��� 3 ,,,5��`++ �y4 a `+✓���Y, February 1996 1 �T y TEST TEST METHOD PERFORMANCE Specular Glass ASTM D 523 25-35 degrees on a std. arner 60 deg. meter Dry Film Hardness ASTM D 3363 F-2H Q.U.V. Weatherometer ASTM G 53 Passes 300 hours, No objectionable color change, chalking or blistering Humidity Resistance ASTM D 2247 Passes 1000 hours Salt Spray Resistance ASTM B 117 Passes 750 hours Reverse Impact ASTM D 2794 Passes, No Removal Microbial Attack ASTM G 22 Passes 7.2.4 Interior Finish: The interior finish shall have a parchment polyester top coat over an epoxy or urethane prima. The dry film thickness shall be 0.3 mils. 7.3 PREMIUM 70 COATED PANELS 7.3.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.3.2 Prime Coat: The base metal shall be pretreated and then primed with an approved epoxy, urethane, or water base prima. The dry film thickness of the primers shall be .25 � mils minimum. 7.3.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 5000(PVF2) formulation. The dry film thickness of the top coat shall be .8 mils minimum. The total dry film thickness shall be 1.05 mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: TEST TEST METHOD PERFORMANCE Specular Glass ASTM D 523 Medium Glass, 30-40 at 60 degrees Dry Film Hardness ASTM D 3363 F minimum Film Adhesion ASTM D 3359 Excellent/No Removal Direct Impact ASTM D 2794 Excellent/No Removal Reverse Impact ASTM D 2794 Excellent/No Removal Abrasion Resistanct: ASTM D 968 Exceeds 65 liters :hemical Resistance ASTM D 1308 Excellent/No Removal " Salt Spray Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 1000 hours Color Retention ASTM D 2244 No objectionable change. Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable change. Minimum rating of 9 Roof panels with the Premium 70 finish must have a minimum 1/2:12 roof slope to qualify for Material Warranty. 7.3.4 Interior finish: The interior finish shall have a parchment polyester top coat or backer over an epoxy, urethane, or water base prima. The dry film thickness of the backer shall be .4 mils minimum. 7.4 PREMIUM 70M COATED PANELS 7.4.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.4.2 Prime Coat: The base metal shall be pretreated and then primed with an approved epoxy, urethane, or water base prima. The dry film thickness of the primers shall be .4 mils minimum. 7.4.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 5000(PVF2) formulation. The dry film thickness of the top coat shall be 1.0 mils minimum. The total dry film thickness shall be 1.4 mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: TEST TEST METHOD PERFORMANCE Specular Glass ASTM D 523 Medium Glass, 30-40 at 60 degrees Dry Film Hardness ASTM D 3363 F minimum Film Adhesion ASTM D 3359 Excellent/No Removal Direct Impact ASTM D 2794 Excellent/No Removal Reverse Impact ASTM D 2794 Excellent/No Removal Abrasion Resistance ASTM D 968 Exceeds 100 liters Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spray Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 2000 hours Color Retention ASTM D 2244 No objectionable change. Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable change. Minimum Rating of 9 Roof panels with the Premium 70M finish must have a minimum 1/2:12 roof slope to quality for Material Warranty. 7.4.4 Interior Finish: The interior finish shall have a parchment polyester top coat or backer over an epoxy, urethane, or water base prima. The dry film thickness of the backer shall be .4 mils minimum. SECTION 8: ACCESSORIES 8.1 WINDOWS 8.1.1 Standard windows shall be horizontal slide units with a bronze finish, 3'-0" x 3'-0" and 4'-0" x 3'-0" in Architec- tural and Long Span Panel Walls; 4'-0" x 3'-0" in Shadow Panel Walls. They shall be furnished complete with 7/16" hermetically sealed double glass, hardware, and half screen. Windows shall be self -flashing to American Build- ings Company's wall panels. They shall conform to ANSI A134.1 and shall be certified by Architectural Aluminum Manufacturers Association for high performance commer- cial construction, HS-B2-HP. 8.1.2 Narrow Light Windows shall be wall units V-4" z 7'-1 3/4" having dark bronze aluminum frames 1 3/4" x 4" and 1" solar bronze annealed insulated glass. The glazing stop shall snap on using stainless steel spring clips. There shall be no exposed screws on the Glazing Bead. The glass shall be set against the fin using Butyl Tape and sealed on interior and exterior with silicone to insure a water -tight r< t. a®� T r�py� seal and to enable truck shipment without danger of glass slippage. 8.2 PERSONNEL DOORS 8.2.1 Standard personnel doors shall be 3'-0" x TO" x 1 3/4" manufactured from 20 gauge zinc -coated (galvanized) steel. Doors shall have a textured finish and shall be painted White. Doors shall meet Federal Specification RR-D-575b and Commercial Standards CS-242-62 and PS4-66. Doors shall be one of the following: (A) Steelcraft SLT-20-4 (honey comb core) or equal. (B) Ceco Omega 20 (honey comb core) or equal. (C) Ceco Versa 20 (urethane foam core) or equal. 1. Doors shall have square edges for non -hand installation. 2. Doors shall be flush and have vertical mechanical interlocking seams on both hinge and lock edges. 3. Doors shall be provided with top and bottom inverted 16 gauge galvanized steel channels spot welded within the door. 4. Doors "A" and "B" shall be reinforced, stiffened, and sound deadened with impregnated kraft honey comb core completely filling the inside faces of the door and laminated to the inside faces of the panels. 5. Door "C" shall be filled with a rigid urethane core foamed in place and chemically bonded to the interior. 6. Doors shall be reinforced for applicable hardware. 8.2.2 Door frames shall be 16 gauge zinc -coated (galvanized) steel, preprinted White and shall be one of the following: (A) Steelcraft MU-16 series having a jamb depth of 5-3/4" with an 18 gauge jamb retainer. (B) Ceco MBF-8 series having a jamb depth of 8". 1. Door jambs shall be constructed for non -hand installation. 2. Door frame "A" shall have factory applied weather-stripping. 3. Door frame "B" shall have weather-stripping provided for field installation. 4. Door frames shall be provided with 4 1/2" x 4 1/2" hinges and reversible strike plate. Door frame "A" shall have hinges pre -welded to the frame. 8.2.3 Standard locksets shall be one of the following: (A) Yale CRE 8722 mortise lockset, US26D finish, or equal. (B) PDQ SWI82PAT260 cylindrical lockset or equal. 8.2.4 Exit devices shall be one of the following: (A) Yale 7100 Styline series rim device with a stainless steel finish. (B) Yale 2000 rim device with a SB finish. 8.2.5 Door threshold shall be aluminum, supplied with flat head screws and expansion shields for attachment to masonry floor. 8.3 SLIDING DOORS 8.3.1 Standard double sliding door sizes shall be 12' wide by 10', 12', 14', or 16' high as specified. All sliding doors shall be designed to withstand applicable wind loads. Doors will be shipped unassembled, complete with bottom guide, lock angles for side closure, hoods to protect the top of doors from weather, four-wheel trolleys, and galvanized track. Doors shall be supported from a structural header by 3/8" bolts on 2'-0" center. Door panels shall be the Long Span panel and the color shall be Reflective White. Each door leaf shall have two four-wheel trolleys. They shall be 21/8" in diameter and shall be formed from heavy gauge steel that has been zinc plated and chromated to resist rust. The wheels shall have hardened steel roller bearings sealed with long lasting lubricants. They shall be as manufactured by the National Manufacturing Company (No. 1050T) or equal. 8.4 OVERHEAD DOOR FRAMING 8.4.1 Overhead door support framing shall be designed to resist applicable wind loads and shall consist of channel jambs with a structural header at the top of the opening, 26 gauge steel color coordinated flashings shall be provided to con- ceal panel edges at the opening unless otherwise specified. 8.5 GRAVITY VENTILATORS 8.5.1 Gravity ridge ventilators shall be manufactured from gal- vanized steel and painted white. The ventilator body shall be 24 gauge and the skirt shall be adjustable to match the roof slope. Chain operated damper will be furnished. Ven- tilators shall be equipped with standard birdscreens and riveted end caps. Ventilators shall be 19 long and have a 9" or 12" throat. 8.5.2 20" round ventilators shall be 24 gauge and shall have an adjustable base for ridge mounting or a pitched base for on -slope mounting. 8.6 LOUVERS 8.6.1 Louvers shall be manufactured from 20 gauge zinc -coated (galvanized) steel, painted white, and shall be self -framing and self -flashing. They shall be equipped with adjustable. dampers unless otherwise specified. Nominal size shall be 4'-0" x 3'-0" for standard walls and 4'-0" x 4'-0" for Shadow Panel (HFP) walls. 8.7 SKYLIGHTS 8.7.1 Roof skylight panels shall be translucent fiberglass rein- forced panels made in the same configuration as the metal panels. They shall be manufactured with a 2 ounce woven fiberglass cloth reinforcement in addition to random stand mat or cut glass fibers for structural strength. They shall meet or exceed applicable requirements of ASTMD 3841- 80 Type 1, and ICBO Research Report No. 1412. Material weight shall not be less than 8 ounces per square foot. Impact Test: Skylights shall resist penetration when subject to a 100 pound cylindrical weight with a 5 3/4" . diameter (26 square inches) dropped from a height of 70". Flamma- bility rate of material shall be no greater than 2 in/min when tested under ASTM D 635. Coefficient of heat transmis- sion (U-factors) shall be no greater than 0.8 BTU/Hr/Sq. ft. degree F. Available insulated skylights shall have a light transmitting foam sandwiched'between a standard weight exterior panel and a 4 ounce nominal weight interior panel. Skylight panels shall be equivalent to STRONGLIGHT panels as manufactured by Lasco Industries, or equal. February 1996 ENGINEERING PROPERTIES 8.9 ROOF CURBS (STRONGLIGHT Skylight) 8.9.1 Roof curbs shall be manufactured from minimum 18 gauge Property Test Method Nominal Value AZ55 aluminum -zinc alloy -coated steel. Curbs shall have an integral cricket type water diverter and an angle splash Shear Strength ASTM D 732 11,000 psi guard. The minimum curb height shall be 8". Bearing Strength ASTM D 953 A 13,400 psi 8.10 PIPE FLASHING Tensile Strength ASTM D 638 19,000 psi 8.10.1 Pipe flashings shall be of a one piece construction and fabricated from an EPDM membrane and shall have an 8.7.2 Wall sidelight panels shall be translucent fiberglass panels aluminum base that can be field conformed to any panel made in the same configuration as the wall panels. They configuration. Pipe flashings shall be flexible for mounting shall meet or exceed applicable requirements of ASTM on any roof slope. Service temperature ranges shall be 133841-80 Type 1, and ICBO Research Report No. 1412. -30OF to +250°F. Three standard flashing sizes shall ac- Material weight shall not be less than 6 ounces per square commodate pipe sizes from 1/4" diameter up to 13" foot. diameter. 8.8 INSULATION 8.8.1 Fiberglass Blanket Insulation shall have a density of 0.6 SECTION 9: ERECTION AND INSTALLATION pcf and shall be available in 2", 3", 4" and 6" thicknesses. (Other roof insulation systems are available with thickness The erection of the metal building and the installation of up to 12 inches). Maximum application thicknesses are as accessories shall be performed in accordance with American Buildings Company's erection manuals and the follows: building erection drawings. The erection shall be Standing Seam Roof 6" over purlin with or without performed by a qualified erector using proper tools and rigid foam thermal block. equipment. In addition, erection practices shall conform to Loc-Seam Roof 6" over purlin with or without Section 6, Common Industry Practices found in the "Low rigid foam thermal block. Rise Building Systems Manual," MBMA 1986. There shall Long Span Roof 4" over purlin with an addition be no field modifications to primary structural members 2" between purlins. except as authorized and specified by American Buildings Long Span Wall 4" over girt Company. Architectural II Wall 6" over girt, longer fasteners required. SAFETY DURING ERECTION CANNOT BE OVER -EMPHASIZED! 8.8.2 Fiberglass Insulation Facings shall be laminated on one side with one of the facings as shown in Chart below. Facings other than those shown in the Chart below are available upon request. BUILDING ANCHORAGE AND SECTION 10• B 8.8.3 Rigid Foam Thermal Blocks shall be cut from high density FOUNDATION extruded polystyrene board stock, having a UL 25 flame The building anchor bolts shall resist the maximum column spread rating. Thermal Blocks shall have a minimum thick- reactions resulting from the specked combinations of ness of 1 inch and shall be a minimum of 3 inches in width. loadings. The quantities and diameters shall be specified Thermal Block material shall be Dow Styrofoam (Blue by American Buildings Company. Anchor bolt embedment Board) or equal. designs and the anchor bolts are to be supplied by others, 8.8.4 Foil -faced rigid insulation (Thermaxo) has a glass fiber NOT American Buildings Company. Anchor bolt - reinforced polyisocyanurate foam core. The foam core has embedment and foundations shall be adequately designed a uniform, closed -cell structure which is resistant to the by a qualified foundation engineer to support the building flow of heat. Aluminum foil facers laminated to each side reactions and other loads which may be imposed by the of the product provide an effective moisture barrier. Rigid building use. The design shall be based on the specific soil insulation products are available in thicknesses from 1/2" conditions of the building site. The foundation engineer to 3". Rigid insulation shall be Thermax by Celotex or shall be retained by other than American' Buildings approved equal. Company. American Buildings Company assumes no responsibility FACINGS for the integrity of the foundation. Color White Textured White Aluminum Flame Spread* 25 25 25 SECTION 11: WARRANTIES Perm Rating 1.3 .02 .02 American Buildings Company offers a variety of Service Temp. Min 0°F 20OF -10°F warranties for panel coatings, roof system weathertighmess, purchased products, and manufactured *The numerical flame spread rating is not intended to reflect hazards materials. For specific warranty details and costs refer to presented by this or any other material under actual fire conditions. the American Buildings Company Warranty Manual or contact American Buildings Company at 334-687-2032. February 1996 �O�E .o�►`o � 9 State Docks Road - Eufaula, AL 36027 - (334) 687.2032 AN MERICAN BUILDING A.B.C. JOB NO. I/. Z Safety Commitment American Buildings Company strongly recommends that safe working conditions and accident prevention pracUces be the top priority on any Job site. Local, stale and federal sorely and health standards should always be followed to help Insure worker safety. Make certain all employees know the safest and most productive way of erecting a building. Emergency telephone numbers, location at first aid stations and emergency procedures should be known to all empoyees. Daly meetings hlghllghting safety procedures, the use of hard hale. rubber sale shoes for root work, proper equipment for handling material and safety nets where possible are recommended erection practices. American Buildings Company Intends that thew precautions be Interpreted and administered with sound judgment consistent with good safety practices. AMERICAN BUILDINGS COMPANY Your Safety At Work Employee Safety The safety of oau, employes should be the "Number 1" requirement at each job site. American Buildings Company strongly recommends that each employee be property trained and supervised In sale work practices. If you feet that you have not been property trained an safety procedures or are not being property supervised. contact your supervisor. While at work remember: • Work areas should be kept clean and orderly at all times- • Improper tool usage may result In Injury • Make Certain that the Correct loot Is available and Issued for each phase of building erection. • Return tools when not in use to them proper places. A firm commitment