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2433 Marshall Ave 05-4148 SFRSUBDIVISIONmlt!SMQwd%-%lNjbC4 %AS DATE Ci CONTRACTOR— _ PERMIT #0S' METRO DEVELOPMENT GROUP INC Slw'Pe— 129 ROBIN RD PERMIT DESCRIPTION ALTAMONTEADDRESS SPRINGS, FL 32701 CB6 ,9-4711 CBG1251965 — PERMIT VALUATION PHONE NUMBER SQUARE FOOTAGE aa� PROPERTY OWNER ADDRESS John B Muroski 732 Keaton Pkwy. Ocoee, F132761 407-654-1594 PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE r v W n O City of Sanford Certificate of Occupancy This is to certify that the building located at 2433 Marshall Ave for which permit number 05-4148 has heretofore been issued on August 28, 2005 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Building: R Addison Engineering & Planning: G. Hyatt Public Works: M Watson Utilities: R Blake Fire Department: Date 08/31 /06 08/31 /06 08/30/06 08/30/06 Conditions (if blank, no conditions apply) John B Muroski Q)a� yy� . �,., _ 09/12/06 Property Owner Building Official Date ----------- .... BUILLrNG DEPARTMENT - Re: 2433 Marshall Ave __ --- ... _.___._.__ From: RUBEN HYATT To: BUILDING DEPARTMENT Date: 8/31/2006 12:48 pm Subject: Re: 2433 Marshall Ave passed 08-31-06 >>> BUILDING DEPARTMENT 08/30/06 8:07 AM >>> Single Family � C�> Metro Development Larry 407-470-2116 �ja D(� BP05-4148 ,S BUILDING DEPARTMENT - Re: 2433 Marshall Ave 1 From: CATHY LOTEMPIO To: DEPARTMENT, BUILDING Date: 8/30/2006 4:12 pm Subject: Re: 2433 Marshall Ave Approved 8.30.06 Mike Watson Cathy J. LoTempio Customer Service Rep Public Works Department 407-330-5627 fax# 407-330-5601 >>> BUILDING DEPARTMENT 8/30/2006 8:07 am >>> Single Family Metro Development Larry 407-470-2116 BP05-4148 --_—._._ ----- _.___....__.__._ -.. __-------__— ._----- -___.___?__..____.___._.—.. _._ ------------------ _--------- _._.__ BUILW4NG DEPARTMENT - Re: Fwd: 2433 Marshall Ave CLEAR 8/30/06 1 From: RICHARD BLAKE To: BUILDING DEPARTMENT Date: 8/30/2006 4:02 pm Subject: Re: Fwd: 2433 Marshall Ave CLEAR 8/30/06 CLEARED 8/30/06 Richard Blake City of Sanford Utility Engineer 407-330-5609 >>> ED WOODS 1:11 pm Wednesday, August 30, 2006 >>> >>> RICHARD BLAKE 08/30/06 8:45 AM >>> Richard Blake City of Sanford Utility Engineer 407-330-5609 >>> BUILDING DEPARTMENT 8:07 am Wednesday, August 30, 2006 >>> Single Family Metro Development Larry 407-470-2116 BPOS-4148 r U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE Feder'el Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION Al. Building Owner's Name Metro Development Group, Inc. A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 2433 Marshall Avenue' City Sanford State FL ZIP Code32771 OMB No. 1660-0008 Exolres February 28. 2009 For A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 6, Block 5, 3rd Section Dreamwold, Plat Book 4, Page70, Seminole Co.,FL A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. N28°47'16" Long. W81"16'45" Horizontal Datum: ❑ NAD 1927 0 NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Numberl A8. For a building with a crawl spate or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) sq ft a) Square footage of attached gwfte ; 4f1;1.S sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b sq in c) Total net area of flood gpenings in A9.b sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bl. NFIP Community Name 8 Community Number 62. County Name B3. State City Of Sanford 120294 Seminole FL B4. Map/Panel Number B5. Suffix B6. FIRM Index 67. FIRM Panel B8. Flood 89. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) 0045 E April 17, 1995 April 17, 1995 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 89. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) 811. Indicate elevation datum used for BFE in Item 89: ❑ NGVD 1929 ❑ NAVD 1988 0 Other (Describe) N/A 812. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ('Yes EINo Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction* ® Finished Construction •A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, VI-V30, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized Seminole County 05085201Vertical Datum NAVD 128 Conversion/Comments Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ 37.3 ® feet ❑ ma (Puerto Rico only) b) Top of the next higher floor _ _ ❑ feet ❑ m6ters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) _ _ ❑ feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) 36.7 ® feet ❑ mdters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 37.Q ® feet ❑ m0ers (Puerto Rico only) (Describe type of equipment in Comments) 0 Lowest adjacent (finished) grade (LAG) 361 0 feet ❑ milers (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) 361 0 feet ❑ mbters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to cettify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data eveilable. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, SectiM 1001. Check here if comments are provided on back of form. as 1 k A t. Certi ier's Name Paul D. Watkins License Number PSM 6315, Title Professional Surveyor and Mapper Company Name Central Florida Consulting Surveyors, Inc Address 629 Maitland Avenue City Altamonte Springs State FL ZIP Code 32701 Signature Date Telephone (407) 767-0166 FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions If . (including Apt., 2433 Marshall Avenue City Sanford StateFLZIP Code 32771 and/or Bldg. No.) or P A. For SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Item e) in Section C2 is Air Conditioner on Concrete Pad ou *?I^- 7-0-6 ClCheck here M oftedmiyts SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation Is above or below the highest adjacent z , grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: if no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BITE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the nest of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments © Check here K ghments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, , (or E), and G of this Elevation Certificate. Complete the applicable Rem(s) and sign below. Check the measurement used in Items G8. and 09. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed b0i'ticensed surveyor, engineer, or arAftect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Commends area below. G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. Number G5. Date Permit Issued Date Certificate Of G7. This permit has been issued for: ❑ New Construction ❑.Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _❑ feet ❑meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (Pk) Datum Local Official's Name Title Community Name Telephone Signature Date Issued Comments 1 FEMA Form 81-31, February 2006 Replaces all previous SCALE 1 " = 20' LOT 14 SET 5/8" IRC "LB 6771" 6' CHAIN LINK FENCE BOUNDARY SURVEY LOT 15 60,00' (P) N00-07'08"W (M) 59,96' (M) 6' CHAIN LINK FENCE o 7' UTILITY b EASEMENT SEPTIC TANK ri DRAIN FEILD LOT 6 BLOCK 5 a M -10.77' 0 � h 21.70' �� o LEGAL DESCRIPTION " ' ( CDV CONC LOT 6, BLOCK 5, 3RD SECTION DREAMWOLD, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 4, PAGE 70 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. LOT 7 SYMBOLS COL, WOOD POWER POLE OQ CLEAN OUT @o IRON ROD & CAP SPOT ELEVATION ABRREVIATIONS CONC CONCRETE CB WOODRFRABLOCK WFF WM WATER METER COV COVERED IRC IRON ROD AND CAP IP IRON PIPE FND FOUND OHW OVER HEAD WIRE (P) PLAT M MEASURED N&D NAIL AND DISK ID IDENTIFICATION LOT 16 FND 1 /2" IRC "PLS 5238" 9� pD 8.50 ti LOT 5 g ##2433 1 STORY CB Cov & WF RESIDENCE NTR FINISHED FLOOR= 37.27' Lu I I>O tf N COCO r0' 00 NJ3`21.30'I WM 1 CERTIFIED TO: SET 5/8" IRC "LB 6771" METRO DEVELOPMENT GROUP, INC. 216112&? CONC DRIVE 60.00' (P) N24'20"W (M 59.99, (M) r— SW CORNER BLOCK 5 'tea 312.44' (M) A SET 5/8" IRC "LB 6771" ASPHALT PAVEMENT `-MAILBOX ON CONC PAD MARSHALL AVENUE 1. DATE OF FIELD SURVEY: 8/23/06 REVISED: 9/7/06 ADDED NOTE 7. 2. BEARINGS SHOWN HEREON ARE REFERENCED TO THE WEST LINE OF LOT 1, SAID BEARING BEING NOO-27.56"W (ASSUMED DATUM). 3. ELEVATIONS SHOWN HEREON ARE REFERENCED TO SEMONOLE COUNTY BENCH MARK #5085201. BEING A NAIL & DISK HAVING AN ELEVATION OF 34.626' NAVD 1988. 4. UNDERGROUND IMPROVEMENTS AND/OR UTILITIES, IF ANY, WERE NOT LOCATED DURING THE CONDUCT OF THIS SURVEY. 5. THIS SURVEY ONLY REFLECTS MATTERS OF RECORD AS PROVIDED BY THE CLIENT. THE SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR EASEMENTS, RIGHTS OF WAY, ENCUMBRANCES OR RESTRICTIONS THAT MAY BE FOUND IN THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 6. SUBJECT LAND SHOWN HEREON LIES IN FLOOD ZONE "X- (AREAS OUTSIDE THE 500-YEAR FLOODPLAIN) ACCORDING TO THE FEDERAL EMERGENCY MANAGEMENT AGENCY, FLOOD INSURANCE RATE MAP, COMMUNITY No.120294, PANEL 0045, SUFFIX E, HAVING AN EFFECTIVE DATE: APRIL 17,1995. 7. THE FINISHED FLOOR ELEVATION OF THE STRUCTURE LOCATED ON THE SUBJECT PROPERTY SHOWN HEREON MEETS OR EXCEEDS THE REQUIREMENTS SET FORTH IN CHAPTER 18, SECTION 18-4 (o) OF THE SANFORD CITY CODE. GF069 CENTRAL FLORIDA CONSULTING SURVEYORS 629 Maitland Avenue - Altamonte Springs, FL 32701 Tel: (407) 767-0166 Fax: (407) 767-8558 email: cfcs6771@cfl.rr.com Certificate of Authorization #LB6771 I HEREBY CERTIFY THAT THIS BOUNDARY SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE P IRS TO SECTION 472.027, FLORIDA STATUTES. AUL D. WA T RINS PSM / 6315 NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER MTV MIKE TANNOUS ENGINEERING I N C O R P O R A T E D 261 Live Oaks Boulevard • Casselberry • Florida - 32707 Tel: 407-332-8688 • Fax: 407-332-9598 • Email: MTEincorporated@aol.com FIELD REPORT Project Name:4 2 �W AAffAf -,C- Project Number: Client: �,?� J�'� Date: MTE, Inc. Representative: 6k-,� Loy (0 r11 Q CITY OF SANFORD PERMIT APPLICATION Permit # :� lJ� _ 414 T U Date: _ (a Job Address: _L—LU3 3 - j Description of Work: �"� Total Square Footage Historic District: Zoning: Value of Work: $ cc • 00 Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — 7Non- MPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Residential Replacement New _ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # ofW�ter Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) Owners Name & Address: Phone: Contractor Name & Address: Phone & Fax: —�U Bonding Company: Address: Mortgage Lender: Address: Architect/Enginoer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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 WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 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 ap able to this that may be found in the public records of this county, and there may be additional permits required from other govemmental s has ater in agement istricts, state agencies, or federal agencies. J Acceptance of permit is verification that 1 will notify the owner of the prope of the req reme s of I ida Lien La , FS 713. Signature of Owner/Agent Date igryature of ContractgAacnL. Date Ilif Print Owner/Agent's Name Qrinh Contractor/A a 's Name Signature of Notary -State of Florida Date �" Signature of Notary -State of Florida Date Owner/Agent is — Personally Known to Me or _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 UTIL: FD: o�PaY p�a�, Dawn A. Canada Contractor/Agent is — Pers * Ily * Commission # DD356104 Produced ID 1 `�lvi'As October 11, 2008 Bin • Inwrame, Inc. 100'"V019 ENG: BLDG: s TRI-TECH AIR CONDITIONING, Power of Attorney INC. Wfe# AlR cmNc, X. 1041 SE IMOU BLVD. CASSEIBERRY, FL. 32707 Hereby name and appoint, V V �lh C' C11 _ _-_ _ _ _ _ -.of Tri-Tech Air Conditioning, Inc. to be my lawful attorney. In fact to act for me and apply to the _ _ �� _ lVli-_ _ _ _ _ _ _ for an H.V.A.C. permit for work to be performed at ------------4 ---------------------------- ------------------- -------- And to sign my name and do a)rthe thin' cess� to this appointment. Charles T. Trier - x----- ------------------------------- Acknowledged: Sworn to and subscribed before me this _ _ _ _ _ _ _ _ d of u - y ---=`--------fX�� Notary Public - State of Florida -,5 YMl v)oie- CU a„t r�_ C ,�, _ _ _ -- _ _ _ _ _- -.. My Commission Expires---------------------------J--------------------------------- PRY PLe(i Dawn A. Canada Commission # OD356104 a` Expires October 11, 2008 OF 8,nded Troy r.1n • vmuWca, Inc NO-M67019 CITY OF SANFORD PERMIT APPLICATION Permit # Job Address: Description of Work: Historic District: Zoning: Date: 03 " 3�A -' 0t' Total Square Footage Value of Work: S ` � Permit Type: Building Electrical Mechanical Plumbing ," Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer lines # of Gas Lines Plumbing/New Residential: # of Water Closets I Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) Owners Name &Address: Contractor Name & Address: Phone & Fax: Bonding Company: Address: Mortgage Address: Architect Address: Contact Person: State License Number: cf''t-0i9l � 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 WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 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 af --alftmanagement districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requiremen of IonVT Li a:,'7 \ Signature of Owner/Agent Date Signatur of Cont�IAnl Date P Print Owner/Agent's Name P =Contnt's Name 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 _ Personally Known to Me or Produced ID Produced ID APPROVALS: ZONING: UTIL: FD: ENG: BLDG: Special Conditions: Rev 03/2006 L� *I Permit # : O 5- 443 JL Job Address: pa » 111CAl 21A Description of Work: Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION Date: 3 a 01 A _A Total �Square Footage iY7� Value of Work: $ 