to employee safely Is the first step In each successful building erection. DAILY MEETINGS HIGHLIGHTING EMPLOYEE SAFETY Remembers Daily meetings highlighting employee safety procedures will reduce the number of employee accidents. Your Safety At Work Your safety at work depends on four things: 1. Knowing what the hazards are 2. Knowing how to protect yourself 3. Thinking and acting safety 4. and... Your co-workers Safety Is Your Job This publication will help to Identify some of the hazards and will suggest some of the ways In which ereclon can protect themselves. These guidelines, however, are not complete and should not be relied upon as exclusive orcompreheself b nsive safety procedures. Ultimately, only you can protect youry making sure you recognize all of the hazards and by Ihlnking and acting safety ..And Your Co-workers' Job Since your co-workers' unsafe behavor ran endanger you, help them act safely too. READ AND UNDERSTAND ALL SAFETY PRECAUTIONS If You Don9 Understand - ASK Important: If there is something you don't understand, get help from your supervisor. Your Safety At Work Moving or Lifting bads Slay well In the Gear of any moving load. Keep hands and feet clear at all times. Workers should be trained to correctly locale the points of cable attachment and In the correct and safe operation of Iffting equipment- OSHA approved hard hats, steel toe shoes with metatarsal guard and eye protection should be wore at all times. Stay In the clear of any Ilfted load. Make certain all framing Is properly braced or guyed before lifting tins are removed. STAY WELL IN THE CLEARI e:3 es .40 Rememberl Daily meetings highlighting employee safety procedures will reduce the number of employee accidents. Your Safety At Work Correct Tool Usage Make certain the correct tool Is available and used for each phase of building erection. Worker should maintain a firm, sate position when using any tool and a constant awareness of thew location to the roof edge. Use approved lie -offs, netting or rails when waking on root surfaces. Check wire rope for broken strands, broken wine and kinking. Replace damaged, unsafe rope Immediately. Personal protection equipment should always meet OSHA standards. Always wear approved eye protection Electrical tools must be property grounded. Do not use electrical ta,is o equipment while standing on wet surfaces. Return tools to their proper place when not In use. Don't allow tools, blocking or materials to became a falling hazard. USE THE CORRECT TOOL FOR THE CORRECT JOB Rememberl Daily meetings highlighting employee safety procedures will reduce the number of employee accidents. Your Safety At Work PANELS MAY BE SLICK Panels maybe oiled and slick. Oil protects the panel Coll stock and finished panels from rust during shipping and storage. Dew, host or any other moisture may Cause panels to be slippery, Be certain to wipe panels clean before Installation begins. Wear rubber sole work boots. When on the roof, use OSHA approved protection devices such as safety lines. safety nets a a Catch platform. UNSECURED PANELS MAY SLIP IF STEPPED ON Employees should be continuously warned to never step on a single unsecured roof panel or a stack of roof panels laying unattached on the purlins. Secure each end with clamps at appropriate fasteners and place walkboards in the flat of any panels not fully secured to the purlins and supported by panels on each side. Walkboards should run to the full length of the panel and be fastened together by drilling a hole new the end of each board and tying It with rope to the next board. (Cut a groove In the bottom of each board so that the board will Ile flat and not lip back and forth because of the rope). SAFETY PRECAUTIONS Ail safely preoautlons referred to throughout this publication, all OSHA safety requirements or other customary or statutory requirements must be adhered to In order to nwtknize empkryee safety. Daily meetings describing safe work procedures, use of hard hats, rubber sole shoes for roof work, Proper equipment kx handling material and edge of roof protection devices are recommended erection practices. Your Safety At Work SAFETY PRECAUTIONS FOR ROOFING WORK American Buildings Company strongly recommends that erection employees be continuously trained and retrained In safe and produclle wok praclk es. Working on the roof area in the Installation of roof structurals. Insulation or roof panels requires proper training, correct equipment and constant alertness to minimize the danger of falls. Hard hats should be wan on job silos to prevent Injury from falling objects. Workers Should always be aware of their location to the roof edge. Safe work practices on the following erection duties should be carefully reviewed with erection crews prior to beginning each Job. PANEL MAY COLLAPSE IF NOT PROPERLY SECURED Roof panels must be Completely attached to the purlins and to panels on either side before they can be a safe walking surface. Partially attached or unattached panels should never be walked on! DO NOT: 1. Step on rib at edge of panel 2. Step near crease In rib at edge of panel 3. Step within 5 feet of edge at unsecured panel Roof panels must never be used as work platforms. An OSHA approved runway as specified In "OSHA Safety and Health Regulations fair the Construction Industry" should be used for platform work. Interpretation American Buildings Companydlsciaims any responsibility fa Injuries w damages which may result from the interpretation and Implementation of these safety and erection practices since the actual erection operations and conditions are beyond American Buildings Company's control. Il Is assumed that ony, experienced, knowledgeable orectors with trained crews and proper equipment will be engaged to do the erection. It Is emphasized that American Buildings Company is a manufacturer of metal building components and Is not engaged In the erection of Its products. Opinions expressed by American Buildings Company about erection practices are Intended to present any a guide as to how the components should be assembled to create a building. The experience, expertise and skills of me erection crews as wail as the equipment available for handling the metal determines the quality of erection and the ultimate customer satisfaction of the Completed building. fl%R�l AMERICAN BUILDINGS COMPANY } GENERAL FOUNDATION NOTES AND CONCRETE DETAILS CERTIFICATION AND SCHEDULE OF DRAWINGS I I. AMERICAN BUILDINGS COMPANY ASSUMES NO RESPONSIBILTI OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS AND BUILDING SYSTEM 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. FURNISHED BY A.B.C. ARE DESIGNED TO COMPLY WITH THE FOLLOWING CRITERIA- 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR .BUILDING AND MUST BE ADEOUATE TO DESIGN LOADS ARE: DESIGN LOAD COMBINATIONS ARE: SHEET NUMBER DATE REV. NO. RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE MINIMUM DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 1. METAL BUILDING DEAD LOAD (D) 1. D + C + L ABC-1 03/03/97 0 4. REINFORCING BARS, WIRE MESH, ANCHOR BOLT SHEAR ANGLES, TIE ROOS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE ROOS. BUTTRESSES, OR OTHER DEPENDABLE MEANS. 2• 1.0 pit COLLATERAL LOAD (C) 2. D + W 3. 20.0 pit ROOF LIVE LOAD (L) 4. 12.0 pit FRAME LIVE LOAD (L) p ABC-2 03/03/97 0 S. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL. OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL EXTENO TO THE NATURAL GRADE. W ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE. 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB. 5• 0.0 pit GROUND SNOW LOAD (PIG) 6. 0.0 pit ROOF SNOW LOAD (S) - AB 1 03/03/97 0 AB2 03/03/97 0. 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE. LEVEL AND SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE t 1/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A t 1/8 INCH TOLERANCE. 7• 100.0 mph WINO VELOCITY (W) WIND EXPOSURE CATEGORY C WIND IMPORTANCE FACTOR . 1.04 B. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 28 DAYS. 9. UNLESS EXPLICITLY NOTED OTHERWISE. ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR BOLTS). OTHER MATERIALS. AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. 8.SEISMIC ZONE (E)) SEISMKS DATA AS FOLOWS(E): Q,QS Avg SEISMIC HAZARD EXPOSURE GROUP i SEISMIC SEISMIC PERFORMANCE BR CATEGORY �, S.1,Q CONCENTRICALLY BRACED FRAIIES(R- j,p, Cd. },$), ORDINARY MOMENT FRAMES OF STEEL (R- 15. C0- S,Q), EQUIVALENT LATERAL FORCE PROCEDURE. 10. ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY, 11. THE EMBEDMENT OF THE ANCHOR BOLTS IN THE CONCRETE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER. THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOWS TO BE DEVELOPED. NOTE ROOF DESIGN IS BASED ON THE LARGER ROOF LIVE LOAD 12. ALL ANCHOR BOLTS SMALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES OR ROOF SNOW LOAD. GIVEN 04 THE RISC MANUAL OF STEEL CONSTRUCTION. 13. ALL ANCHOR BOLTS SMALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE CONCRETE BEARING SURFACE. EXCEPT 1/2 INCH DIAMETER BOLTS . LOCATED AT DOORS WHICH SHALL HAVE A PROJECTION OF 1 INCH. ALL BOLTS SHALL HAVE A MINIMUM THREAD LENGTH 1/4 INCH LESS THAN THE PROJECTION. PROJECTING THREADS SHOULD BE CREASED OR OTHERWISE PROTECTED PRIOR TO COLUMN ERECTION. THESE DESIGN LOADS AND COMBINATIONS ARE APPUED IN ACCORDANCE wiTH THE FOLLOWING 14. ANCHOR BOLTS FOR FRAMED OPENINGS SMALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. ANCHOR BOLT DIAMETERS FOR THE PRIMARY FRAMING AND BUILDING CODE. ENOWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE BOLT PLACEMENT PLAN. tf 1994 STANDARD BUILDING CODE W/ASCE-7 WIND 1 It.s 1 FINISH 1/2, • FLOOR ANCHOR BOLTS X 6'THIS CERTIFICATION IS LIYRED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS (SEE NOTES /13 h /14) MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WIN.. LOUVERS, TRANSLUCENT PANELS AMC VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS , MECHANICAL 17 I I EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SMALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE AMERICAN BUILDINGS COMPANY ERECTION MANUAL 1{j If NOM DOOR TH WO THE MBMA MANUAL, LATEST EDITION, AND THE ATTACHED DRAWINGS. THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. R WITM + 4' 1/E • ANCHOR BOLTS DOO(SE E NOTES /13 k /ts) TYPICAL OVERHEAD DOOR LAYOUT SECTION "6" - "B" PRODUCT APPROVALS AND .ERTIFICAnnuq (OF TYPICAL OVERHEAD DOOR LAYOUT) .1. STANDARD BUILDING CODE - SBCCI 194100. 12 BASIC STYLES. 2. UNIFORM BUILDING CODE' (ICSO) - / FA-285-CARSON CITY. NEVADA PLANT. 3. INDwRA - 12 BASIC STYLES AS BELOW. BASIC MATERIAL SPECIFICATIONS 0. M-190OW - SSF C. M-190857 - LRF, RF, LRF-M C. M-190858 - LSS. LSS-M - PRIMARY FRAMING STEEL •. M-190863 - LT STEEL FOR HOT -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REOUIREMENTS OF ASTM SPECIFICATION A 36. •. U- 190862 GC, LP2, LP4, LP2-M, LP4-M STEEL FOR BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: 4, w15CON51N-/ 960032-Y; IJ BASK: SAES. FLMUGE AND WEB MATERIAL SHALL MEET AS APPLICABLE THE PHYSICAL AND CHEMCAL REOUIREMENTS OF ASTM A572 GRADE 50 WITH A MINIMUM YIELD OF55 KSI, ASTM A607 GRADE 55 OR ASTM A570 GRADE 55 S. CITY OF CLEVELAND, OHIO DOCKETS S-52-82. STEEL FOR ALL ENOWALL 'C SECTIONS SHALL MEET THE PHYSICAL AND 'CHEMICAL PROPERTIES OF ASTM A570, GRADE 55 5. CANADIAN WELDING BUREAU DIVISION I CERTIFICATION AT EL PASO h CARSON CITY. ' SECONDARY FRAMING STEEL 7. ASC DUALITY CERTIFICATION, CATEGORY MB. STEEL USED TO FORM PURUNS, G1RTS. EAVE STRUTS AND 'C' SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570, GRADE 55 - B. PLANT CERTIFICATION AT CARSON CITY FOR CITY OF SEATTL.E. - STEEL USED TO FORM ZINC -COATED (GALVANIZED) PURUNS AND ASHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES 9. PLANT CERTIFICATION AT CARSON CITY FOR OGDEN. UTAH.RTS OF ASTY A653 GRADE D AND G 90 COATING DESIGNATION AS DESCRIBED IN ASTM A525. 10. LONGSPAN PANEL WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO. 71 AS LISTED IN UNDERWRITERS - ROOF AND WAIL PANEL MATERIAL LABORATORIES ROOFING MATERIALS AND SYSTEMS DIRECTORY. EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: 11. STANDING SEAM 11 PANEL WIND UPUFT-CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS T\ PANEL MATERIAL AS SPECIFIED SHALL BE 25 GAUGE ZINC -COATED (GALVANIZED) STEEL. COATING DESIGNATION G 90, CONFORMNC TO THE REOUIREMENTS LABORATORIES ROOFING 'AATERIAS AND SYSTEMS DIRECTORY. GRADE E. MINIMUM YIELD STRESS SHALL 80 KSI, OF ASTM A65MATERIAL 1 PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ZINC -COATED BE TED (GALVANIZED) STEEL. COATING DESIGNATION C 90, CONFORMING TO THE REQUIREMENTS C OF ASTM A65J GRADE D. MINIMUM HELD STRESS SMALL BE 50 KSI. 12. LOC-SEAM PANEL WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NOS. 331, 332, AND 336 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEMS DIRECTORY. THE CERTIFYING ENGINEER HEREWITH IS NOT THE ENGINEER -7 C1 OF RECORD FOR THE OVERALL PROJECT AND IS ONLY ., t �� J - 4� - " PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ALUMINUM ZINC ALLOY -COATED STEEL COATING DESIGNATION AZ SS. CONFORMTO THE REQUIREMENTS OF ASTM A792. MINIMUM HEAD STRESS SHALL BE 80 KSI. 13. CITY OF LOS ANGELES FABRICATORS LICENSE /1390 AT CARSON CITY PLANT. CERTIFYING THAT THE DESIGN OF THE METAL BUILDINGING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY { , PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ALUMINUM -ZINC ALLOY -COATED STEEL. COATING DESIGNATION AZ 55. CONFORMING TO THE REQUIREMENTS OF ASTM A792. MINIMUM HSTRESS SMALL BE SO KSI. 14. CITY OF HOUSTON. TEXAS FABRICATOR APPROVAL /478. SATISFY THE DESIGN REOUIREMENTS SPECIFIED ABOVE AND ON THE A.B.C. CONTRACT, THIS CERTIFICATIONELD EXCLUDES THE ERECTION OF THE STRUCTURE. ' O. .REVISIONS MADE CK'D DATE NO. REVISIONS MADE CK'D DATE NO REVISIONS MADE CK'D DATE DRAWING SuBMTTAL STATUS SCALE: NONE DATE SANFO RENT -A -CAR SANFORD INTER. AIRPORTROCKY SANFORD , FL MARK METAL STRUCTURES M NORTH (AMERICAN ' BUILDINGS CAROIINA [x FOR CONSTRUCTION [) FOR APPROVAL [ ) FOR PERMIT ONLY [ FOR PRELIMINARY [ [ DRAWN BY: RYA 03/03/97 CHECKED BY: JPH 03/04/97 DESIGN APPD BY:EER 3'16'97 DRAWING NUMBER 11454002 ABC-1 REAL NO. 0 03/03/97 16:05:59 Vw. I1.1 GENERAL FOUNDATION NOTES AND CONCRETE DETAILS CERTIFICATION AND SCHEDULE OF DRAWINGS I. AMERICAN BUILDINGS COMPANY ASSUMES NO RESPONSIBILTY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS AND BUILDING SYSTEM 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. FURNISHED BY A.B.C. ARE DESIGNED TO COMPLY WITH THE FOLLOWING CRITERIA 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO DESIGN LOADS ARE: DESIGN LOAD COMBINATIONS ARE: SHEET NUMBER DATE REV. NO. RESIST ALL OF THE CRITICAL COMBINATIONS. FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE MIF/1MUM DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. I. METAL BUILDING DEAD LOAD (D) 1. 0 + C + L ABC- 1 03/04/97 1 4. REINFORCING BARS. WIRE MESH. ANCHOR BOLT SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN, THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS. TIE RODS. BUTTRESSES, OR OTHER DEPENDABLE MEANS. 2• 1.0 psi COLLATERAL LOAD (C) 2. D + W 3. 20.0 psi ROOF LIVE LOAD (L) 4. 12.0 psi FRAME LIVE LOAD (L) /'� ABC-2 03/03/97 -0 5. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL. OR WHERE FILL IS USED. THE FILL MUST BE PROPERLY COMPACTED 5. 0.0 psi GROUND SNOW LOAD (Pq) AB 1 03/03/97 0 OR THE FOOTING SWILL EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST UNE. 6. EXPANSION OR CONSTRUCTION JOINTS SMALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB. 6. 0.0 psi ROOF SNOW LOAD IS) AB2 O3/O3/97 O E-S 1 03/03/97 0 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE. LEVEL AND SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE t1/15 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A 41/B INCH TOLERANCE. B. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 25W P.S.I. AT 28 DAYS. 9. UNLESS EXPLICITLY NOTED OTHERWISE. ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR BOLTS). OTHER MATERALS• AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. 7• 100.0 mph WIND VELOCITY ((W)) WIND EXPOSURE CATEGORY C WIND IMPORTANCE FACTOR 1.04 B. SEISMIC ZONE ((E) SEISUNC DATA AS FOLOWS(E): Ao- = A- SEISMIC HAZARD EXPOSURE GROUP 1, SEISMIC ."ERFORUAN E CATEGORY , CONCENTRICALLY BRACED FRAMES(Rr j,0. D, CdC0. }j), ORDINARY MOMENT FRAMES OF STEEL (R- 1,5. Cd- 1,Q)• EOUIVAILENT LATERAL FORCE PROCEDURE. ES2 03/03/97 0 ES3 03/03/97 0 ES4 03/03/97 0 10. ANCHOR BOLTS SHOULD BE AS SHOWN AND CAVED FOR, INCLUDING PROJECTION FROM CONCRETE. DIAMETER AND QUANTITY. 11. THE EMBEDMENT OF THE ANCHOR BOLTS IN THE CONCRETE IS THE RESPONSIBIUTY OF THE FOUNDATION DESIGNER. THE FRAME REACTIONS. ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. NOTE ROOF DESIGN IS BASED ON THE LARGER ROOF LIVE LOAD 12. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EOUAL IN ORDER TO CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES OR ROOF SNOW LOAD' GIVEN IN THE AISC MANUAL OF STEEL CONSTRUCTION. 13. ALL ANCHOR BOLTS SMALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE CONCRETE BEARING SURFACE, EXCEPT 1/2 INCH DIAMETER BOLTS LOCATED AT DOORS WHICH SHALL HAVE A PROJECTION OF 1 INCH. ALL BOLTS SHALL. HAVE A MINIMUM THREAD LENGTH 1/4 INCH LESS THAN THE PROJECTION. PROJECTING THREADS SHOULD BE CREASED OR OTHERWISE PROTECTED PRIOR TO COLUMN ERECTION. THESE DESIGN LOADS AND COMBINATIONS ARE APPLIED IN ACCORDANCE WITH THE FOLLOWING 14. ANCHOR BOLTS FOR FRAMED OPENINGS SHALL BE t/2 INCH OIAMETER UNLESS OTHERWISE NOTED. ANCHOR BOLT DIAMETERS FOR THE PRIMARY FRAMING AND BUILDING CODE. ENOWAII FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE BOLT PLACEMENT PLAN. 1"4 STANDARD BUILDING CODE W/ASCE-7 WIND 1 r 1 FINISH I/2' FLOOR � ANCHOR BOLTS x Li � THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS (SEE NOTES 113 k /14) _ - MANUFACTURED BY ALIERKAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS. WINDOWS. LOUVERS. TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT iG i i G it NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS FOUNDATIONS. MASONRY WALLS . MECHANICAL ,I ,I EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE AMERICAN BUILDINGS COMPANY ERECTION MANUAL. • . DOLR DOOR WIDTH THE MBMA MANUAL. LATEST EDITION, AND THE ATTACHED DRAWINGS. THE DRAWINGS LISTED ON THIS AND SHEET SHALL REMAIN WITH O BECOME PART OF CERTIFICATION. DOOR WIDTH + 4' 1/2' • ANCHOR BOLTS (SEE NOTES #13 k /14) TYPICAL OVERHEAD DOOR LAYOUT SECTION "B" - "B" PRODUCT APPROVALS 00 CERTIFICATIONS: . (OF TYPICAL OVERHEAD DOOR LAYOUT) I. STANDARD BUILDING CODE - SBCCI #94100, 12 BASIC STYLES. 2. UNIFORM BURRING CODE (IC80) - I FA-285-CARSON CITY. NEVADA PLANT. 3. INDIANA - 12 BASIC STYLES AS BELOW. BASIC MATERIAL SPECIFICATIONS o. M-190850 - SSF b. M-190857- - LRF. RF, lRF-M C. M-19O85B - Lss. LSS-M PRIMARY FRAMING STFFI d. M-190863 - LT STEEL FOR HOT -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM SPECIFICATION A 36. M-190552 GC, LP2. LP4, LP2-M, LP4-M STEEL FOR BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: 4. WISCONSN-/ 960032-M: 13 BASIC STYLES. - FLANGE AND WEB MATERIAL SHALT. MEET AS APPUCABLE THE PHYSIC& AND CHEMICAL REQUIREMENTS OF ASTM A572 GRADE 50 WITH A MINIMUM YIELD OF 55K51• ASTM A607 GRADE SS OR ASTM A570 GRADE 55 - 5. CRY OF CLEVEIANII. OHIO DOCKETS S-52-82. STEEL FOR ALL ENOWALL 'C SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570. GRADE 55 . 6. CANADIAN WELDING BUREAU OMSION I CERTIFICATION AT EL PASO CARSON CITY. SECONDARY FRAMING STEEL 7. RISC OUAUTY CERTIFICATION. CATEGORY MB. STEEL USED TO FORM PURUNS. GIRTS. EAVE STRUTS AND 'Cr SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570. GRADE 55 8. PLANT CERTIFICATION AT CARSON COY FOR CITY OF SEATTLE. 9. PLANT CERTIFICATION AT CARSON CITY FOR OGDEN. UTAH. STEEL USED TO FORM ZINC -COATED (GALVANIZED) PURUNS AND GIRTS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A653 GRADE D AND G 90 COATING DESIGNATION AS DESCRIBED IN ASTM A525. 10. LONGSPAN PANEL WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO. 71 AS LISTED IN UNDERWRITERS ROOF AND DUAL PANEL MATERIAL LABORATORIES ROOFING MATERIALS AND SYSTEMS DIRECTORY. EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: 11. STANDING SEAM 11 PANEL WAND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS USTED IN UNDERWRITERS PANEL MATERIAL AS SPECIFIED SMALL BE 25 GAUGE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION G 90. CONFORMINC TO THE REQUIREMENTS LABORATORIES ROO'1NG MATERIALS AND SYSTEMS DIRECTORY. OF ASTM A653 GRADE E. MINIMUM YIELD STRESS SHALL BE 80 ISL PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ZINC -COATED (GALVANIZED) STEEL. COATING DESIGNATION'G 90. CONFORMING TO THE REQUIREMENTS OF ASTM A653 GRADE 0. WNIMUM YIELD STRESS SHALL BE 50 KSI. 12. LOC-SEAM PANEL WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NOS. 331, 332. AND 336 AS LISTED IN UNDERWRITERS LABORATORIES_ ROOFING MATERIALS AND SYSTEMS DIRECTORY. THE CERTIFYING ENGINEER HEREWITH IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT AND IS ONLY PANEL. MATERIAL AS SPECIFIED A792. MINIMUM YIELD STRESS SHALL BE 80 KSI. REQUIREMENTS OF ASTM A792SHALL BE 26 GAUGE ALUMINUM ZINC ALLOY -COATED STEEL. COATING DESIGNATION AZ SS. CONFORMING TO THE 13. CITY OF LOS ANGELES FABRICATORS UCENSE /1390 AT CARSON COY PLANT. CERTIMNG THAT THE DESIGN OF THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS 'COMPANY PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ALUMINUM -ZINC ALLOY -COATED STEEL. COATING DESIGNATION AZ 55. CONFORMING TO THE REQUIREMENTS OF ASTM A792. MINIMUM HELD STRESS SHALL BE SO K51. 14. CITY OF HOUSTON. TEXAS FABRICATOR APPROVAL /478. SATISFY THE DESIGN REQUIREMENTS SPECIFIED ABOVE AND ON THE A.B.C. CONTRACT. THIS. CERTIFICATION EXCLUDES THE ERECTION OF THE STRUCTURE. REVISIONS MADE CK'O DATE I NO. REVISIONS MADE MD DATE NO REVISIONS MADE CK'D DATE ORAWING SUBMITTAL - STATUS SCALE: NONE DATE ALAMO RENT -A -CAR SANFORD INTER. AIRPORT SANFORD , FL MARK METAL STRUCTURES ROCKY NORTH MOUNT CAROLINA (AMERICAN BUILDINGS 1 ISSUE PLANS FOR PERMIT/ ADD E-SHEETS RMA JPH 3/4 X FOR CONSTRUCTION I J FOR APPROVAL [ ] FOR PERMIT ONLY [ FOR PRELIMINARY [[ DRAWN By: RUA 03/03/97 CHECKED BY: I JPH 03/04/97 DESIGN APPO BY:EEF{ a'b'4{% DRAWING NUMBER 11454002 ABC-1 aEv.No. 1 03 03 97 16:05:59 Vx. 11.1 ROOF PANELS WALK DOORS N/A • ROOF CURB FRAMING N/A / 1 RECENT PRODUCT REVISIONS TYPE:__aZ_—_--_ GACE:21 COLORy3W—TP7Q- OTY SIZE TYPE SWING LOCKSET CLOSER COLOR LINER TRIM LINER TRIM COLOR SIZES ARE OUT TO OUT CURB DIMENSION AS UNDERSTOOD BY AMERICAN BUILDINGS THE FOLLOWING NOTES MAY OR MAY NOT PERTAIN TO THIS PAINT WARRAN7Y;)'FS_ WATER TIGHT WARRANT/:YES_ COMPANY (A.B.C.). DO NOT CUT PURLINS FOR CURB FRAMING UNLESS RELEASED BY SPECIFIC JOB BUT. ARE NOTEWORTHY PRODUCT CHANGES. -- -- 3070 -_ 6070 -_M —NL —MC _— —_—_ -_YES __NO WHITE —YES -_NO _ ` THE A.B.C. DESIGNER, MAXIMUM LOAD FOR STANDARD ROOF CURB FRAMING IS 3000/. 90 CERnFICATIDN:_7Q_ THE MAGNITUDE AND LOCATION OF ALL LOADS SUPPORTED BY ROOF CURBS MUST BE I. THINK SAFETYI UL 3070 8070 --M —NL —HG __ —_ _____ __YES __NO WHITE —YES __NO. CLEARLY SPECIFIED IN THE ORDER DOCUMENTS. IF SSII: FIXED CLIP=- SLIDING CUP_NQ- -- -_ 3070 _- 6070 __M —NL —HG —____ __YES —NO WHITE —YES --NO _— OTY WIDTH LENGTH SLOPED AT RIDGE _ 3070 _- 6070 --M --NL __HG —__—_ __YES __NO WHITE —YES --NO WALL PANELS — - - --- -- TYPE: AZP -_- GAGE:24. COLOR: &-QEPZ2- BASE: NQ FRAMED OPENINGS N/A ROOF CURBS N/A PAINT WARRANTY NQ__ OTY WIDTH HEIGHT SILL HEIGHT FR WRAP TRIM LINER TRIM LINER TRIM OTY OUTSIDE WIDTH - OUTSIDE LENGTH YIN. HT. GAGE COLOR - COLOR --YES ___NO —YES —NO __-- EAVE TREATMENT —_ —YES —NO —YES —NO _ _X STANDARD GUTTER W/ DOWNSPOUTS 40.0 FT O.C. (MAX) -- ---- —YES —_NO —YES —NO SKYLIGHTS / WALL LIGHTS N/A ---- FLANGE BACK CUTTER w/ DOWNSPOUTS _-_- FT O.C. (MAX) —_ —_ _ _ —YES —NO —YES —NO _ - TRANSLUCENT SKYLIGHTS OTY:____ SIZE:_--- _— SIMPLE SAVE TRAY -- -- —YES —NO —YES —NO TRANSLUCENT 4' S' WALL LIGHTS OTY:_- - DELUXE EAVE TRIM —YES —NO —YES —NO ICE AND SNOW TREATMENT No-.-[1(e -- -- - —YES —NO —YES —NO F� N/A . — —YES —NO —YES —NO CLEAR CORNER TYPE VERT OR SLOPED HEIGHT LENGTH PROJECTION UNDER FACADE T — —YES —NO —YES —NO _ TRIM COLORS — _ — —YES —NO —YES —NO -- -- —` - ---- ---- RAKE TRIM: --�GDPP70 GUTTER / EAVE:-AGOP3ID- -- -- -- --- — - —-- DOWNSPOUTS:_-&.QPP70 FRAMED OPENINCSL&OPPZD- WI N/A FACIA PANEL TYPE GAGE: — COLOR: TRIM COLOR: CORNER: _-M.QPP79 BASE TRIM: -N/&-- SOFFIT PANEL TYPE: GAGE: COLOR: TRIM COLOR: SELF -FLASHING THERM -PANE GLASS. BURNISH SLATE __- _— MISCELLANEOUS: BACK PANEL TYPE GAGE: ___ COLOR: _—_— TRIP COLOR:----- OTY WIDTH HEIGHT LINER TRIP LINER TRIM cot-OR PRIMER COLOR --- -_- -_- -YES _-NO _-- CANOPIES N/A RED OXIDE* I - GREY:--- SPECIAL_--- --- ---- --- —YES --NO _-- OTY EW SIN SLOPE PROJECTION LENGTH UNDER BAR SOFFIT EAU PAN TYPE COLOR —__ -- —_— —YES _—NO —__ —YES —NO --- ROOF FASTENERS -- -- —YES --NO EAVE TRIM TRIM COLOR• _— DOWNSPOUT ELBOWS ONLY: DOWNSPOUT RETURN: STANDING SEAM II — — A. #12 X 1 1/4 SELF DRILL HEX HEAD B. 014 X 1 SELF DRILL HEX HEAD W/ WASHER LOUVE N/A OVERHANGS N/A A #12 X t t HEAD WHITE ADJUSTABLE w/ BIRO SCREEN OTY PROJECTION LENGTH SOFFIT TYPE COLOR GAGE B. 114 X 1 SELF DRILL HEX N - Sw 26 OTY WIDTH HEIGHT LINER TRIP LINER TRIP -- _ L COLOR SW 26 A. /12 x I f HEAD w/ WASHER -- -- --- —YES _—NO - B. /14 % }/4 SELF TAP HEX H —YES --NO -- —_— _ DOWNSPOUT ELBOWS ONLY: -- DOWNSPOUT RETURN: — A. J12 x I I HEAD W/ WASHER —_ —YES —NO — EW 25 - B. 114 X I SELF DRILL HEX H Ew 26 -- -- —YES _—NO --- — - -- —YES --NO — PARTMONS N/A WALL FASTENERS OTY WIDTH LENGTH HEIGHT PANEL TYPE GAGE COLOR LINER PANELS N/A LONGSPAN OR ARCHITECTURAL - --- - A #12 X 1 1/4 SELF DRILL HEX HEAD W/ CLEAR WASHER B. 014 % 3/4 SELF TAP HEX HEAD W/ CLEAR WASHER LOC LENGTH HEIGHT PANEL TYPE GAGE -COLOR LINER TRIP TRIM COLOR C. 012 X 1 1/4 SELF DRILL HEX HEAD W/O WASHER —YES —NO �A --YES /12 % 'RILL HE% HEAD W/ HUT BUNK -- — -- —NO _— ^--- — B. /14 X 3/4 SELF --YES ___NO _ C. /12 X t I/4 SELF GRILL HEX HEAD E8 --- -- ---- -__ --- —_-- _— -- --YES ---NO - ROUND 20" THROAT WHITE VENTILATORS N/A SPECLAL NOTES SEE ERECTION DWGS FOR SPECIAL FACADE/OVERHANG INSULATION __— OUANnTY RIDGE MOUNTED =— SLOPE MOUNTED NONE BY OTHERS BY ABC THICK WIDTH FACE COLOR ROOF —_ X _ _— _— - —_ _ _ 9" X 10' RIDGE VENTILATORS N/A WALLS -- x_ — —_ __— _— —_— OTY AT 10' SECTIONS _— LINEAR FEET CONTINUOUS RIGID BOARD: NL! ROOFS--- WALLS:-- BEARING PLATE_— ROOF JAXS N/A THERMAL BLOCK•• NQ_ BY ABCL— BY OTHERS:_— (1' THICK ONLY) OTY TYPE MISCELLANEOUS MATERIAL N/A SPACER STRIP :- N A (FOR LOC SEAM WITHOUT INSULATION) -- DK-3 1/4' - 4' DIAMETER DK-5 4' - 7' DIAMETER — OK-6 Y - IS DIAMETER O' REVISIONS MADE CK'D DATE NO REVISIONS MADE CK'D DATE NO REVISIONS MADE CK'O DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE ALAMO RENT -A -CAR SANFORD INTER. AIRPORT SANFORD. FL MARK METAL STRUCTURES ROCKY � � NORTH MOUNT vIRO1Jru BUILDINGS x FOR PV A [ FOR APPROPROVALAL [ ] FOR PERMIT ONLY [ ] FOR PRELIMINARY DRArN BY: RMA 03/03/97 CHECKED BY: I JPH 03/04/97 DESIGN DESIGN APPO BY. EF IA 3.6'97 DRAWING � 11454002 ABC-2 REV.NO. 03 0}/g7 16:06:12 Var. 11.1 NUMBER O f— - RIGID FRAME RAFTER 1 /2"0 BOLTS 17' 9 EAVE STRUT 8" 1220 17'5 8 EAVE STRUT OHB3-3X GUSSET 8C16 CLLIPPED 16'0 TO OHB3-3X 3' 1 5/8 — RIGID FRAME COLUMN O 0 O 8 DETAIL OF SIDEWALL ROOF OVERHANG T-6"(1211A.)EAVE STRUT OH83-3X nm OH83-3x '+ r EAVE STRUT LINE (SEE S.W.) \ BC4- \ / x / fPCP V \ / \ \ / r-9C4- x ¢I / \ _ 0 V CDC -I O \ / O' / \ / \ n FPCP-4 \\ r— BC4- — r \ / / x \ L.. EAVE STRUT LINE (SEE S.W.) OHB3-3x OH83-3x 9.5Z I5- 15.OSS TYPICAL U.N. 2.6 10.0 2'6 1 2 151 0 OUT TO OUT OF PURLIN LINE ROOF FRAMING PLAN THE METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF EXISTING BUILDINGS. Sheeting Direction n m o m o m o m as 0 0 0 0 0 0 0 0 N N N N f�V N N N 1 I 1 I 1 1 I I a a a a n a a a N N N N N VI N N N N N N N V1 N N u r RFE-IE I RFE-I RFE-IE FLI O �O I n n n n n n n n \ C C G G C C O G N h N N N i N N N N N o ♦ ♦ v ♦ v v '^ a a a a 0. a a a C N h H N N V1 N N VI NO Sheeting Direction ROOF SHEETING PLAN 0. REVISIONS MADE CK'0 DATE N0. REVISIONS MADE CK'0 DATE NO REVISIONS MADE CK'D DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE ALAMO RENT -A -CAR SANFORD INTER. AIRPORT SANFORD, FL MARK METAL STRUCTURES i ROCKY NORTH MOUNT CAROLINA (MERICAN DUIIDINGS FOR CONSTRUCTION [ ) FOR APPROVAL [X] FOR PERMIT ONLY ( j FOR PRELIMINARY llf llj DRAWN DY; RMA 03/03/97 H. CHECKED BY: JPH 03/04/97 DESIGN APPO BY.EeN 3.6.97 DRAWING NUMBER � 11454002 ES1 REv."o. 0 , I 03 03 97 16:05:30 Ver. 11.1 SPLICE A l A B 8 8 3 4 X 2 3/4 X 2 11 9 16 11 9/i6 15'9 5 8 15'9 5/8 SEE ESI FOR OETAIL lei 12 1 �- 17'I1 83 83 Bi I I 34'3 i CLEAR � I 83 4 17'10 3 TO RIDGE I 17'10 3 TO RIDGE 1 3.1 n I 35.83, OUT TO OlL' OF COLUMN OUTER FIANCE I 3.1 e� O42'0 OUT TO OUT OF CONCRETE/STEEL O I RIGID FRAME CROSS SECTION FRAME LINES 01-02 L O. REVISIONS MADE CK'D DATE NO REVISIONS MADE CK'D DATE I NO REVISIONS MADE CK'D DATE ORAWING SUBMITTAL STATUS -FOR SCALE: NONE DATE ALAMO RENT —A —CAR SANFORD INTER. AIRPORT SANFORD, FL MARK METAL STRUCTURES ROCKY NORTH MOUNT rAMERICANBUILDINGS CAROLINA TT AONSTRUCnoN [ ]FOR APPROVAL IX) FOR PERMIT ONLY [ FOR PRELIMINARY llp PRAWN BY: RMA o3/03/97 CHECKED BY: JPH 03/04/97 DESIGN APPO Br FsEW 3.6.47 DRAWING NUMBER- 11454002 ES2 REV.NO. 0 03 03 97 16:05:35 vex. 11.1 L_ 3-1 e I 35-8 3 OUT TO OUT OF COLUMN OUTER FLANGE O O 42'0 OUT TO OUT OF CONCRETE/STEEL r CABLE ANGLE CA-1 TYPICAL ENDWALL FRAMING AT FRAME LINE 1 3'1 S 35.8 3 OUT TO OUT OF COLUMN OUTER FLANGE 3'1 A O 42'0 OUT TO OUT OF CONCRETE/STEEL CABLE ANGLE GA-1 TYPICAL ENDWALL FRAMING AT FRAME LINE 2 SRC-1 1.5 SRF-1 Q 1.5 SRF-I I LIP o. a a a a n ry 4 L VFF-7 P1 + A2P26-3.3 3/8 Ps . A2P25-e.0 3/5 - P7 - A2P26-4.9 3/8 P2 A2P26-3.6 3/8 P5 - A2P26-e.3 3/8 P3 A2P26-3.9 3/8 P6 - A2P25-/.6 3/8 SHEETING PACKAGE MK# EW01 S—A _ ( @ FRAME LINE 1 ) I_ 2'6 TYPICAL DETAIL AT ENDWALL STUB CHANNELS ;A- t IOU2- H-iX OR CH-2X C16- 80U2- F .0 F.F. e e r a a n a u VFF-7 ryry u u Pt A2P26-3.3 3/8 Pe A21326-4.0 3/8 P7 - A2P26-4.9 3/8 - P2 A2P26-3.6 3/8 P5 A2P26-4.3 3/8 P3 A2P26-3.9 3/8 P6 A2P26-4.6 3/8 SHEETING PACKAGE MK# EW02S—A ( ® FRAME LINE 2 ) 0. REVISIONS MADE CK'D DATE I NO. REVISIONS MAUE CK'D I DATE I NO REVISIONS MADE CK'D DATE DRAWING SUBMITTAL NONE SCALE: DATE - STATUS ALAMO RENT —A —CAR ir- [ 1 FOOp CONSTRUCTION F DRAWN er: aMA o3/03/97 $ANFORO INTER. AIRPORT ROCKY , NORTH (%) FOR PERMIT ONLY CHECKED BY: JPH 03/04/97 SANFORD, FL MOUNT CAROLINA [ FOR PRELIMINARY oeslcN APPo Br:EEN 3•!o•g1 MARK METAL STRUCTURES AMERICAN BUILDI REV.NO. DRAWING .111454002 ES3 [[Ir j]I 03 OJ 97 16:05:38 Ver. 11.1 NUMBER 0 BC5-19.4-y . \QPEN FO,R ACCESS X \ 2.6 1010 2'6 t 2 15'0 OUT TO OUT OF GIRT LINE r SIDEWALL FRAMING PLAN SW01 F—B (@ COL LINE A) THE WALL "X' BRACING IS FURNISHED AS A CONSTRUCTION AID AND MAY BE REMOVED AFTER ERECTION. BC5-19.4 -y X &EN FOR\\ i ACCESS \\ 2'5 10'0 2'6 T 1 15.0 OUT TO OUT OF GIRT LINE r SIDEWALL FRAMING PLAN SW02F—B (® COL LINE B) GE-IR GE -IL CCB-IR 1 GT1-15.2 CCB-IL C CT a a a a a L-VFF-7 + FPEC-I Pt . A2P26-1.9 3/8 SIDEWALL SHEETING PLAN SW01 S—A (® COL LINE A) CE-IR GE -IL CC8-IR 1 GT1-15.2 CCB-IL a a a a a L-VFF-7 + FPEC-1 Pt A21725-1.9 3/8 SIDEWALL SHEETING PLAN SW02S—A (® COL LINE B) O. REVISIONS MADE CK'D I DATE I N0, REVISIONS MADE CK-DIDATEI NO REVISIONS MADE CK'D DATE ORANnNG SUBMITTAL SCALE: NONE DATE srArus ALAMO RENT —A —CAR FOR cONSTRUcnoN [ I FOR APPROVAL DRAWN BY: RMA 03/03/97 SANFORD INTER. AIRPORT ROCKY (AMERICAN [XI FOR PERMIT ONLY CHECKED BY: JPH 03/04/97 SANFORD, FL MOUNT CpgLjNA [ ; FOR PRELIMINARY DESIGN APPO BY I_E N 3 •lo-' i MARK METAL STRUCTURES BUILDINGS [ ] ING 111454002 ES4 R ONO. OS 03 97 16:05:40 v4r. 11.1 NUMBER AN MERICAN BUILDING x A.B.C. JOB NO IL Safety Commitment American Buildings Company strongly recommends that safe working conditions and accident prevention practices be "a lop prkxtty on any job slle. Local, state and federal safety and health standards should allays be followed to help Insure worker safety Make certain all employees know the safest and most productive way of erecting a building. Emergency telephone numbers, Location of gist all stations and emergency procedures should be known to all employees. Deily meeling, high llghlIng safety procedures, the use of hard hats, rubber sole shoes for roof work, proper equipment for handling material and safety nets where possible are recommended erection practices. American Buildings Company intends that