7GGU Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS _15 _ Addition/Alteration _ Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential )O� Commercial Industrial Construction Type: P4# of Stories: I # of Dwelling Units: �_ Flood Zone: (FEMA form required ) Owners Name & Address: _ Contractor Name & Address: Phone & Fax: 40 - S - 111 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: r+mf,ibo Stalt license Numb r: 4 Person: k✓� Phone: Fax: e: yd46 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 WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 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. Acceptance of permit is verification that 1 will notify the owner of the property of the requireme of Florida Lien La F 13. /P-7 V " Signature of Owner/Agent Date Signature of Contractor/Agent —t Uate - Print Owner/Agent's Name P Contractor ent's Name Signature of Notary -State of Florida Date S nature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL Special Conditions: Rev 03/2006 FD: Contractor/Agent is _ Produced ID _ ENG: Personally Known to Me or BLDG: v REVISION PERMIT # 615 - �j / IV,< DATE 1.3 ,zl�1 G PROJECT ADDRESS a33 CONTRACTOR I9�'e�ro ✓�� Aro� Z �.�c. PHONE # YU 7- —4�71?- X17// FAX # DESCRIPTION OF REVISION /��tr�'Sec� / us5/IAi/IcCri i'lA UTILITY DEPT FIRE PREVENTION PLANNING 1 n �- BUILDING L-�V �' TRUSSWAY, LTD 7RUSSIN�Y Build Right From The Start! vwww.trussway.com MANUFACTURING, SALES AND 1FE7 DESIGN LOCATIONS LOCATIONOFFICE AcwORTH, GA NUMBER FAX NUMBER 770 975-5777 (770)975-3322 602 273-7323 480 961-0729 CHANDLER AZ CLINTON, NC (910) 299-0690 910) 299-0692 (864)_463-2914 .._� (864) 463-2917 COWPENS, SC FREDERICKSBURG, VA HOUSTON, TX _ (540) 898-3477 _ (713 691-6900 540 898-3885 __� _7.13) 691-2064 _ HURST TX (817) 589-1467 (817) 595-1097 _ JACKSON, MI (517) 764-1405 435 603-3756 --- ---- ---- LIB_ER_TY, NC _ _ (336) 622-2244 (336_ 622-3111 _ MICHIGAN CITY, IN (219) 872-3608 (800) 859-1166 ORLANDO, FL (407) 857-2777 (407) 851-7899 _ SPARTA, M1 (616) 887-8264 (800) 748.0202 SALES AND DESIGN LOCATIONS LocAnON OFFICE NUMBER FAX NUMBER AuSTIN, TX (512) 244-0573 (512) 24_4-7363 PEEWEE VALLEY, KY CHARLOTTE NC _ (502) 243-3_933 (704) 522-1492 J502) 243-3745 ,. 704 522-1448 HIGH POINT, NC (336) 883-6966 336 883-6939 INGELSIDE, IL (815) 344-4740 8151 344-4740 PATCHOGUE, NY (631) 363-0151 (631) 363-0054 885o Trussway Blvd. Orlando, FL 32824 Phone: (4o7) 857-2777 Fax: (4o7) 851-7899 Operations Mgr. Jim Thomas Design Mgr. Rene Pena Sales Rep. FRANK RODRIGUEZ TRUSSWAY JOB NUMBER: 543107 TRANSMITTED TO: METRO I. EVELOPMENr JOBSITE CONTACT: MR. G.ARYHUGGINS 1 103/14/20061 CONST. ISSUE I Roof 114 FI Raised seal 2 .. 3 at .. .. .. 5 13 I 9:4 _ ............ f6 I 11 1 1 1.I I l 17 VERSION 1.01 - 06/24/03 Project: Metro Development City of Sanford, Florida, Trussway, Ltd. Southeastern Division 8850 Trussway Blvd. Orlando, FL 32824 Ph. (407) 857-2777 Fax (407)857-7855 Sanford Housing Seminole County Truss Design Loads (Individual Drawings may show Special Loading Conditions) Gravity - Roof 40 psf Total Load Wind: 120 mph as per ASCE 7-98 & FBC2001, Truss design software: Mitek202O Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 Name, Address and License # of Structural Engineer of Record for the Building: Name: Kenneth H. Ehlers License # 18243 Address: 6034 Falconbridge Place, Mount Dora, FL 32757 This