these precautions be Interpreted and administered with sound judgment consistent with good safety practices. Your Safety At Work Employee Safety The Safety of each employee should be me'Number 1" requirement al each lob site. American Buildings Company strongly recommends that each employee be properly trained and supervised In seta wok practices. If you feel that you have nil been properly (reined on safety procedures or are not being property supervised, contact your supervisor. While at work remember: • Work areas should be kept clean and orderly at all times. • Improper tool usage may result In Injury, • Make cerlaln that the correct tool Is available and Issued for each phase of building erection. • Return tools when not In use to their proper places. A firm commitment to employee safety is the first step In each successful building erection. DAILY MEETINGS HIGHLIGHTING EMPLOYEE SAFETY Your Safety At Work Your safety at work depends on lour things: 1. Knowing what the hazards are 2. Knowing how to protect yourself 3. Thinking and scling safely s. end... Your co-workers Safety to Your Job This publication will help to Identity some of the hazards and will suggest some of the ways In which erectors can protect themselves. These guidelines. however. are not complete and should nol be raped upon as exclusive or comprehensive safety procedures. Ultimately, only you can protect yourself by making sure you recognize all of the hazards and by thinking and acing safely ..And Your Co-workers' Job Since your co-workers' unsafe behavior can endanger you, help them act Safely too. READ AND UNDERSTAND ALL SAFETY PRECAUTIONS If You Don't Understand - ASK Important: If there is something you don't understand, get help from your supervisor. Your Safety At Work Moving or Lifting loads Stay well in the clear of any moving bad. Keep hands and feel clear at all times. Workers should be trained to correctly locate the points of cable attachment and In the correct and safe operation of lifting equipment. OSHA approved hard hats, steel Ice shoes with metatarsal guard and eye protection should be won at all times. Stay In the clear or any Ifited load. Make certain all framing Is property braced or guyed before lifting lines are removed. STAY WELL IN THE CLEARI Rememberl Rememberl Daily meetings highlighting employee safety procedures will reduce the Daily meetings highlighting employee safety procedures will reduce the number of employee accidents. number of employee accidents. Your Safety At Work Correct Tool Usage Make certain the coned tool Is available and used for each phase of building erection. Workersflould maintain a firm, safe position when using any toof and a constant awareness of their Location to the roof edge. Use approved fie -offs, netting or falls when working on roof surfaces. Check wine rope for broken Strands, broken wire and kinking. Replace damaged, unsals rope Immediately. Personal protection equipment should always meet OSHA standards. Always wear approved eye polectbn. Electrical tools must be property grounded. Do not use electrical 1a is or equipment while standing on wet surbaes. Return tools to mein proper place when not In use. Don't allow tools, blocking or materials to becorne a falling hazard. I USE THE CORRECT TOOL FOR THE CORRECT JOB Rememberl Daily meetings highlighting employee safety procedures will reduce the number of employee accidents. Your Safety At Work PANELS MAY BE SLICK Panels may be oiled and slick. Oil prolects the panel will stock and finished panels from rust during Shipping and storage. Dew, frost or any other moisture may cause panels to be slippery Be certain to wipe panels clean before Installation begins. Wear rubber sole work owls. When on the roof, use OSHA approved protection devices such as safely lines. safety nets or a catch plallorm- UNSECURED PANELS MAY SLIP IF STEPPED ON Employees should be continuously warned to never step an a single unsecured roof panel or a stack of roof panels laying unattached on the puffins. Secure each end with clamps at appropriate fasteners and place walkbo wds In the net of any panels mat fully secured to the puffins and supported by panels on each side. Walkboards should con to the full length of the panel and be fastened together by drilling a hob near the end of each board and lying It with rope to the next board, (Cut a groove In the bottom of each board so that the board will Ile flat and not lip back and forth because of the rope). SAFETY PRECAUTIONS All Safety precautions referred to Ihmughout this publication, all OSHA safety requirements or other customary or statutory requirements must be adhered to In order to marmize employee safety. Daily meetings describing sob work procedures. use of hard hats. rubber sob shoes for roof work, proper equipment for handling material and edge of root protection devices are recommended erection practices IF Your Safety At Work SAFETY PRECAUTIONS FOR ROOFING WORK American Buildings Companystrongry recommends that ereclbn employees be continuously trained and retrained in safe and productive work practices Working on the roof area In the Installation of roof structurals, Insulallon or roof panels requires proper training, correct equipment and constant alertness to minimize the danger of falls. Hard hats should be worn on lob sites to prevent Injury from falling objects. Workers should always be aware of their location to the roof etlge. Safe work practices on the following erection duties should be carefully reviewed with erection crews prior to beginning each job. PANEL MAY COLLAPSE IF NOT PROPERLY SECURED Roof panels must be completely attached to the puriins and to panels on either side before they can be a sale walking surface. Parlfaly attached or unattached panels should never be walked onl DO NOT: 1. Step on rib al edge of panel 2. Step near crease In rib at edge of panel 3 Step within 5 feel of edge al unsecured panel Roof panels must never be used as work platforms. An OSHA approved runway as specified In "OSHA Safety and Health Regulations for the Construction Induefry'should be used for platform wok. Interpretation American Buildings Coenpanydisdalms any responsibility for injuries or damages which may result from the interpretation and implementation of these safely and erection practices since the actual erection operations and conditions are beyond American Buildings Company's control. It Is assumed that only experienced, knowledgeable erectors with trained crews and proper equipment will be engaged to do the erection- " Is emphasized that American Buildings Company Is a manufacturer of metal building components and is not engaged In the erection of as products. Opinions expressed by American Buildings Company about erection practices are intended to present only a guile as to how the components should be assembled to create a building. The experience, expertise and skills of the erection crews as well as the equipment available for handling the metal determines the quality of erection and the ultimate customer satisfaction of the completed building. C%5"�O_ AMERICAN BUILDINGS sil1 0 D GENERAL FOUNDATION NOTES AND CONCRETE DETAILS CERTIFICATION AND SCHEDULE OF DRAWINGS 1. AMERICAN BXALDINCS COMPANY ASSUMES NO RESPONSIBILTY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL J08SITE. 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS As THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE MINIMUM DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS.. _ THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS AND BUILDING SYSTEM FURNISHED BY A.B.C. ARE DESIGNED TO COMPLY WITH THE FOLLOWING CRITERIA: DESIGN LOADS ARE: - DESIGN LOAD COMBINATIONS ARE: 1. METAL BUILDING DEAD LOAD (D) 1. D + C + L 2. 1.0 psl COLLATERAL LOAD (C) 2. D + W - SHEET NUMBER GATE REV. N0. ABC- 1 02/28/97 0 4. REINFORCING BARS, WIRE MESH, ANCHOR BOLT SHEAR ANGLES. TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS, BUTTRESSES, OR OTHER DEPENDABLE MEANS. 5. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL EXTEND TO THE NATURAL GRADE IN ALL USES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL MOST LINE. 3. 20.0 ps1 ROOF UVE,LOAD (L) - - 4. 1pst FRAME LINE . L (L) 0.0 .0 Ps1 GROUND SNOW. L 5. LOAD (Pg) 6. 0.0 ps1 ROOF SNOW LOAD (S) ABC-2 02/28/97 0 AB O2/28/97 O AB2 02/28/97 0 - 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB. _ 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE t1/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. .ALL OTHER DIMENSIONS SHALL HAVE A t1/8 INCH TOLERANCE 8. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT' 28 DAYS. 9. UNLESS EXPUCTTLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL .(INCLUDING ANCHOR BOLTS), OTHER MATERIALS, AND LABOR 7. 100.0 mph WINO VELOCITY (W) WIND EXPOSURE CATEGORY N/A WIND IMPORTANCE FACTOR v 1.00 - 8. •S�EISMID. DATArASFOLLOWSISMIC HAZARD EXPOSURE GROUP: SEISMIC PERFORMANCE CATEGORY $ S_ ZQ CONCENTRICALLY BRACED FRAMES(R. 5_Q Co. A 5), ORDINARY MOMENT FRAMES OF STEEL (R- A.5 Cod _.0). EOUIVALENT LATERAL FORCE PROCEDURE SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. 10. ANCHOR. BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE. DIAMETER AND QUANTITY. it. THE EMBEDMENT OF THE ANCHOR BOLTS IN THE CONCRETE IS THE RESPONSIBIUTY OF THE FOUNDATION DESIGNER. THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. NOTE :ROOF DESIGN IS BASED ON THE LARGER ROOF LIVE 10A0 OR ROOF SNOW LOAD. - 12. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE A1SC ,MANUAL OF STEEL CONSTRUCTION. - 13. ALL ANCHOR BOLTS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE CONCRETE BEARING SURFACE EXCEPT 1/2 INCH DIAMETER BOLTS LOCATED AT DOORS WHICH SHALL HAVE A PROJECTION OF 1 INCH. ALL BOLTS SHALL RAVE A MINIMUM THREAD LENGTH 1/4 INCH LESS THAN THE PROJECTION. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED PRIOR TO COLUMN ERECTION. _ THESE DESIGN LOADS Aw0 COMBINATIONS ARE APPLIED IN ACCORDANCE WITH THE FOLLOWING 14. ANCHOR BOLTS FOR FRAMED OPENINGS SHALL BE 1/2 .INCH DIAMETER UNLESS OTHERWISE NOTED. ANCHOR BOLT OA.VETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE BOLT PLACEMENT PLAN. BUILDING CODE. '- 1994 STANDARD BUILDING CODE . FlMSH FLOOR I 1/2- 1 ANCHOR BOLTS x 6 (SEE NOTES /13 h /14) - - THIS. CERTIFICATION IS UM:TED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS. WINDOWS. LOUVERS, • .Er TRANSLUCENT PANELS ANDVENTILATORSARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT i1 NOT PROVIDED BY AMERICAN EVILOINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS , MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE MERK�v1 BUILDINGS COMPANY ERECTION MANUAL A ii THE MBW MANUAL. LATEST EDITION. AND THE ATTACHED DRAWINGS. THE DRAWINGS LISTED ON THIS 'Er' I \\\'/L{2- SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. NOMINAL DOOR WIDTH DOOR WIDTH a• 1/7 • ANCHOR BOLTS (SEE NOTES /13 k /14) TYPICAL OVERHEAD DOOR LAYOUT SECTION "B" - "B" (OF TYPICAL OVERHEAD DOOR LAYOUT) PRODUCT APPROVALS AND CERTIFIUnONS: T. STANDARD BUILDING CODE - SBCCI #94100, 12 BASIC STYLES. 2. UNIFORM BUILDING CODE (IC80) - / FA-2B5-CARSON CITY, NEVADA PLANT. - 3. INOMNA - 12 BASIC STYLES AS BELOW. BASIC MATERIAL SPECIFICATIONS bM-190M-1908575- SSF B. - LRF, RF, LRF-M 7 e. M-190858 - LSS. LSS-M - 0. M-190863 - LT PRIMARY FRAMING STEEL STEEL FOR HOT -ROILED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM SPECIFICATION A 36. e. M-1908E2. GC. 1P2. Ips, lP2-M, Ip4-M STEEL FOR BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: 4. WISCONSIN-/ 960032-u: 13 BASIC STYLES. FLANGE AND WEB MATERIAL SHALL MEET AS APPLICABLE THE PHYSICAL AND CHEMICAL REQUIREMENTS OF AST11 A572 GRADE 50 WITH A MINIMUM YIELD OF 55 KSI. ASTM A607 GRADE 55 . OR ASTM A570 GRADE 55 5. CITY OF CLEVELAND. OHIO DOCKETS S-52-82. 6. CANADUN WELDING BUREAU DIVISION 1 CERTIFICATION AT EL PASO k CARSON CITY, ' STEEL FOR ALL ENOWALL •C' SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570, GRADE 55 - - 7. AISC DUALITY CERTIFICATION, CATEGORY ue. GFfONOAR`' FRAMING STEEL STEEL USED TO FORM PURUNS, GIRTS, EAVE STRUTS AND "C SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES B. PLANT CERTIFICATION AT CARSON Cttt FOR CITY OF SEATTLE. _ OF ASTM 4570. GRADE 55 9. PLANT CERTIFICATION AT CARSON CITY FOR OLDEN, UTAN. -�- STEEL USED TO FORM ZINC -COATED (GALVANIZED) PURUNS AND GIRTS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A653' GRADE D AND G 90 COATING DESIGNATION AS DESCRIBED IN ASTM A525. 10. LONGSPAN PANEL WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO. 71 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEMS DIRECTORY. . - - ROOF AND WA I PANEL MATERIAL EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION C 90, CONFORMING TO THE REQUIREMENTS OF ASTM A653 GRADE E. MINIMUM YIELD STRESS SHALL BE 80 KSI. PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION O 90. CONFORMING TO THE REQUIREMENTS OF ASTM A653 GRADE D. MINIMUM YIELD STRESS SHALL BE 50 KSI. PANEL MATERIAL AS SPECIFIED SHALL BE 26 CAUGE ALUMINUM ZINC ALLOY -COATED STEEL COATING DESIGNATION AZ 55. CONFORMING TO THE REQUIREMENTS OF ASTM A792. MINIMUM YIELD STRESS SHALL BE 80 KSI. PANEL .MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ALUMINUM -ZINC ALLOY -COATED STEEL, COATING DESIGNATION AZ 55. CONFORMING TO THE REQUIREMENTS OF ASTM A792. MINIMUM YIELD STRESS SHALL BE 50 KSI. 11. STANDING SEAM tl PANEL WINO UPLIFT -CUSS 90 (CAL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEMS DIRECTORY. 12. LOC-SEAM PANEL WIND UPLFT-CLASS 90 (UL 90) CONSTRUCTION NOS. 331. 332. AND 336 AS USTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEMS DIRECTORY. 13. CITY OF. LOS ANGELES FABRICATORS LICENSE /1390 AT CARSON CITY PUNT. u. CITY Of HOUSTON, TEXAS FABRICATOR APPROVAL /478. {( G • P�J w ' 3-(�•� THE CERTIFYING ENGINEER HEREWITH IS NOT THE ENGINEER „ OF RECORD FOR THE OVERALL PROJECT AND IS ONLY CERTIFYING THAT THE DESIGN OF THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY SATISFY THE DESIGN REQUIREMENTS SPECIFIED ABOVE AND ON THE A.B.C. CONTRACT. THIS CERTIFICATION EXCLUDES THE ERECTION OF THE STRUCTURE ' A V0. REVISIONS CK'D DATE NO. REVISIONS MADE CK'D DATE. NO REVISIONS MADE CK'D DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE ALAMO RENT -A -CAR (X] FOR CONSTRUCTION DRAWN BY: DED 02/28/97 SANFORD INTER. AIRPORT SANFORD, FL ROCKY NORTH MOUNT CAROUNA AMERICAN ' / BUILDINGS [ ] FOR APPROVAL [ ] FOR PERMIT ONLY CHECKED BY: JPH OS D3 97 / / ( ) FOR PRELIMINARY MARK METAL STRUCTURES DESIGN APPD BY: EEH 3.5 -9l DRAWING NUMBER 11454001 ABC-1 REV.NO• 0 02/28/97 11:24:07 Ver. 1 1. 1 GENERAL FOUNDATION NOTES AND CONCRETE DETAILS CERTIFICATION AND SCHEDULE OF DRAWINGS 1. AMERICAN BUILDINGS COMPANY ASSUMES NO RESPONSIBILTY OR LIABILITY FOR FOUNDATION. FLOOR OR SLAB DESIGN OR CONSTRUCTION. 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS AND BUILDING SYSTEM FURNISHED BY A.B.C. ARE DESIGNED TO COMPLY WITH THE FOLLOWING CRITERIA 'DESIGN LOADS ARE: DESIGN LOAD COMBINATIONS ARE: . SHEET NUMBER DATE REV. NO. RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS REPRESENT THE MINIMUM DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 4. REINFORCING BARS. WIRE MESH, ANCHOR BOLT SHEAR ANGLES. TIE RODS AND / OR MAJRPINS (HOOK OARS) SHOULD BE INCORPORATED As REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS. MUST BE SUSTAINED BY HAIRPINS, TIE RODS. BUTTRESSES, OR OTHER DEPENDABLE MEANS. - • 5. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL OR WHERE FILL IS USED. THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL EXTEND TO THE NATURAL GRADE IN ALL CASES THE FOOTING SMALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE. 1. METAL BUILDING DEAD LOAD (D) 1. D + C + L 2• t.0 psl COLLATERAL LOAD (C) 2. D + w 3. 20.0 psl ROOF LIVE LOAD (L) 4. 12.0 psl FRAME LIVE LOAD (L) 5. 0.0 psl GROUND SNOW LOAD (Pq) 6. 0.0 ps1 ROOF SNOW LOAD (S) ABC-1 - 03/04/97 i ABC-2 - O2/28/97 O AB 1 02/28/97 0 A82 02/28/97 0 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB. 7. THE TOP OF THE FOUNDATION OR FLOOR SMALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE i 1/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A I1/8 INCH TOLERANCE 7. 100.0 mph WIND VELOCITY (W) - - WIND EXPOSURE CATEGORY N/A WIND IMPORTANCE FACTOR 1.00 ES 1 - 02/28/97 0 ES2 02/28/97 0 ES3 02/28/97 0 8. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CDNCIRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 28 DAYS. 9. UNLESS EXPLICITLY NOTED OTHERWISE. ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR BOLTS). OTHER MATERIALS. AND LABOR S. SEISMIC DATA AS FOLLOWS (E): Ao- Ofl5 Av- 0r%% SEISMIC HAZARD EXPOSURE GROUP:_L SEISMIC PERFORMANCE CATEGORY B S. _= RICA CONCENTLLY SPACED FRAMES(R- S.Q Co- �), ORDINARY MOMENT FRAMES OF STEEL (R- s.5 Co- A-G). EQUIVALENT LATERAL FORCE PROCEDURE ES4 02/28/97 0 SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. 10. ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE DIAMETER AND OUANrf Y. 11. THE EMBEDMENT OF THE ANCHOR BOLTS IN THE CONCRETE IS THE RESPONSIBILITY OF THE FOUNOATION DESIGNER. THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. NOTE :.ROOF DESIGN IS BASED ON THE LARGER ROOF LIVE LOAD OR ROOF SNOW LOAD. 12. ALL ANCHOR BOLTS SMALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE RISC MANUAL OF STEEL CONSTRUCTION. 13. ALL ANCHOR BOLTS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE CONCRETEBEARING SURFACE EXCEPT 1/2 INCH DIAMETER BOLTS LOCATED AT DOORS WHICH SHALL HAVE A PROJECTION OF I INCH. ALL BOLTS SHALL HAVE A MINIMUM THREAD LENGTH 1/4 INCH LESS THAN THE PROJECTION. PROJECTING THREADS SHOULD BE CREASED OR OTHERWISE PROTECTED PRIOR TO COLUMN ERECTION. THESE DESIGN LOADS AND COMBINATIONS ARE APPLIED IN ACCORDANCE WITH THE FOLLOWING 14. ANCHOR BOLTS FOR FRAMED OPENINGS SMALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. ANCHOR BOLT DIAMETERS FOR THE PRIMARY FRAMING AND BUKD04C CODE. ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE BOLT PLACEMENT PLAN. If 1994 STANDARD BUILDING CODE r 1 FIM$H . FLOOR 1 /Z• • ANCHOR BOLTS (SEE NOTES / 13 h / 1 a)X 6 - }-_ THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS. WINDOWS. LOUVERS, •g � TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS FOUNDATIONS. MASONRY WALLS . MECHANICAL EOULPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE AMERICAN BUILDINGS COMPANY ERECTION MANUAL Q3 THE MBMA MANUAL, LATEST EDITION, AND THE ATTACHED DRAWINGS. THE DRAWINGS USTEO ON THIS •� I NOMINAL DOOR WIDTH SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. DOOR WIDTH + a• 1 /7 • ANCHOR BOLTS (SEE NOTES /13 ac /14) TYPICAL OVERHEAD DOOR LAYOUT SECTION "T - "B" (OF TYPICAL GVERHEAD DOOR LAYOUT) PRODUCT APPROVALS AND CERTIFICATIONS: 1. STANDARD BUILDING CCDE - SBCCI 194100. 12 BASIC STYLES. 2. UNIFORM BUILDING CODE QCBO) - / FA-285-CARSCIN CITY, NEVADA PUNT. 3. INDIANA - 12 BASIC. SAES AS BELOW. BASIC MATERIAL SPECIFICATIONS a. M_,90860 - SSF D. M-190557 - LRF, RF. LRF-M c. M-190958 - LSS. LSS-M PRIMARY FRAMING STEEL STEEL FOR HOT -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM SPECIFICATION A 36. o. M-190863 - LT e. M-190862 GC. LP2. LP4. LP2-M. LP4-M STEEL FOR BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: 4. WISCONSIN-/ 960032-M: 13 BAST: SAES. FLANGE AND WEB MATERIAL SHALL MEET AS APPLICABLE THE PHYSICAL AND CHEMICAL REQUIREMENTS OF ASTM A572 GRADE 50 WITH A MINIMUM YIELD OF SS K51, ASTM A607 GRADE SS OR ASTM A570 GRADE 55 5. CITY OF CLLVEUND; OHIO DOCKETS 5-52-82. STEEL FOR ALL ENDWALL • SECTIONS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A570, GRADE 55 . 6. UNADWR WELDING BUREAU DIVISION I CERTIFICATION AT EL PASO & CARSON CITY. SECONDARY FRAMING STEEL 7. AISC QUALITY CERTIFICATION, CATEGORY MB. - STEEL USED TO FORM PURUNS. C. RTS. EAVE STRUTS AND "C.* SECTIONS SMALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES S. PLANT CERTIFICATION AT CARSON CITY FOR CITY OF SEATTL.E. OF ASTM A570, GRADE 55 9. PUNT CERTIFICATION AT CARSON CITY FOR OLDEN, UTAH. STEEL USED TO FORM ZINC -COATED (GALVANIZED) PURLINS AND GIRTS SHALL MEET THE PHYSICAL AND CHEMICAL PROPERTIES OF ASTM A653 GRADE D AND C 90 COATING DESIGNATION AS DESCRIBED IN ASTM A525. 10. LONGSPAN PANEL WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO, 71 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEMS DIRECTORY. ROOF AND WALL PANEL MATERIAL EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION G 90, CONFORMING TO THE REQUIREMENTS OF ASTM A653 GRADE E. MINIMUM HELD STRESS SHALL BE 80 KSI. PANEL MATERIAL AS SPECIFIED SMALL BE 24 GAUGE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION C 90, CONFORMING TO THE REQUIREMENTS OF ASTM A653 GRADE D. MN1uuM HELD STRESS SHALL BE 50 K9. ,1. STANDING SEAM 11 PANEL WIND UPLFT-CLASS 90 (UL 90) CONSTRUCTION NO. 93 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEMS DIRECTORY. 12. LOC-SEAM PANEL WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NOS. 331. 332. AND 336 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEMS DIRECTORY. THE CERTIFYING ENGINEER HEREWITH 1S NOT THE ENGINEER IS ONLY OF RECORD FOR THE OVERALL PROJECT MANDETAL CERTIFYING THAT THE DESIGN THE METAL BUILDING ' PANEL MATERIAL AS SPECIFIED SHALL BE 26 GAUGE ALUMINUM ZINC ALLOY -COATED STEEL COATING DESIGNATION AZ 55. CONFORMING TO THE REQUIREMENTS OF ASTM A792. MINIMUM YIELD STRESS SHALL BE 80 KSI. PANEL MATERIAL AS SPECIFIED SHALL BE 24 GAUGE ALUMINUM -ZINC ALLOY -COATED STEEL. COATING DESIGNATION AZ 55. CONFORMING TO THE 13. Gtt OF LOS ANGELS FABRICATORS LICENSE /tJ90 AT CARSON CITY PUNT. 14. CITY OF HOUSTON• TEXAS FABRICATOR APPROVAL 1478. AMERICAN COMPONENTS FURNISHED IR MEANS BUILDINGS COMPANY SATISFY THE DESIGN REQUIREMENTS SPECIFIED ABOVE AND ON THE A.B.C. CONTRACT. THIS CERTIFICATION REQUIREMENTS OF ASTM A792. MINIMUM YIELD STRESS SMALL BE 50 KSI. - EXCLUDES THE ERECTION OF THE STRUCTURE 1 N0. REVISIONS MADE CK'D DATE NO. REVISIONS I MADE CK•D DATE NO REVISIONS MADE CK'D GATE DRAWING SUBMITTAL srA'OS SCALE: NONE - DATE - ALAMO RENT -A -CAR SANFORD INTER. AIRPORT SANFORD, FL MARK METAL STRUCTURES ROCKY NORTH MOUNT AMERICAN Aryl BUILDINGS UitOUL 1 ISSUE PLANS FOR PERMIT/ADD E-SHEETS RMA JPH 3/3 - [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [XI FOR PERMIT ONLY [ ] FOR PRELIMINARY ([ 1) DRAWN BY: DEC) 02/28/97 C CHECKED BY: JPH 03/03/97 DESIGN APPO BY: EEH 3' •97 DRAWING NUMBER � 11454001 ABC-1 REV.NO. i 02/28/97 11:24:07 Ver. 17.1 ROOF PANELS TYPE' 52 GAGEli COLOR: RF-wHP79- PAINT WARRANTY:-=- WATER TIGHT WARRANTY:1'ES_ UL 90 CERTIFICATION _NQ_ IF SSH; FIXED CUP- YES SLIDING CUP_NQ- ' WALL PANELS TYPE: A22 GAGE:2k COLM- r4PP70 BASE: NQ— PAINT WARRANTY•__NQ_ SAVE TREATMENT Y_ STANDARD CUTTER W/ DOWNSPOUTS !U FT O.C. (MAX) —_ FIANCE BACK CUTTER W/ DOWNSPOUTS -__ FT O.C. (MAX) SIMPLE CAVE TRIM DELUXE CAVE TRIM CC AND SNOW TREATMENT NO NL TRIM COLORS RAKE TRIM: ACQPP79 GUTTER / CAVE: K.0.PP2JQ_ DOwNSPOUTS:­�S9PP70 FRAMED OPENINGS;1S9PD70— CORNER: _ACQPP70 BASE TRIM: N/A _ MISCEWwEOUS: PRIMER COLOR RED OXIDE, X GREY:—_ SPECIAL: — ROOF FASTENERS STANDING SEAM 11 A, 112 X 1 1/4 SELF DRILL HEX HEAD B. /14 X 1 SELF DRILL HEX HEAD W/ WASHER S A. 112 X 1 1 4 HEAD B. J 14 X I SELF DRILL HEX H L A. 112 X 1 1 ♦ HEAD W/ WASHER B. /14 X 3/4 SELF TAP HEX M L A. /12 X 1 1/4 c HEAD W/ WASHER B. /14 X 1 SELF DRILL HEX H WALL FASTENERS LONGSPAN OR ARCHITECTURAL A. /12 X 1 1/4 SELF DRILL HEX HEAD W/ CLEAR WASHER S. /14 X 3/4 SELF TAP HEX MEAD w/ CLEAR WASHER �12 C.P12X 1 1/4 SELF DRILL HEX HEAD W/O WASHER ��-SF�.�DRILL ME% MEAD W/ NUT BLANK /4 SELF i7J>,eEi 1/4 SELF DRILL HEX HEAD IN E8 INSULATION NONE BY OTHERS BY ABC THICK WIDTH FACE COLOR ROOF WALLS _- % - -- -- - RIGID BOARD: NL ROOF:___ WALLS:_ BEARING PLATE:__ THERMAL BLOCK: -AO--- BY ABC:— BY OTHERS:— (I' THICK ONLY) ' SPACER STRIP ti NLA- (FOR LOC SEAM WITHOUT INSULATION) WALK DOORS N/A OTY SIZE TYPE SWING LOCKSET CLOSER COLOR LINER TRIM LINER TRIM COLOR 3070 __ 6070 __M _NL ;HG — --YES __NO WHITE _YES __NO _-_ -_ 3070 __ 6070 __M _-NL _HG __ __YES __NO WHITE —YES __NO _-_ _ 3070 6070 __M _NL —HC — __YES __NO WHITE _YES __NO --_ -_ 3070 6070 __M __NL —MG __ ___-__ -_YES -_NO WHITE __YES --NO FRAMED OPENINGS N/A CITY WIDTH HEIGHT SILL HEIGHT FR WRAP TRIM LINER TRIM LINER TRIM COLOR ___YES ___NO __YES __NO __-- - —YES —NO _YES _NO —YES —_NO _YES _NO __YES __NO _YES _NO _ —YES —NO _YES _NO — _ __YES —NO _YES _NO 7 — —YES —NO _YES _NO —YES —NO _YES _NO — _ __YES —NO _YES _NO - - _ —YES —NO _YES _NO WINDOWS N/A SELF -FLASHING THERMA-PANE CLASS, BURNISH SLATE OTY WIDTH HEIGHT LINER TRIM LINER TRIM COLOR __YES _—NO —YES __NO —YES __NO —YES __NO —_ —YES —NO LOUVERS N/A WHITE ADJUSTABLE W/ BIRD SCREEN CITY WIDTH HEIGHT LINER TRIM LINER TRIM COLOR —YES —NO _ —YES —NO —YES —NO _ —YES —NO _ —YES —NO LINER PANELS N/A LOC LENGTH HEIGHT PANEL TYPE GAGE COLOR LINER TRIM TRIM COLOR — —YES ___NO — —YES -_NO —YES ---NO --_— __ __YES —NO ROUND 20" THROAT WHITE VENTILATORS N/A ___ CLAN VITY __ RIDGE MOUNTED _—_ SLOPE MOUNTED 9" X 10' RIDGE VENTILATORS .j_ CITY AT 10' SECTIONS LINEAR FEET CONTINUOUS ROOF JARS N/A CITY TYPE OK-3 1/C - e DIAMETER DK-5 4" - 7- DIAMETER _ DK-8 7- - 13' DIAMETER ROOF CURB FRAMING N/A SIZES ARE OUT TO OUT CURB DIMENSION AS UNDERSTOOD BY AMERICAN BUILDINGS COMPANY (A.B.C.). DO NOT CUT PURUNS FOR CURB FRAMING UNLESS RELEISED BY THE A.B.C. DESIGNER. MAXIMUM LOAD FOR STANDARD ROOF CURB FRAMING IS 3OD01. THE MAGNITUDE AND LOCATION OF ALL LOADS SUPPORTED BY ROOF CURBS MUST BE CLEARLY SPECIFIED IN THE ORDER DOCUMENTS. OTY WIDTH LENGTH SLOPED AT RIDGE ROOF CURBS N/A CITY OUTSIDE WIDTH OUTSIDE LENGTH LAIN, HT. CAGE COLOR li 18 8" 18 RECENT PRODUCT REVISIONS THE FOLLOWING NOTES MAY OR MAY NOT PERTAIN TO THIS SPECIFIC JOB BUT ARE NOTEWORTHY PRODUCT CHANGES. 1. THINK SAFETY. SKYLIGHTS / WALL LIGHTS N/A TRANSLUCEW SKYLIGHTS OTY:-_ SIZE�___. TRIM:__ TRANSLUCEW 4' S" WALL LIGHTS Ott:_ FACADE N/A CLEAR CORNER TYPE VERTOR SLOPED HEIGHT LENGTH PROJECTION UNDER FACADE UNIT FACIA PANEL TYPE CAGE: COLOR: TRIM COLOR SOFFIT PANEL TYPE: GAGE: __ COLOR: TRIM COLOR: BACK PANEL TYPE : GAGE: __ COLOR: TRIM COLOR; CANOPIES N/A CLEAR SOFFIT SOFFIT CITY Ew Sw SLOPE PROJECTION LENGTH UNDER BEAM PANEL TYPE COLOR CAVE TRIM TRIM COLOR:_-- DOWNSPOUT ELBOWS ONLY: __ DOWNSPOUT RETURN: OVERHANGS N/A Ott PROJECTION LENGTH SOFFIT TYPE COLOR GAGE Sw 26 SW 26 DOWNSPOUT ELBOWS ONLY: _ DOWNSPOUT RETURN: — EW _ 26 EW _ 26 PARTITIONS N/A OTY WIDTH LENGTH HEIGHT PANEL TYPE CAGE COLOR SPECIAL NOTES SEE ERECTION DINGS FOR SPECIAL FACADE/OVERHANG MISCELLANEOUS MATERIAL N/A NO. REVISIONS MADE CK'.D DATE I NO REVIS;ONS MADE I CK'O DATE I NO.1 REVISIONS MADE CK'D GATE DRAWING SUBMITTAL STATUS SCALE: SCALE: NONE DATE RENT-A-CAR SANFORD INTER. AIRPORT SANFORD, FL MARK METAL STRUCTURES -c ROCKY NORTH MOUNT AMERICAN BUILDINGS GROUNA [X) FOR CONSTRUCTION [) FOR APPRovµ [ FOR PERMIT ONLY l j FOR PRELIMINARY {jl DRAWN BY: DED 02/28/97 CHECKED BY: JPH 03/03/97 DESIGN APPD BYjEE 3-S-97 DRAWING NUMBER-1 1145-001 ABC-2 REV.NO. 0 02/28/97 11:24:22 Ver. 17.1 0 u O 5 0 0 0 r THE METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF EXISTING BUILDINGS. FL OF BASE PLATE OR COLUMN CL OF BASE PLATE OR COLUMN I l 1 � 1 4 I I 0 o m ' col am l OF BASE PLATE OR I m CL OF BASE PLATE OR E COLUMN COLUMN u z n 3•0 1 30'0 I 30'0 I 3010 i 3.0 1 2 b b 96'0 OUT TO OUT OF CONCRETE/STEEL O. REVISIONS MADE CK'0 DATE NO. REVISIONS MADE CK'D DATE NO. REVISIONS MADE) LK'D DATE DRAwwc SUBMITTAL STATUS SCALE: NONE I DATE ALAMO RENT -A -CAR SANFORD INTER. AIRPORT SANFORD, FL MARK METAL STRUCTURES ROCKY MOUNT(AM7ERICAN /ry NORTH BUILDINGS CAROUNA [XJ FOR CONSTRUCTION [ ] FOR APPROVAL ( ] FOR PERMIT ONLY f , FOR PRELIMINARY ((([ ]]]] DRAWN BY: DED 02/28/97 CHECKED BY: I JPH 03/03/97 DESIGN APPO BY:EZH 3-5-11 DRAWING NUMBER 11454001 A81 REV.NO. 0 02/28/97 08:48.16 ver. 11.1 —OH83-3x OHB3-3X— rEAVE STRUT LINE (SEE S.W.) —OH83-3x OH83-3x— BC4-31.4 BC4-31.4 , I 1 / SO LAP TYP .PCP -a BC4-32.0 i FPCP-♦ FPCP-t BC4-32.0 - FpCp_e - - CBC-I CBC-I CBC-1� _ ' ' - BC4-32.0 ` ` ` !PCP-4 FPCP-a - - ' BC4-32.0 FPCP-♦ FPCP-, BC4-31.4 SC4-31.4 —OH83-3X OH83-3% — E^vE STRui LINE (SEE S.W.) — OH83-3% OH83-3X — 9.5Z11-34.6 9.5Z 1 t-33.0 9.5Z11-34.6 TYPICAL U.N. TYPICAL U.N. TYPICAL U.N. 30'0 30'0 } 3010 1 2 V 4 I 96'0 OUT TO OUT OF PURLIN LINE ROOF FRAMING PLAN 17-4 1 E80S2- 17' 1 TRAPS ® 1 /4 FITS.) 1 /2"0 BOLTS 1 E80S2- TRAPS @ 1 /4 FITS.) DETAIL OF SIDEWALL ROOF OVERHANG 15'0 Sheeting Direction ROOF SHEETING PLAN NO. I REVISIONS MADE CK'D DATE NO.1 REVISIONS MADE CK'D DATE NO REVISIONS MADE CK'D DATE DRAWING SUBMITTAL SCALE: NONE DATE STATUS ALAMO RENT —A —CAR [ ] FOR CONSTRUCTION DRAWN BY: DED 02/28/97 SA INTER. AIRPORT ROCKY NORTH [ ] FOR APPROVAL (x] FOR PERMIT ONLY CHECKED BY: JPH 03/03/97 SANFORD, FL MOUNT AMERICAN / I BUILDINGS GLROLINA ( ] FOR PRELIMINARY DESIGN APPO BY: EH 3-5-41 MARK METAL STRUCTURES REV.N0. [] DNUMBER� 11454001 ES1 0 02/28/97 09:00:27 Ver. 11.1 SPLICE BOLT TABLE -SPLICE A UIT 8 a 3/4 X 2 3/4 X 2 1'4 1 8 1'4 1/8 --- 15'0 1 8 t5'0 1/8 8 SEE ES1 FOR DETAIL REMSIONS 12 12 -� 1 1 � 1T71 1 17'11 1 1T2 � 17'2 9 1 j ( I 9 REVISIONS 17'10 ' TO RIDGE 17-10 i TO RIDGE I 35 9 OUT TO OUT OF COLUMN OUTS' FLANGE B O 420 OUT TO OUT OF CONCR E/STEEL RIGID FRAME CROSS SECTION CS01 —A FRAME LINES 01-04 REVISIONS MADEI CK'D DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE ALAMO RENT -A -CAR [) FOR CONSTRUCTION DRAWN BY: DED 02/28/97 SANFORD INTER. AIRPORT [ FOR APPROVAL F [K) OR PERMIT ONLY CNECKED BY: JPN 03/03/97 SANFORD , FL STRUCTURES [( ) FOR PRELIMINARY DESIGN APPD BY: Ef,){ 3-5-97 MARK METAL I 1 07/28/97 08:48:10 Ver. 11.7 SEE ES1 FOR DETAIL ROCKY NORTN MOUNT GAROLINA AMERICAN , � BUILDINGS DRAWING REV.NO. NUMBER 11454001 £52 p SRC-1 1.5 SRF-1 r-1 T.5 SRF-i CUP a a n a a a a a a a s a a � I VFF-7 k FPEC-1 OUTER FIANCE 42'0 OUT TO OUT OF SAVE LINE r CABLE ANGLE CA-1 TYPICAL - ENDWALL FRAMING AT FRAME LINE 1 - CUP 35'9 OUT TO OUT OF COLUMN OUTER 42'0 OUT TO OUT OF EAVE LINE GABLE ANGLE CA-1 TYPICAL ENDWALL FRAMING AT FRAME LINE 4 PI - PA-1.11 7 8 P4 - PA-2.8 7/8 P7 - PA-3.5 7/8 P2 - PA-2.2 7 8 PS - PA-2.11 7 8 P3 - PA-2.5 7/8 PIS- PA-3.2 7 8 SHEETING PACKAGE MK# EW01 S-B ( @ FRAME LINE 1 ) �� YO ;A-1 IDu2- H-1X OR CH-2x C16- II V ( 80U2- i A.F.A.F. F. TYPICAL DETAIL AT ENDWALL STUB CHANNELS SRC-1 1.5 SRF-1 O 1:5 SRF-1 a gI 1 a VFF-7 & FPEC-1 V � P1 - PA-1.11 7 8 P4 - PA-.2.8 7/8 P7 - PA-3.5 7/8 v P2 - PA-2.2 7y P5 - PA-2.11 7/8 P3 - PA-2.5 7/8 PIS - PA-3.2 7/8 SHEETING PACKAGE MK# EW04S-B ( @ FRAME LINE 4 ) 0. REVISIONS MADE CK'D DATE I NO REVISIONS MADE CK'D DATE NO REVISIONS MADE CK'D DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE ALAMO RENT -A -CAR SANFORD INTER. AIRPORT - SANFORD, FL MARK METAL STRUCTURES ROCKY � NORTH MOUNT AMERICAN BUILDINGS UROUNA [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [X] FOR PERMIT ONLY [ ] FOR PRELIMINARY � � DRAWN BY; I DED 02/28/97 CHECKED BY: JPH 3/03/97 DESIGN APPO BY: EE -5-91 DRAMNG NUMBER 11454001 ES3 REV.NO. 0 I 02/28/97 08:48:13 Ver. 11.1 THE WALL X' BRACING IS FURNISHED AS A CONSTRUCTION AID AND MAY BE REMOVED AFTER ERECTION. \ BC5-3t.5 � r i x THIS SID WALL.C1:!�EN UP-l-&',0 FOR ACCESS ." I - I 3060 I 3010 I 30.0 1___13.0 96'0 OUT TO OUT OF GIRT LINE SIDEWALL FRAMING PLAN SW01 F-A ( COLUMN LINE A ) THE WA)C BRACING IS FURNISHED AS A CONSTRUCTION AID AND MAY LL BE REMOVED AFTER ERECTION. BC5-3a.5 i i x THIS SID WA�J,'OPEN UP 1 S'O_ FO ACCESS 3.0 1. I 30.0 I 30.0 I 30D I I YO OE-IR CE-iL CC8-1R r(6.5)CT1-15.2 LSET-1 CC8-1L1 n a a a a a a a a a a c a a a a a a a a a a a a a a a a a (10)VFF-7 + FPEC-I Pi - A2P26-1.11 3/8 SIDEWALL SHEETING PLAN SW01 S*-B ( ® COLUMN LINE A ) GE-1R GE -IL j CCB-iR r(6.5)GT1-15.2 + LSET-1 CC8-1L- a a a a a a a a a a a a i a a a i i a a a a s a a a a a a a a i (10)VFF-7 + FPEC-1 P1 - A2P26-1.11 3/8 SIDEWALL SHEETING PLAN SW02S-8 ( ® COLUMN LINE B ) 96'0 OUT TO OUT OF GIRT LINE 1 SIDEWALL FRAMING PLAN SW02F-A . ( COLUMN LINE B ) NO. REVISIONS MADE CK'D DATE NO REVISIONS MADE CK'D DATE NO REVISIONS MADE CK'O DATE ORAWINO SUBMITTAL STATUS SCALE: NONE DATE ALAMO RENT -A -CAR SANFORO INTER. AIRPORT SANFORD , FL MARK METAL STRUCTURES ROCKY NORTH 40UNT rAMERIC.ANC�� u �) FOR CONSTRUCTION [J FOR APPROVAL [XJ FOR PERMIT ONLY ( j FOR PRELIMINARY l4f llj DRAWN BY: DIED 02/28/97 ' CHECKED BY: PH J 03/03/97 DESIGN APPO BY. EEµ 3-5-Al DRAWING: NUMBER11454001 ES4 REV.NO. 0 02/28/97 08:-8:15 Ver. 11.1 APPLICATION FOR SITE DEVELOPMENT CITY OF SANFORD, FLORIDA DATE PERMIT NO. To the Building Official: The undersigned hereby applies for a permit for the following described work: ,�• q OWNER ©y �a, ) 4` 1 Ar ADDRESS ( r �(� ✓ e �Z NATURE OF WORK LEGAL DESCRIPTION W/TAX I.D. # TOTAL LAND AREA APPLICANT'S NAME APPLICANT'S ADDRESS 1 �l'Ci �-d� 2 Su �dL lip��Vu� i APPLICANT'S PHONE NUMBER 107 g �,l 6.7--7'' ! VALUA IT ON �b© OC�d FEE A0 i Building Official i �I certify that the above infor— mation is true and correct and that I wil mply with all applica e c des and ordinances of t Cit of Sanford, FL. �i nt's S�('qnature State No. ZONE DATE i CONTRACTOR ADDRESS CA J PHONE#�'��� LOCATION OWNER oy ADDRESS PHONE # PLUMBING CONTRACTOR ADDRESS PHONE # ELECTRICAL CONTRACTOR ADDRESS PHONE # MECHANICAL CONTRACTOR ADDRESS PHONE# MISCELLANEOUS CONTRACTOR ADDRESS SEPTIC TANK PERMIT NO. SOIL TEST REQUIREMENTS FINISHED FLOOR ELEVATION REQUIREMENTS (__) ARCHITECTURAL APPROVAL DATE: PERMIT # 2K- 94' JOB JId- W(I" COST $ '-�. FEE $ STATE NO. FEE $ FEE $ FEE $ SUBDIVISION: u v' LOT NO. BLOCK: SECTION: SQUARE FEET: MODEL: OCCUPANCY CLASS: INSPECTIONS TYPE DATE OK REJECT BY FEE $ ENERGY SECT. CERTIFICATE OF OCCUPANCY ISSUED # I DATE: FINAL DATE EPI: i42 CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS Red Blvd. PERMIT NUMBER q 9- a L� I W Total ContractPrice Price of Job rr (/Vf;.J Total Sq. Ft. Describe Work Interior remodel Type of Construction Flood Prone ( (NO) Number of Stories Number of Dwellings Zoning R1-1 Occupancy: Residential Commercial $ Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER OWNER Orlando Sanford International, Inc. PHONE NUMBER 324-9681 ADDRES 'Red Cleveland Blvd. CITY Sanford STATE FL ZIP 3Z773 TITLE HOLDER (IF OTHER THAN OWNER) Sanford Airport Authority ADDRESS One Red Cleveland Blvd. CITY Sanford STATE FL ZIP 32773 BONDING COMPANY NSA ADDRESS CITY STATE ZIP ARCHITECT ADDRESS CITY STATE ZIP MORTGAGE LENDER ADDRESS CITY STATE ZIP CONTRACTOR Mark Construction Company PHONE NUMBER 831-6275 ADDRESS _1969 Corporate Square Drive ST. LICENSE NUMBER CG C001227 CITY Longwood STATE FL ZIP 32750 Application is.hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING., MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating Construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit,'there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies,.or federal agencies. ACCEPTANCE OF PERMI THE REQUIREMENTS OF, r a 3 U r. Z L1 � H (0 w r. 0 14 0 M N a) 4J �4. a 0 0 >1 Z a F ;S VERIFICATION THAT I WILL NOTI LORIDA LII LAW, FS713: Z OWNER OF THE PROPERTY OF ' y ro z Sign/a�e of Own er/elrt, & Date Siire ,of Contractor & Date �`Clv I-t/ V ��/ uffecl lz TApot,, Print O ner/A ent N i ature of Notary & Dat P'. Todd Jorgensen, Vice President Type or Print Contra or's Name (Official Seal) 1< cu o b h rt (D In W o h o n H r I `G Z 0 0 £ �v o Hi N ^wccu�una w a r vs.v � qv NAttSy Public - StQ1B of " "No KRISTIE L DYKES CC666687 my ommiss gft moires Se0 23, 28M My Commission Gamm ssion # , C 7 '¢*"de Expires Sep. 01, 2001 Bonded by HAI ,, 800-422-1555 Application Approved BY: , (7 Date: ) S_ o FEES: Building C (i3xo Radon 'Police Fire Open Space Roa Impact A plication PERMIT VALIDATION: CHECK L7 CASH DATE' BY ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFF CE) GOLD (CO. ADMIN) I **** THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE CITY OF SANFORD FIRE DEPARTMENT FEES FOR SERVICES PHONE #: 407-302-1091 DATE: / PERMIT #: �" BUSINESS NAME: �1— ADDRESS: l Gee %Qs✓ �Iv PHONE NUMBER: ( ) PLANS REVIEW TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM ❑ ANAOT TNT Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. Arte ove information is d that I will comply �O c and ordi es ` d, Fl . a. Sanford Fire Preventions Signature 0 ej_<7,J_C� (C�,6 6LA-_)6 ZONE DATE CONTRACTOR 1 V , c� ✓1� C- ADDRESS PHONE # -' C-;� LOCATION OWNER ADDRESS t �, PHONE #`"� PLUMBING CONTRACTOR ADDRESS PHONE # ELECTRICAL CONTRACTOR ADDRESS PHONE # MECHANICAL CONTRACTOR ADDRESS PHONE # ;E MISCELLANEOUS CONTRACTOR f' st ADDRESS SEPTIC TANK PERMIT NO. SOIL TEST REQUIREMENTS (_ 1 FINISHED FLOOR ELEVATION REQUIREMENTS It ARCHITECTURAL APPROVAL DATE: _I e SUBDIVISION: ' I 0,1"�'-�� PERMIT. # Q� ( LOT NO. JOB �_ �'c vl�' I . BLOCK: _ SECTION: COST $ `�� 5 O( � CD c I SQUARE FEET: FEE $ MODEL: STATE NO. OCCUPANCY CLASS: . FEE $ FEE $ FEE $ INSPECTIONS TYPE DATE OK REJECT BY FEE $ ENERGY SECT. EPI: CERTIFICATE OF OCCUPANCY ISSUED # IDATE: \ FINAL DATE `, 4 CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT PERMIT ADDRESS ONE RED CLEVELAND BLVD., SANFORD, FL 32773PERMIT NUMBER Total Contract Price of �ol��, 33,000 Describe Work -n`fQ foe- , e.n00a Type of Construction Renovation Number of Stories j Number of Dwellings Occupancy: Residential Commercial Total Sq. Ft. 1,500 Flood Prone (4 N/A Zoning %% Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER 06-20-31-300-0010-2960 801 utA OWNER Orlando Sanford International, Inc- PHONE NUMBER 324-9681 ADDRESS Two Red Cleveland Blvd., Suite 210 CITY Sanford STATE FL ZIP . 32773 TITLE HOLDER (IF OTHER THAN OWNER) Sanford Airport Authority ADDRESS One Red Cleveland Blvd. CITY Sanford STATE FL ZIP 32773 BONDING COMPANY ADDRESS CITY STATE ZIP ARCHITECT David Coventry, Callcott Anderson ADDRESS The Mill House-5th Floor, 8 Mill Street CITY London STATE ZIP SE1 2BA MORTGAGE LENDER ADDRESS CITY STATE ZIP CONTRACTOR Mark Construction Company PHONE NUMBER 407-831-6275 ADDRESS 1969 Corporate Square Drive ST. LICENSE NUMBER CG CO25899 CITY Longwood STATE FL ZIP 32750 Application is hereby made to obtain_a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL N THE REQUIdIEMENTS OF FLORIDA N LAW, FS713. i ca OWNER OF THE PROPERTY OF ter************** y ro z, o of t'es�� o h w ° �(•R.$ L Philip Todd Jorgensen, Vice President H y o z U Type or Print Owner/Agent Name Type or Print Contractor's Name t7 x 3 b O a a4 0 a 3 - o E a44 ! z >. fA .i '✓ C O �4 O (a m a) 4J �4 a 0 0 >1 Z a E• Signature/,wf Owner/Agent &Date gnat.ure of Contrac o m a -. 1% E ro o n, ignature of Notary) & Datb Signature of NotarfJ& Date (Official Seal) BRENDA R. STUMP hh"F66��o KRISTIE 1. DYKES �iCOMPT Notary Public -State 0f FloricJa My Commission L y Commission Expires Sep 23, 2001 '� k ExpirOs Sep• 01, 2001 Commission # CC683093 m, \o� Bonded by HAI ,... /� ��d" BOD-422-1555 '[ Application Approved BY: �C� Date: �Q �7 �U FEES: Building Radon Police Fire Open Space Road Impact Application AQ PERMIT VALIDATION:, CHECK CASH DATE lolltobaBY.. ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY'TAX OFFICE) GOLD O. ADMIN) H CS :1I rr **** THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE I I I r. CITY OF SANFORD i FIRE DEPARTMENT FEES FOR SERVICES 1 punr.TF A- am-'Im-1091 DATE: BUSINESS ADDRESS PHONE NUMBER: ( oI - a l PERMIT #: i PLANS REVIEW ❑ TENT PERMIT BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM ❑ .Oo AMOUNT $. COMMENTS: e /-j Q o / , ,-F-- Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. I certify that the abo information is true and correct at I will comply 4 with all appl' 1 codes and ina , pot of the Ci anfor Sanford Fire Prevention L. -- --- -.- . -- Applicants Signature �sr 7 Return to: (enclose self-addressed stamped envelope) �. f Name: Mark Construction Company \ Address: 1969 Corporate Square Drive, Longwood, FL 32750 This instrument prepared by: Mark Construction Company Address: 1960 Corporate Square Drive Sanford, FI 32750 Todd Jorgensen Property Appraisers Parcel Identification No: space above this line for processine data Permit No. Notice of Commencement FS 713.13 MAR ANNE MORSE CLERK Of CIRCUIT COURT 2 � 4 3 7 7 Notice of Commencement SEMINOLE COUNTY, FL. RECORDED & VERIFIED 98 OCT 13 PM 2: 22 space above this line for recording data State of Florida County of Seminole The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with section 713.13 of the Florida Statutes, the following information is provided in this NOTICE OF COMMENCEMENT. Legal description of property (include street address, if available): (Orlando Sanford International Airport) General description of improvements: Interior Renovation Owner: Orlando Sanford International, Inc. Address: Two Red Cleveland Blvd., Sanford, FL 32773 Owner's interest in site of the improvement: Airtours, One Red Cleveland Boulevard, Sanford, FI 32773 C1 � tV Fee Simple Title holder (if other than owner): r-- Name: Sanford Airport Authority Address: One Red Cleveland Blvd., Sanford, FL 32773 Contractor: Mark Construction Company 1969 Corporate Square Drive Longwood, Florida 32750 407-831-6275 Surety: N/A Address: Amount of bond $ N/A Any person making a loan for the construction of the improvements: N/A Name: Address: CERTIFIED COPY MARYANNE MORqE T Person within the State of Florida designated by owner upon whom notices or other document may LER OF CIR U T a s b tign 713.13(l)(a)7., Florida Statutes. DAA Name: N/A Address: DE?I.rTv In addition to himself, owner designates: N/A Of �— to receive a copy of the Lienor's Notice as provided in Section 713.13(l)(a), Florida Statutes. Expi tion datit of Notice of Commencement (the expiration date is I year from the date of recording unless a different date is specified). —r . , ST s` C- . Signature 6f owner Printed signature of owner WC o � o T � T.: r- BRENDA R. STUMP not NI e O t7 1 have relied upon the following identification of the Affiant ��'?� Ission Expires Sep 23, 2001 Q . Commission # CC683097 Swornto and subscribed before me this day off�2,�, , 1997. Qc--�rnp '4Z�" printed Notary Signature client. AIRTOURS project: SANFORD ORLANDO-'CHECK-IN ® C=100 M=80 Y=0 K=0 (Blue) PANTONE 287 C C=0 M=90 Y=90 K=0 (Red) PANTONE 185 C M YC=100 M=0 Y=60 K=0 (Green) PANTONE 327 C : drawing title: AIRTOURS drawing number: A052/S I I/ Al I IMIKIII IM FRAMF RC)PnF-P 70mm 1645 dace: 24,07.98 Sth Floor The COTT ANDERSON 8Mill MStreet Design Associates London SEl 29A Tel +44(0)171237 67361 project: SANFORD • ' • 1 Fax ♦44(0)171237 062S ■ C=100 M=80 Y=0 K=0 (Blue) PANTONE 287 C k C=0 M=90 Y=90 K=O (Red) PANTONE 185 C C=100 M=0 Y=60 K=0 (Green) PANTONE 327 C L 1200mm r r 1 III L I I IN I J 1 1 1. 1/% 1 1 ♦ I IN 1 L rrn11C IC/�1 VVI VI ULVL E 0 In E 0 0 M 1' 600mm dace: 24.07.98 client. AIRTOURS project: SANFORD ORLANDO-CHECK-IN ® C=100 M=80 Y=0 K=0 (Blue) PANTONE 287 C C=0 M=90 Y=90 K=0 (Red) PANTONE 185 C No C=100 M=0 Y=60 K=0 (Green) PANTONE 327 C BLUE AREA LED DISPLAY WHITE PANEL drawing title: AIRTOURS drawing number: A052/S3 ✓ 5 180 5 90 5 90 5 100 5 ALL DISPLAY UNIT 730 SPRAYED MATT VINYL WHITE date: 24.07.98 ■ C=100 M=80 Y=0 K=0 (Blue) PANTONE 287 C ® C=0 M=90 Y=90 K=0 (Red) PANTONE 185 C C=100 M=0 Y=60 K=0 (Green) PANTONE 327 C N O N drawing title: AIRTOURS N co A cn W tr O Ln 7899 CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT b U O 'd O N a W 0 PERMIT ADDRESS *iotal,-Contrac Price of J Describe Work I_.<10nY) Type of Constructi Number of Stories Occupancy: Resi LEGAL DESCRIPTION TAX I.D. NUMBER OWNER _ ADDRESS CITY ND PERMIT NUMBER on• t/ Flood Prone (YES) (NO) Number of Dwellings Zoning dential Commercial Industrial TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS leas.e,atta_cb printout from Seminole Count CITY STATE 'BONDING COMPANY ADDRESS CITY ARCHITECT AD,_$RESS C3T��j MORTGAGE LENDER ADDRESS CITY STATE STATE STATE PHONE NUMBER ZIP ZIP ZIP ZIP CONTRACTOR t \ 1 L •� /�JC�J�J PHONE NUMBER :gL7- ADDRES S 5 a ST. LICENSE NUMBER CITY C) STATE ZIP ZaZ Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. WNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that 11 work will be done in compliance with all applicable laws regulating Construction nd zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR ,-,THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. ,•NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF, THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. 1 H ro Z ^� •< 10 m tY o r+ fD O tY Signature of Owner/Agent & Date siglqature of Contractor & Date 0 n1<_ Type or Print Owner/Agent Name Typ P i actor's Name o x � b Signature of Notary & Date Signat e o Notary Date O, (Official Seal) (Official Seal)' R a 3 0 E X Z C? vJ .i >» 44 r. O ►, o 10 W d 41 M ow o d >4 zaE• SDGe*a EVELYN CASTILLO Notary Public, State of Florida My Comm. Exp. July 24, 2001 �y'�! -•• a�°� Comm. No. CC 666342 Application Approved BY: Date: FEES: Building Radon Police Fire Open Space Road Impact Application PERMIT VALIDATION: CHECK CASH DATE 4113 6 6 BY ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. **** THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE ... _ .._ .. _ _.I DATE: 00 BUSINESSNAME: `- ;fi ADDRESS: € CITY OF SANFORD FIRE DEPARTMENT FEES FOR SERVICES PHONE #:.,407-302-1091 Ci, 71T #: e� �a PHONE NUMBER: (967) � 7 ! L 1 PLANS REVIEW TENT PERMIT ❑ BURN PERMIT ❑ REINSPECTION ❑ TANK PERMIT ❑ FIRE SYSTEM AMOUNT $ W �U.c COMMENTS: e c I Fees must be paid to Sanford Building Department, 300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. ! Q I certify that the above information is true and correct and that I will comply ^� with all applicable codes and ordinances �( of the City of Sanford, Florida. Sa rd Fire Prevention /�pplican—ts Sign Seminole County Property Appraiser Database Information Page 1 of 1 Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. TPP ACCOUNT SUMMARY Account Number 0368951 Business Name ORLAND0 SANFORD INT'L AIRPORT INC Business Address RED CLEVELAND BLVD Business City,State,Zip SANFORD FL 32773 Tax District 95 - SANREDVDST Dor 5594 - AIRPORTS Just/Market Value $3,560,512 [ New Search ] http://ntweb.scpafl.org:8080/owa/owa/sen inole county_title_pp?ACCT=0368951 4/3/00 STATE OF FLORIDA I OFFICE OF TREASURER FI-100070 DEPARTMENT OF INSURANCE TALLAHAS SEE, FLORIDA ! 1 STATE FTRC• MARSHAL'' I CERTIFICATE OF COMPETENCY r THIS CERTIFIES THAT: ALAN D. VIGI NTON 45 O SOUTH Cr?427 LONGWOOD• FL: 32750 • t. WiGINTON FIRE SPRINKLERS INC. v C0NTRnCl'0 Z 11 - 15 Li VITTED TO THE EXECUTION OF CONTRACTS RFCIUIRING THE ADTL ITY TQ i LAYOUT, • FAC►RICATEip INSTALL'v "TNSPECT,s 'ALTERb OIZ SERVICE WATER iSPRTNKLER SYSTEr•1;•e SYTEMr- STANDPI PE;• COML1TATER SPRAY, NATIONAMTANDPXPESttANDLSPITINKLERS:I RSrmsSYSTrlip :v FXCLUDING—WATCTIYPRE—ENGINCI PED SYSTEMS . • �FIEl1SURLf 3 L7 01 9a 07 [G O1 755tit3u000190' 4G31140002 250.00 OG'30 00 IrIsuf�nr�cccorrtn�isslorlr_R 633VE DATE TYTE C1J139 OJ 111 MEUSE on PF.nmir NVIABEll Mi'LICAT"I TAXE91. FEES ccvAr DIY �D�tE FIfIE MARSHAL WTnTNTnN DATE (MM/DD/YY) o1/11/00ACORD�EjTiFICATEOF ACE 'i PRODUCER THIS CERTIFICATE IS SS IUED AS A MATTER OF INFORMATION BROWN & BROWN INC 4 " , ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE '�20 SOUTH RIDGEWOOD AVENUE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. P O BOX 2 412 COMPANIES AFFORDING COVERAGE DAYTONA BEACH, FL 32115 COMPANY ATRANSPORTATION INS. CO./CNA INSURED WIGINTON FIRE SPRINKLERS, INC. COMPANY GAMER. GUARANTEE LIAB.INS.CO./ZURICH 450 SOUTH COUNTY ROAD 427 LONGWOOD, FL 32750 COMPANY CTRANSCONTINENTAL INS. CO./CNA COMPANY D COVERAGES THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO LTR TYPE OF INSURANCE POLICY NUMBER POLICYEFFECTIV DATE(MM/DD/YY) POLICYEXPIRATIO DATE(MM/DD/YY) LIMITS A GENERAL LIABILITY GL1031785318 01/01/00 01/01/01 GENERAL AGGREGATE s2,000,000 X PRO DUCTS- COMP/OP AGG $2 000 000 COMMERCIAL GENERAL LIABILITY r: CLAIMS MADE �X OCCUR PERSONAL & ADV INJURY $1" O O O O O 0 EACH OCCURRENCE $1 000 000 OWNER'S& CONTRACTOR'S PRO X FIRE DAMAGE (Any one fire) $5O 000 BI/PD DED $1000 ME D EXP (Any one person) s5,000 A AUTOMOBILE LIABILITY ANY AUTO BUA131786226 01/01/00 01/01/01 COMBINED SINGLE LIMIT $1, 000, 000 X BODILY INJURY (Per person) $ ALL OWNED AUTOS SCHEDULED AUTOS X BODILYINJURY (Per accident) $ H'IREDAUTOS NON -OWNED AUTOS X X PROPERTY DAMAGE $ COMPREHENSIVE $250 DEDUCTIBLE $500 DEDUCTIBLE X COLLISION GARAGE LIABILITY AUTO ONLY -EA ACCIDENT $ OTHER THAN AUTO ONLY: ANY AUTO EACHACCIDENT $ 9_ AGGREGATE $ B EXCESSLIABILITY AUC365800004 01/01/00 01/01/01 EACHOCCURRENCE $9 000 000 AGGREGATE $9 000 000 X UMBRELLAFORM $ OTHER THAN UMBRELLA FORM A WORKERS COMPENSATION AND WC131786257 01/01/00 01/01/01 X I STATUTORY L I M ITS _ EACH ACCIDENT $500 OOO EMPLOYERS'LIABILITY DISEASE -POLICY LIMIT $500OOO THE PROPRIETOR! X INCL PARTNOFFICERS ARE: EXCL ERS/EXECUTIVE OFFICERS DISEASE-EACHEMPLOYEE $500o0O CIOTHER CONTRACTORS EQUIPMENT L131786212 I01/01/00 01/01/01 LEASED/RENTED EQUIP. LIMIT: $50,000 DEDUCTIBLE: $1,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/SPECIAL ITEMS CERTIFICATE HOLDER CANCELLATION.77777 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE CITY OF SANFORD EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL PO BOX 1778 _3_0 _ DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, Sanford, FL 32772 BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND. UPON THE COIs1 Y. ITS AGEN;59 OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE ACORD 25-S (3/93)1 of 1 S 6 4 0 9 4 M6 2 6 6 9 PAT O'.ACORD: CORPORATION 1993 PERMIT ADDRESS rya C)u `81 vd CONTRACTOR t r�V' `� �'eG ADDRESS 32.