package includes truss design drawings with individual date of design. These trusses are listed below and on the attached spreadsheet. These truss designs have been prepared by Trussway Ltd., under my direct supervision based on the parameters provided and shown on the truss drawings. The seal on this letter indicates acceptance of professional engineering responsibility solely for the truss drawings attached. The suitability and use of these components for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec.2. This is in accordance with Rule 61 G5-31.003, Section 5 of the Florida Board of Professional Engineers. RO1-RGZ., HR01-3, JO1-J210A, V01-V2-4 March 10, 2006 Delegated Truss Design Engineer Date Registered Professional Engineer, State of Florida Iqbal H.A. Gagan, PE / FL License Number # 25389 8850 Trussway Boulevard Orlando, Florida 32824 407-857-2777 TRUSSWAY, LTD. - ROOF SPREAD SHEET PROJECT: SANFORD HOUSING Job #: 53107 Builder: METRO DEVELOPMENT rev: City: SANFORD Notes: State: FL Plant: Orl Dwn By: Bc Chk By: Salesmen: ds Item Count: 40 Pitch Span Description BLDG 1 2 3 4 5 6 7 Total LVL 1 1 1 1 1 1 1 TYPE FCTR REV I I I I I I I 4.00 38-00-00 ROOF TRUSS R01 59.81 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R01A(-2F 56.08 2 2 2 2 2 2 2 14 4.00 38-00-00 ROOF TRUSS R02 49.41 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R02A 48.63 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R03 48.63 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R03A 47.84 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R04 50.19 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R04A 49.41 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R05 50.19 1 1 1 1 1 1 . 1 7 4.00 38-00-00 ROOF TRUSS R05A 51.76 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R06 52.55 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R06A 52.55 1 1 1 1 1 1 1 7 4.00 38-00-00 ROOF TRUSS R07 48.24 5 5 5 5 5 5 5 35 4.00 21-04-00 ROOF TRUSS R20 32.16 1 1 1 1 1 1 1 7 4.00 21-04-00 ROOF TRUSS R21 25.88 1 1 1 1 1 1 1 7 4.00 21-04-00 ROOF TRUSS R22 24.31 2 2 2 2 2 2 2 14 4.00 21-04-00 ROOF TRUSS R23 23.53 3 3 3 3 3 3 3 21 4.00 24-04-00 ROOF TRUSS R30 1 30.98 1 1 1 1 1 1 1 7 4.00 24-04-00 ROOF TRUSS R31 34.51 1 1 1 1 1 1 1 7 4.00 24-04-00 ROOF TRUSS R32 30.59 1 1 1 1 1 1 1 7 4.00 24-04-00 ROOF TRUSS R33 32.55 1 1 1 1 1 1 1 7 4.00 07-00-00 ROOF TRUSS R40 8.24 1 1 1 1 1 1 1 1 7 4.00 07-00-00 ROOF TRUSS R41 7.45 1 1 1 1 1 1 1 1 7 4.00 07-00-00 ROOF TRUSS RG1 10.39 1 1 1 1 1 1 1 7 4.00 06-04-00 ROOF TRUSS RG2 10.39 1 1 1 1 1 1 1 7 2.83 09-09-05 ROOF TRUSS HR01 11.76 5 5 5 5 5 5 5 35 2.83 04-01-07 ROOF TRUSS HR02 5.10 2 2 2 2 2 2 2 14 2.83 03-11-05 ROOF TRUSS HR03 3.92 1 1 1 1 1 1 1 7 4.00 01-00-00 ROOF TRUSS J01 2.35 16 16 16 16 16 16 16 112 4.00 03-00-00 ROOF TRUSS J03 3.92 12 12 12 12 12 12 12 84 4.00 05-00-00 ROOF TRUSS J05 5.10 10 10 10 10 10 10 10 70 4.00 07-00-00 ROOF TRUSS J07 7.45 22 22 22 22 22 22 22 154 4.00 02-10-08 ROOF TRUSS J210 3.92 1 1 1 1 1 1 1 7 4.00 02-10-08 ROOF TRUSS J210A 3.14 1 1 1 1 1 1 1 7 4.00 03-10-08 ROOF TRUSS Vol 3.14 2 2 2 2 2 2 2 14 4.00 07-10-08 ROOF TRUSS V02 6.28 _ 1 1 1 1 1 1 1 7 4.00 03-11-04 ROOF TRUSS V2 3.92 1 1 1 1 1 1 1 7 4.00 05-11-04 MONO TRUSS V3 5.49 1 1 1 1 1 1 1 7 4.00 03-11-04 MONO TRUSS V4 3.92 1 1 1 1 1 1 1 7 RH3 7 7 7 7 7 7 7 49 Print Date: 11/04/2005 08:46:58 AM Page 1 of 1 Job iTruss ;Truss Type 