-1 2sS PHONE NUMBER / 6 Z, PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR. PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION S14 C��4a PERMIT # O DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE 0 CITY OF SANFORD FIRE DEPARTMENT FEES FOR SERVICES PHONE # 407- 02-1091 * FAX #: 407-330-5677 ar DATE: PERMIT #: BUSINESS NAME / PROJECT: -1 02-1. 1 ADDRESS: o (2_ u A PHONE NO.: FAX NO.: L, CONST. INSP. [ ] C / O INSP.:[ J REINSPECTION [ ] PLANS REVIEW F. A. [ ] F.S. [ ] HOOD [ ] PAINT BOOTH [ J % BU PER IT [ ] TENT PERMIT J TANK PERMIT (] OTHERX] / fp��--- TOTAL FEES: $_ _ (PER UNIT SEE BELOW) COMMENTS: 2 Address / Bldg. # / Unit # 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 11 p f,�,e-'i Fees per Bldg. / Unit Fees must be paid to Sanford Building Department, 300 N. Park Ave., Sanford, FI. 32771 Phone # -407- 330-5656. Proof of Payment must be made to Fire Prevention division before any further services can take place. I certify that the above is true and correct and that I will comply with all applicable codes and ordinances of the City of Sanford, Florida. Sanford Fire Prevention Division Applicant's Signature A CITY OF, SANFORD FIRE DEPARTMENT FEES FOR SERVICES PHONE # 407-302-1091 * FAX #: 4 07-330-5677 DATE: la PERMIT #: BUSINESS NAME PROJECT: I? Pn ADDRESS: 1P 1�-A PHONE NO.: FAX NO.: CONST. INSP. C 0 INSP.:[ REINSPECTION PLANS REVIEW F. A. F. S. HOOD PAINT BOOTH BUR PERMIT . TENT PERMIT j TANK PERMIT OTHER(] TOTAL FEES: $ (PER UNIT SEE BELOW) COMMENTS: e- i'd AMW�� Address / Bldg. # / Unit # SquSreTootage Fees per. Bldg. / Unit 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. Fees must be paid to Sanford Building Department, 300 N. Park Ave., Sanford, Fl. 3 , 2771 Phone # -407- 330-5656. Proof of Payment must be made to Fire Prevention division before any further services can take place. I certify that the above is true and correct and that I will comply with all applicable codes and ordinances of the City of Sanford, Florida, ) V,� via" 3 Sanford 'Fire Prevention'Division Applicant's Signature I l �. Address of Job: �?_ G�Pt Electrical Contractor. - Residential: Non -Residential: Number Amount Addition, Alteration, Repair (Residential & on- esidentia New Residential. - AMP Service New Commercial: AMP Service Change of Service: From AMP Service o 'Ak4P Serv' Manufactured Building Other. Description of Work: C_ i'A &Ib0 -k L-VYS k*46-MLL- AT Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City -"of Sanford Electrical Cod. Go,�-ter • /�; Applicant's Signature State License Number VPO s CHINCHOR ELECTRIC PAGE 04iO4 P. 1 12/02/2002 08:14 3867747223 3-229--199G 7 : 7 SPM FROM PermitMumber: J-46b ifs_ December 2, 2002 The undersigned hemby awes for a Permit to indall fire fpbowkv esastrical: < Owner's Name; Acidness. of .rob: 1 RQ.d Cl ove l a n Rd.zzd.—c n.,fo-ra, Fr. -47 7 71 Elec2riCal Contractor_ rH C ljo li.,,.F.-.1, p g r i c, T n c_ Residential: Non-ResWeofik X iNurnber Amount AWK101L At OMUOR _f filet New Residential: AMP Service New Cornrrcesres - AMP Service Cb"v of 8etvice: From AMP Stwica W AAAP Servsoe Manufactures! B Oche. ©o=ip ion o€ Work: UeWg.,,.gxjStjnq 125KW generator, install new transfer switch v ems. Run for EDS and ioa ee_ $10_00 - TOTAL OvF-: BY Siping this aPPiicatien i am r>g that I am ki "th G' E Ctris:et Code c��-.�-�'-P4aPiicar:t's sigrta:ure EU2`'4/• Chinchor, President State 1. mose NUmbnr 3-29-199G 7.15PM - FROM - r - - P 1 - :.. '..:'i, :.1�4 •) j-l�W+r'ii . /.,r ..�' , �- . L:.`-:�.."S.. _'4,~ ri 4.;is ..:. 4 -. ITRAPAI �i/.Y::C 'i•Y,. rni::-'� :�'+.'h"ti. �" .'.Cn. s�r "i "5r. ..y-,M,..;' F ;-: Permit Number. y Date: December 2, 2002 The undersigned hereby applies for a permit to install the following eledrical: Owner's Name:' Address of Job: 1 Rt-d (ZlPvP-1 And `RI ud �Anford FT. -1777-1 Electrical Contractor. CHinchor Electric, Inc _ Residential: Non -Residential: X Number- Amount Addition, Alteration. Repair esiderrtiai & Non-Residentia New Residential: AMP Service New Commercial: AMP Service Change of $etvice: . From AMP Service to AMP Service Manufactured Building Other: Description of Work.- Upmo existing 125KW generator, install new transfer switch stems. Run circuits for EDS and A 'cation Pee: $10.00 . TOTAL. DUE: � By Signing this application l am stating that ! am in compliance with Cit Electrical Code_ PCppGc ant's Signature EC_U2`45�. Chinchor, President State License Number 4: FROM NOTICE OF COMMENCEMENT Tax Folio No. P. . 1 — ------ 1. 05-20-31-300-0010-0000 State of Florida County of Seminole 'The undersigned hereby gives notice that improvement will be made to certain me property, and in accordance with Cbapter 713, Florida Stabites, the following infimnation is Provided in this Notice Of Commencement 1. Description of property: (legal description of the property and sum address if available) 2. General description of improvement: Flpi-f-T-iflal Upgrade 3. Owner information a. Nam and address City of Sanford 2300 Airport Blvd E Sanford, F1, 32771 b. Interest in property Qlan c� -r c- Name and address of fee simple titleholder (LF other than Owner) 4. Contractor a. Name and address Chinghor Electric,!Inc. 935 Shadick Drive Orange City, FL 32763 b. Phone number 386-774-1020 Fax number 386-774-7223 5. Surety A. Name and address D1 a b. Phone number Fax umber c. Amount of bond 6. Leader a. Name and address b. Phone number Fax number 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be Served as provided by Section 713.130)(a)7, Florida Statutes: a. Nameandaddress - Larry Dale, Sanford Airport Authority 1 Red Cleveland Blvd Sanford b, Phone , number 407.585,4002 Fax number 407-322-�7,8-14 8- In addition to himself or herself, Owner deign lm. of to receive a copy of the Limor's Notice as provided in Section' 7 ILI 3(l)(b), Florida Statutes. a. Phone number Fax number 9. Fxpimfion date of notice of commencement (the expiration date is.1 year fium the dot of recording unle!�a ./lifferent date is specified) Signature of Owner Sworn to (or me b 'bed before me this 2 n d day of December, -312002 by • CERTIFIED COPY MARYANNE MORSE Personally Known OR Produced Identification OLLRK OF WCUIT LIVUR'T Type of Ideafficationproduced - LIMIrini r mu �rwawre of Notary Public, Commission Expires: Mn DL Gffold M, -IISK)N# DW03515 0M§ July 24,,2= M TROY FAIN WKWANCt R(C WWWK MORSE, CLERK OF CIRCUIT CLERK OF BRINOLE COUNTY. BK 04616 PG 0340 FILE NUM 2002984664 RECORDED 12/03/2882 12s27s42 PH RECORDING FEES 6.08 RECORDED BY J Eckenroth COURT DEC! 3, 2002 no I N I a I M M W I M a 9 M In 0 In I No I N 111111111 L- - - - --- - - —.-- --- . — - - I . - .. - PERMIT ADDRESS CONTRACTOR " ADDRESS o " Zia PHONE_ NUMBER PROPERTY OWNER ADDRESS NUMBER q600 PHONE ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR . PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE ti MISCELLANEOUS CONTRACTOR k PERMIT NUMBER_ FEE Ell 9 b a� U 0 .d 0 P a x O a N C a 3 O E � z �. o rl H U1 •-i to w >. C 0 P 0 (aws) +qua 0 4) �. Z a F 0 CITY OF SANFORD, FLORIDA APPLICATION FOR THE DEMOLITION AND REMOVAL .3 OF BUILDINGS AND�STRUCTURES One Red PERMIT ADDRESS Sanford, Florida Blvd PERMIT NUMBER ' / 20 TOTAL CONTRACT PRICE OF DEMOLITION $8,500 TOTAL SQUARE FT. +/- 5 300 TAX PARCEL NUMBER OWNER Orlando Sanford International PHONE NUMBER ( 407 ) 585-4500 ADDRESS Three Red Cleveland Blvd. Suite 3200 CITY Sanford STATE FL ZIP 32773 CONTRACTOR Nark Construction Co. PHONE NUMBER ( 407 ) 831 -6275 ADDRESS 19F9 Corporate Scfuare Drive ST. LICENSE NUMBER CG-0O25899 CITY Longwood STATE FL ZIP 32750 TYPE OF STRUCTURE TO BE DEMOLISHED: FRAME % CONCRETE BLOCK STEEL OTHER Not Structural PREVIOUS USE OF BUILDING OR STRUCTURE - Restaurant - in existing space PROPOSED USE OF THE SITE Restaurant (Renovation) GAS COMPANY DISCONNECT NUMBER (IF APPLICABLE) GAS COMPANY PERSONNEL ISSUING NUMBER NOTE: GAS COMPANY SECTION MUST BE COMPLETED BEFORE DEMOLITION PERMIT WILL BE ISSUED. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANYTIME AFTER THE WORK IS COMMENCED. IN ADDITION TO THE REQUIREMENTS OF THIS PERMIT, THERE MAY BE ADDITIONAL RESTRICTIONS APPLICABLE TO THIS PROPERTY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY, AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES. THE NAMED CONTRACTOR/OWNER BUILDER TO WHOM THE PERMIT IS ISSUED SHALL HAVE THE RESPONSIBILITY FOR SUPERVISION, DIRECTION, MANAGEMENT, AND CONTROL OF THE CONSTRUCTION ACTIVITIES ON THE PROJECT FOR WHICH THE BUILDING PERMIT WAS ISSUED: OWNER'S AFFIDAVIT: I CERTIFY THAT ALL THE FOREGOING INFORMATION IS ACCURATE AND THAT ALL WORK WILL BE DONE IN COMPLIANCE WITH ALL APPLICABLE LAWS REGULATING CONSTRUCTION AND ZONING. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. ASBESTOS NOTIFICATION STATEMENT (SEC. 553.79(11), FL STATUTES) FOR FACILITIES OTHER THAN SINGLE FAMILY OR DUPLEX HOUSING. I HEREBY AFFIRM THAT I HAVE COMPLIED WITH THE PRO SION OF SEC N 455-302, FL STATUTES, AND HAVE NOTIFIED HE DEPARTMENT OF VIRON NTAL LATION OF MY INTENTION T¢�2EMQVE AS OS, IF APPLICABLE. s -/"�-cam SIGN URE OF O ER/AGENT & DATE , TYPE OR PRINT OWNER/AGENT NAME 3�i_a 03 GNATURE OF NOTARY & DATE (OFFICIAL SEAL) E CASIE NOELLNotary Public - State of FloridaMyCommesion Expires MsyZ7, 2008Commission 8 00120998Bonded By National Notary Assn:Y APPLICATION APPROVED BY / 3-12-03 fGNATURE OF CONTRACTOR & DATE P. Todd Jorgensen, President 10 FEES: BUILDING APPLICAT ON TY E OR PRINT RACT R'S NAME -12-03 SIGNATU E OF NOTARY & DATE (OFFICIAL SEAL) MARYK PAR. Notary Public, State of'.Horida My comma exp. Apr . 2006 Comm. No. DD 107099' DATE '03 OTHER PERMIT VALIDATION: CHECK CASH DATE BY 'C fD O '0 h rr M N w 0 n 0 H F+ Z o m rr ' 0 b n 0 a C 0 fD a H d ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) 1. M ITY OF SANFO'RD PERn11T APPLICATION Permit No.:u Date: Job Address: nNF C-LFU>✓A.OQA1D �LVO S jtR2r�L 3Z?73 Parcel No.: Q� 2(,L_31 . 3 GO — OD 1 D . o DDO (Attach Proof of Ownership & Legal Description) Description of «%ork: Al2V5:0 1P _AV-/(rXAMjZ l-Af 1 L jT`e Type of Construction: NEAZ 49L.Iro Flood Zone: Valuation of'\7ork: S SZ, fJbD ccupancy Type: _Residential _X-Commercial _ Industrial Number of Stories: — Number of Dwelling Units: Zoning: Total Square Footage: Owner: �, &629Q A/RPD XT A1I1WDRITY Address: aAX 9650 6LVA City: S1W05429L> State: L. Zip: 32% 723 Phone No.: Contractor: Fax No.: Address: 5 U 6 U / 1,L /C� I //fs� I City: State:FG. Zip: t 04State License � No.: PhoneNo.: 7d7'S���'b��--� Fax No.: f6�"-117S br 1.2.23 Contact Person: /V�6//�� AC CCU✓i� Phone No.: 96 % — SG Title Holder (If other than Owner): 9 G% — 5a / 6S 3� Address: Bonding Company: Address: Mortgage Lender:_ Address: Architect: ftk Phone No.: 467, 1q�1 $9 / Address: 9�/�MACAIOLIA QRL,At(D^ 3 &3 .PC. Fax 401.'I`N, 5;115 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate. permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDA VIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Aof rmit is verification that I will notify the owner of the property of the requirements of Florid ex`AN c rant `. 0.0 O�rc� •'��' �s V� v�� �Oi' Signature of Owner/Agent date Signa re of ontractor/AgentE ate : Q Ono- `,\ / . '' 1 lam- �+ /� 2 ; #CC g98280 : o ✓ no- U. wv 1 1 � �/l� �l CAN �l �'--0-. Bondadth� Print Owner/Agent's Name Print Contractor/Agent's Name P/, gyp : ";�: Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Contractor/Agent is ZP rsonally Known to Me or _Produced ID /O — _Produced TT) APPLICATION APPROVED BY: Date:y Special Conditions: CITY OF SANFORD FIRE DEPARTMENT FEES FOR SERVICES PHONE # 407-302-1091 * FAX #: 407-330-5677 DATE: `" 0� PERMIT #: BUSINESS NAME / PROJECT: ADDRESS: L\Q t . je _ ' L. � Y PHONE NO. `�o`7� �(AX N[�� _ 7 CONST. INSP. [ ] C / O INSP.:[ ] REINSPECTION [ ] PLANS REVIEWN.J F. A. [) F.S. [ ] HOOD [ ] PAINT BOOTH [ ] URN P p M,T [ ] TENT PERMIT ] tj TANK PERMIT ] THER;; v SEE BELOW TOTAL FEES: $ (PER UNIT ) COMMENTS: Address / Bldg. # / Unit # Square Footage Fees per Bldg. / Unit 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. Fees must be paid to Sanford Building Department, 300 N. Park Ave., Sanford, FI. 32771 Phone # -407- 330-5656. Proof of Payment must be made to Fire Prevention division before any further services can take place. I certify that the above is true and correct and that I will comply wi h all applicable codes and ordinances of the City o anfora; rrida. Sanford Fire Prevention ivis e App nt's Si -----�--� I191 Iv u' a 1�I u sul iu uo � lal rll 11191161 u-lu' le �ii si ue i msi � THIS DOCUMENT PREPARED BY: Stephen H. Coover Hutchison, Mamele & Coover, P.A. 230 North Park Avenue Sanford, FL 32771 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE'COUNTY BK 04562 PG 0906 CLERK'S # 2002958761 RECORDED 10/16/200P 0215103 PM RECORDINIB FEES 19.59 RECORDED BY L McKinley OCT 2 3 2002 SANFORD AIRPORT AUTHORITY -------------------------------- --- [Space Above This Line for Recording 14aEfjE OF THE_P9F_g1 .EMT--_- NOTICE OF COMMENCEMENT 1 /)3 fr1 �- THE UNDERSIGNED notifies all parties that improvements will be made to certain real nproperty, and in accordance with Chapter 713, Florida Statutes, the following information is Jprovided in this Notice of Commencement: _j 1. Description of Property: Commence at the nail & disk numbered 5807 in the intersection n > of the physical centerlines of 281h Street and Mellonville Avenue; thence run S. 00°00'00"E wJ along the physical centerline of Mellonville Avenue, 50.00 feet; thence run N. 90°00'00"W. parallel with the physical centerline of 281h Street, 50.00 feet to the Point of Beginning; thence continue N. 90000'00" W., 225.00 feet; thence run S.00°00'00"W., 208.24 feet; ty � thence runN.90°00'00"E., 225.00 feet; thence run N.00000'00"W., 298.24 to the Point of Beginning, containing 1.54 acres more or less, all lying in Section 6, Township 20 South, ' u Range 31 East, Seminole County, Florida. 2. General Description of Improvements: Construct 13,500 square foot multi -tenant metal building. 3. Owner Information: a. Name and address: Sanford Airport Authority, One Red Cleveland Boulevard, Suite 12.00, Sanford, FL 32773 b. Interest in property: Leasehold C. Name and address of fee simple titleholder (if other than Owner): The City of Sanford, c/o Sanford Airport Authority, One Red Cleveland Boulevard, Suite 1200, Sanford, FL 32773 4. Contractor (name and address): Spolski Construction, Inc. 142 F i 1®I�e®IIL1Q2_, , Sanford, FL 32773 I1�IIIIIIII eiia4u?i} ling CERTIFIED COPY MARYANNE HORSE MARYANNE MORSF, CLERK OF CIRCUIT COURT C ,ERK OF CIWAW CQUff" SEMINOLE COUNTY SfM OLE COdNI BK 04665 PG 1272 CLERK'S # 2003006490 nri RECORDED 01/13/2003 03AW1 PM {W;\transact\18578\3\00885040.DOC} WMORDIN FFkB 46.50 JQN 1 3 2003 RECORDED 8Y L McKinley FILE NUM 2002958761 OR BOOK 04562 PAGE 0907 5. Conditional Payment & Performance Bond Surety Information: a. Name and address: The United Fire & Casualty Company, 118 Second Avenue S.E., Cedar Rapids, TA 52407-3909 b. Amount of bond: $504,900.00 6. Lender Information:, a. Designated contact: N/A b. Name and address: N/A 7. Names and address of person within the State of Florida designated by Owner upon whom notices or other documents may be served (as designated in Florida Statutes, Section 713.13(1)(a)(7): Larry A. Dale, President/Agent, Sanford Airport Authority, One Red Cleveland Boulevard, Suite 1200, Sanford, FL 32773; and Stephen H. Coover, Esquire, Hutchison, Mamele and Coover, P.A., Post Office Box 1149, Sanford, FL 32772-1149. 8. In addition to himself, Owner designates to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(B), Florida Statutes. 9. Expiration date of Notice of Commencement (1 year from recording date unless specified): 10 - 46 - 03 SANFORD AIRPORT AUTHORITY BY: Name: Diane Crews Title: Vice -President of Administration STATE OF FLORIDA COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this day of October, 2002 by DIANE CREWS as Vice -President of Administration of Sanford Airport Authority, who [ ✓] is A ersonally known to me or [ ] has produced as identification. a Lft"4_w4- 0 ointnature of Notary blic (NOTARY SEAL) Name: &C-OadialE Coc-Lceham Q' Notary Public - State of Florid ? JA 0%,ELINE M. C 0 C K E R H A M My Commission Expires: 7 �' ZOD(� NO ARYPLIBLIC-STATE OF FLORIDA COMMISSION IRRE31IV2006 70 'I Commission No: DD/Oo(o03 BONDED THRu,-9!&NOTARyI D m r ru v w Public Work Executed in 3 Counterparts F.S. Chapter 255.05 (1)(a) Cover Page THIS BOND HEREBY IS AMENDED SO THAT THE PROVISIONS FOR TIME, NOTICE AND OTHER LIMITATIONS OF SECTION 255.05 OR SECTION 713.23, FLORIDA STATUTES, WHICHEVER IS APPLICABLE, ARE INCORPORATED HEREIN BY REFERENCE. BOND NO.: 54-135251 CONTRACTOR NAME: , Spolski Construction, Inc. CONTRACTOR ADDRESS: 1425 East Airport Boulevard Sanford, Florida 32773 CONTRACTOR PHONE NO.: (407) 322-8424 SURETY COMPANY: United Fire & Casualty Company 118 Second Avenue SE j Cedar Rapids, Iowa 52401 (319) 399-5700 i OWNER NAME: Sanford Airport Authority OWNER ADDRESS: One Red Cleveland Blvd., Suite 200 Sanford, Florida 32773 ' OWNER PHONE NO.: (407) 322-7771 ` OBLIGEE NAME: (if contracting entity is different from the owner, the contracting public entity) OBLIGEE ADDRESS: OBLIGEE PHONE NO.: BOND AMOUNT: i $504,900.00 / $504,900.00 CONTRACT NO.: (If applicable) DESCRIPTION OF WORK: Base Bid #SAA 2002-02, Building #515, 13,500 square foot Multi Tenant Metal Building. PROJECT LOCATION: Sanford Airport, Sanford, Florida LEGAL DESCRIPTION: (If applicable) FRONTPAGE All other bond page(s) are deemed subsequent to this page regardless of any page number(s) that may be printed thereon. i. Oi X 031 Os O9 @R EA THE ATTACHED COVER PAGE FORMS AND BECOMES A PART OF THIS BOND. Executed in 3 Counterparts Bond No. 54-135251 KNOW ALL MEN BY THESE PRESENTS: That Spolski Construction, Inc. as Principal, hereinafter called Contractor, and United Fire & Casualty Company as Surety, hereinafter called Surety, are held and firmly bound unto the Sanford Airport Authority as Obligee, hereinafter called Owner, in the amount of Five Hundred " Dollars ($ 504,900.00 1 for the payment whereof Contractor and Surety bind themselves, their heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. *Four Thousand, Nine Hundred and 00/100 WHEREAS, Contractor has, by written agreement dated October 8 20 02 , entered into a contract with Owner for Project # 2002-02 (Building 515], Multi -Tenant Building, in accordance with the plans and specifications prepared by N/A , which Contract is by reference made a part hereof, and is hereinafter referred to as the Contract. NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION is such that, if Contractor sha11 promptly and faithfully perform said Contract, then this obligation shall be null and void; otherwise, it shall remain in full force and effect. The Surety hereby waives notice of any alteration or extension of time made by the Owner. Whenever Contractor shall be, and declared by Owner to be, in default under the Contract, the Owner having performed Owner's obligations thereunder, the Surety may promptly remedy the default, or shall promptly, (1) Complete the Contract in accordance with its terms and conditions, or (2) Obtain a bid or bids for completing the Contract in accordance with its terms and conditions, and upon determination by Surety of the lowest responsible bidder, or if the Owner elects, upon determination by the Owner and the Surety jointly of the lowest responsiblb Bidder, arrange for a contract between such Bidder and Owner, and make available as work progresses (even though there should be a default or a succession of defaults under the c Contract or Contracts of completion arranged under this paragraph) sufficient z funds to pay the cost of completion less the balance of the Contract price; but o not exceeding, including other costs and damages for which the Surety may be liable hereunder, the amount set forth in the first paragraph hereof. The 6 term "balance of the Contract price", as used in this paragraph, shall mean the total amount payable by Owner to Contractor under the Contract and any EA amendments thereto, less the amount properly paid by Owner to Contractor. Any suit under this Bond must be instituted before the expiration or 2 years from the date on which n final payment under the Contract falls due. m m I. ro SECTION E, PAGE 11 a V Lq No right of action shall accrue on this bond to or for the use of any person or corporation other than the Authority named herein or the heirs, executors, administrators or successors of the Authority. Signed and sealed this 20th day of December , 2002 . Witness Witness Patricia L. Slaughter (Principal) Spolski Construction, Inc ,°t. t (Name T' 0 �n• (Surety) United Fire & Casualty Companyt.� a�0-J� f�o1 YVSea ;jam_ Teresa L. Robinson, Attorney -in -Fact rLe- Licensed Resident Agent (407j 786$770 (Name and Title) -e Y 0 1 d � -� Y SECTION E, PAGE I I b O, M r� wr of o; xt .Pr 1T t me EA Ua Di Mc m° r ru Ch 7 Public Work Executed in 3 Counterparts F.S. Chapter 255.05 (1)(a) Cover Page THIS BOND HEREBY IS AMENDED SO THAT THE PROVISIONS FOR TIME, NOTICE AND OTHER LIMITATIONS OF SECTION 255.05 OR SECTION 713.23, FLORIDA STATUTES, WHICHEVER IS APPLICABLE, ARE INCORPORATED HEREIN BY REFERENCE. BOND NO.: 54-135251 CONTRACTOR NAME: polski Construction, Inc. CONTRACTOR ADDRESS: 1425 East Airport Boulevard Sanford, Florida 32773 CONTRACTOR PHONE NO.: (407) 322-8424 SURETY COMPANY: United Fire & Casualty Company 118 Second Avenue SE Cedar Rapids, Iowa 52401 (319) 399-5700 OWNER NAME: Sanford Airport Authority OWNER ADDRESS: One Red Cleveland Blvd., Suite 200 Sanford, Florida 32773 OWNER PHONE NO.: (407) 322-7771 OBLIGEE NAME: ('If contracting entity is different from the owner, the contracting public entity) OBLIGEE ADDRESS: OBLIGEE PHONE NO.: BOND AMOUNT: $504,900.00 / $504,900.00 CONTRACT NO.: (If applicable) DESCRIPTION OF WORK: Base Bid #SAA 2002-02, Building #515, 13,500 square foot Multi Tenant Metal Building. PROJECT LOCATION: Sanford Airport, Sanford, Florida. LEGAL DESCRIPTION: (If applicable) FRONTPAGE All other bond page(s) are deemed subsequent to this page regardless of any page number(s) that may be printed thereon. O-1 r-. mn O 02 7 C 3 e 4` n tr 6 lT 6 N G 5 6 t7 'O 4 ME M r N 4 v THE ATTACHED COVER PAGE FORMS AND BECOMES A PART OF THIS BOND. Executed in 3 Counterparts Bond No. 54-135251 LABOR AND MATERIAL PAYMENT BOND KNOW ALL MEN BY THESE PRESENTS: That Spolski Construction, Inc. , as Principal, hereinafter called Contractor, and _United Fire & Casualty Company as Surety, hereinafter called Surety, are held and firmly bound unto the Sanford Airport Authority as Obligee, hereinafter called Owner, for the use and benefit of claimants as hereinbelow defined, in the amount of Five Hundred Four Thousand Nine Hundred ' Dollars (5504,900.00) ' and 00/100 for the .payment whereof Contractor and Surety bind themselves, their heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. WHEREAS, Contractor has, by written agreement dated October 8 20 02 , entered into a Contract with Owner for.PROJECT #2002-02 [Building 5151, MULTI -TENANT BUILDING, at the Orlando Sanford International Airport, in accordance with plans and specifications prepared by N/A which Contract is by reference made a part hereof, and is hereinafter referred to as the Contract. NOW, THEREFORE, THE CONDITION OF TMS OBLIGATION is such that if Contractor shall promptly make payment to all claimants as hereinafter defined, for all labor and materials used or reasonably required for use in the performance of the Contract, then this obligation shall be void; otherwise, it shall remain in full force and effect, subject, however, to the following conditions: A claimant is defined as one having a direct Contract with the Contractor or -with a subcontractor of the Contractor for labor, material or both, used or reasonably required for use in the performance of the Contract, labor and material being construed to include that part of water, gas, power, light, heat, oil, gasoline, telephone service or rental of equipment directly applicable to the Contract. 2. The above named Contractor and Surety hereby jointly and severally agree with the Owner that every claimant has herein defined, who has not been paid in full before the expiration of a period of ninety (90) days after the date on which the last of such claimant's work or labor was done or performed, or materials were furnished by such claimant, may sue on this bond for the use of such claimant; prosecute the suit to final judgment for such suns or sums as may be justly due claimant, and have O 1 execution thereon. The Owner shall not be liable for the . a y p yment of an costs or m11.1 expenses of any such suit. 02 3. No suit or action shall be commenced hereunder by any claimant: G 3 e 1) Unless claimant, other than one having a direct contract with the Contractor, MIS shall have given written notice to any two of the following: the Contractor, to U. the Owner, or the Surety above named, within nicety (90) days after such claimant did or performed the last of the work or labor, or ftunished the last n of the materials for which said claim is made, stating with substantial m E accuracy the amount claimed and the name of the party to whom the r SECTION E, PAGE l2a m FILE NUM 2003006490 OR BOOK 04665 PAGE 1279 e. c materials were furnished, or for whom the work or labor was done or performed. Such notice shall be served by mailing the same by registered mail or certified mail, postage prepaid, in an envelope addressed to the ,Contractor, Owner or Surety, at any place where an office is regularly maintained for the transaction of business, or served in any manner in which legal process may be served in the state in whicb the aforesaid project is located, save that such service need not be made by a public officer. 2) After the expiration of one (1) year following the date on which Contractor ceased work on said Contract, it being understood, however, that if any limitation embodied in this bond is prohibited by any law controlling the construction hereof, such limitation shall be deemed to be amended so as to be equal to the minimum period of limitation permitted by such law. c) Other than in a state court of competent jurisdiction in and for the county or other political subdivision of the state in which the project, or any part thereof, is situated, or in the United States District Court for the district in which the project, or any part thereof, is situated, and not elsewhere. 4• The amount of this bond shall be reduced by and to the extent of a payment or payments made in good faith hereunder, inclusive of the payment by Surety of mechanics' liens which may be filed of record against said improvement, whether or not claim for the amount of such lien be presented under and against this bond. Signed and sealed this 20th day of December i 20 02 . Cam' D (Principal) S olskLiQ2nstruction Inc. al i >•: Witness qN (N a and Title `c, .c F United Fire & Casualty Company a (Surety) J Witness Patricia L. Slaugh r Teresa L. Robinson, Attorney -in -Fact& FL'-- Licensed Resident Agent (407) 786-7770� (Name and Title) �d Y �✓Udr'C � SECTION E, PAGE 12b FILE NUM 2003006490 OR BOOK 04665 PAGE 1280 SURETY BOND AMAVIT STATE OF Florida COUNTY OF Seminole Before me, the undersigned authority, personally appeared Teresa L. Robinson who, being duly sworn, deposes and says that Mxsr she is a duly authorized (resident) (nonresident) insurance agent, properly licensed under the laws of the State of Florida to represent United Fire & Casualty Company Of Iowa (company name), a company authorized to make corporate surety bonds under the laws of the State of Florida. Said Teresa L. Robinson further certifies that as Attorney -In -Fact for the said h"r she has signed the attached bond in the sum of Five Hundred Four Thousand, Nine' Dollars ($504 900.0 on behalf of _United Fire & Casualty Company covering Project #2002-02 (Buldinq 5151 Multi -Tenant ' ; ORLANDO SANFORD IlNIERNATIONAL AIRPORT, SANFORD, SEMINOLE COUNTY, SANFORD, FLORIDA. ` Hundred and 00/100 " Building Said Teresa L. Robinson further certifies that the premium on the said bond is $5,433.00 which will be paid in full direct to him as Attoro.ey-In-Fact, and included in his or her regular accounts to the said United Fire & Casualty Company , and that he or she will receive his or her regular commission of---30%--- percent as Attorney -In -Fact for the execution of said bond and that his or her commission will not be divided with anyone except as follows,; percent to N/A (company name), who is duly authorized reside insurance agent and properly licensed under the. laws of the State of Florida. Countersigned: a--M"o- -J�. Pmob,` Florida Resident Agent Teresa L. Robinson ACKNOWLEDGMENT FOR Attorney -In -Fact Agent and Attorney -In -Fact Teresa=P_ Robinson,_, Sworn to and subscribed before me this 20th day of December Deborah Mahl r P��, ,? Commission # CC 849182 Notary Public, State at Large Deborah Mahl •rjcZ; Expires June 24, 2003 nded Thru � ,ii��' Atlantic cBonding Co., Inc. My commission expires: 06/24/2003 SECTION E, PAGE 13 :44 UNITEp IRE..A CASUALTY1 0,44 _65 PAGE 1281 HOME OFFICE CEDAR RAPIDS, IOWA 7wr: 111111 'hereby:::give board ."of (Originalon fi of attorney or special authorized �h signature ` and seal, when.j .141"power of attorney or�qeillflcatlon of eith ' 'a hereby y;- rnponv as the original: ilwp#!ure of such oif'"i and the original seal of the Company.'t?, ,, valid nd_01faqf'*s 14646h mar . wa 11 y I affixed. 'subject tq !hq ll , !Rl!#jlqn and binding..9p9pith Puph a!!qrneys-ln4a6t. s "t forth In their respeoh4:401 A jpowor Ao.,61rid the. Cont a signature and itriintentsand toattach the :seal :, .1 .9" qy by their execution of any 3nfoi Vita President ,46 Board of 0 ii��j or any of the Company may at any I any.: �.*r voke al. Powe 0 any 4itoraw IN WITNESS WHEREOF, the UNITED FIRE & CASUALTY COMPANY has Claus to ..G.,signe.d , by its vice d president an... its corporate seal to be, t. MARY&JAKIN ! . . —I . _rjw IMISSIONNHUNFIll 712ffAl My... commission expresz OCTOBER 26..,... .200 Y COMPANY,::: do:: -'hereby : Certify ov C1 ep ion of the Y- aws WOOL In testimony whereof I have hereunto subscribed my name and affixed the corporate seal of the said Ornpepy this: of DEGeRlbex ... UND32:86b Nov. 5. 2002 5:28PM 4074456233 No•5132 P. 212 Permit No _ V State of Florida County of Seminole NOTICE OF COMMENCEMENT Tax Folio No. The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property (le4al description of the property and street address if available) 2. General description of improvement: 3. Owner information a_ Name and address b. Interest in property 0 �T' c ;`� �p;?�►2�� c. Name and address of fee simple titleholder (if other than Owner) 4. Contractor a. Name and address b. Phone number fax number Zl 5. Surety Ina NIN1Mann 1110111111NIMINIM! a. Name and address / i MARYANNE b. Phone number NAME ja&ra %W)LE COLWTY c. Amount of bond . r.r n. :7n l.s r!e v/� �" n(j�K d45�96 FAG 1854 6. Lender CLERKI S 0 2002975727 -- a. Name and address `>a' ``;•; RECORDED 11/15/2002 11:42:47 AM b. Phone number Fax aumber 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: a. Name and address b. Phone number Fax number In addition to himself or herself, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. a. Phone number Fax number 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of date is specified) ,J " , Swo to (or affirmed and subscribed before me this 2IJ6— day of t Personally Known L-II/ OR Produced Identification Type of Identification produced J'N, • ;'tip• Ann D. Gifford r = MY COMMISSION # DD103515 WIRES - Signature of Notary ' b fate of Florida lDy za, 2006 Commission Expires: IWWIN I BONDED THRUTROY FAIN INSURANCE WC different Signature of Owner TO c N 01 0ERTIFIED Copp XkX 01PO IT MIURT NOV5 2002 REVISIONS PERMIT # 03— (018 DATE ' - c3/.--Q-3 ADDRESS ( A1� )� C 1 Fv&c,&,0 i�t,vi) S 44 CONTRACTOR < c PH # �67 5-2 0 — 65-33 FAX # DESCPRITION OF REVISION: F—biec'AtcgC F H v4c C H�4 S UTILITIES FIRE BLDG XO)