53107 HR01 ROOF TRUSS 1 8 8 5-11-14 1-8-8 5-11-14 1: Job Reference (optional) e Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 1 3-9-7 Scale = 1:19.5 2x3 ! D 46 = 3x4 = 5-11-14 9-9-5 5-11-14 3-9-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.35 B-E >315 240 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.56 B-E >201 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 E n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. REACTIONS (lb/size) E = 603/Mechanical B = 440/0-11-0 Max Horz B = 264(load case 3) Max Uplift E _ -309(load case 3) B = -281(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-F = 0/18 B-F = 0/18 B-C =-792/247 C-D =-110/33 D-E _-200/120 BOT CHORD B-E _-470/758 WEBS C-E _-804/427 NOTES (7-9) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint E and 281 lb uplift at joint B. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 9) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-F=-60 Trapezoidal Loads (plf) Vert: F=O(F=30, B=30)-to-D=-147(F=-43, 13=43), B=-2(F=9, B=9)-to-E=-49(F=-14, B=-14) PLATES GRIP MT20 244/190 Weight: 41 lb IQBAL H.A. GAGAN P.E. # 26389 8850 Trussway Boulevard Orlando, FL. 32824 Ana 14 VTO Job Truss 1 Truss Type �— Qty i Ply 53107 / METRO DEV/ Sanford Housing / Bc j 53107 HR02 ROOF TRUSS I 1 1 1 Job Reference (optional) i Trussway, Orlando, FI I 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:32 2005 Page 1 -1-8-8 4-1-7 ' 1-8-8 4-1-7 I Scale = 1:9.8: C 2.83 F12 B E T1 �X, 3x3 = I F -- 4-1-0 _ 4�1; 7 4-1-0 0-0-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(ILL) 0.02 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TQ -0.02 B-D >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a Ma BCDL 10.0 Code FBC20011ANS195 (Matrix) Weight: 15 lb LUMBER 4) Provide mechanical connection (by others) of truss TOP CHORD 2 X 4 SYP No.2 to bearing plate capable of withstanding 12 lb uplift at BOT CHORD 2 X 4 SYP No.2 joint C, 185 lb uplift at joint B and 42 lb uplift at joint D. 5) Beveled plate or shim required to provide full BRACING bearing surface with truss chord at joint(s) C. TOP CHORD 6) "Fix heels only" Member end fixity model was used Sheathed or 4-1-7 oc purlins. in the analysis and design of this truss. BOT CHORD 7) In the LOAD CASE(S) section, loads applied to the Rigid ceiling directly applied or 10-0-0 oc bracing. face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to yellow bracing and/or T-1 sheet for REACTIONS (lb/size) more information. C = 48/0-3-8 9) NOTE: The seal on this drawing indicates B = 196/0-11-5 acceptance of professional engineering j D = 27/Mechanical responsibility solely for the truss component design Max Horz shown. B = 40(load case 3) 10) NOTE: Trusses are designed for an Enclosed Max Uplift building condition as per building designer, C =-12(load case 4) assuming doors and windows are protected from B =-185(load case 3) windborne debris impact as per Fla. Bldg. Code D =-42(load case 3) 1606.1.4 Max Grav C = 48(load case 1) LOAD CASE(S) B = 196(load case 1) Standard D = 64(load case 2) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 FORCES (lb) Uniform Loads (plf) Maximum Compression/Maximum Tension Vert: A-E=-60 TOP CHORD Trapezoidal Loads (plf) A-E = 0/18 B-E = 0/18 Vert: E=-O(F=30, B=30)-to-C=-62(F=-1, B=-1), B-C = -2017 B=-2(F=9, B=9)-to-D=-21(F=-O, B=-0) I BOT CHORD B-D = 0/0 NOTES (8-10) 1) Wind: ASCE 7-98; 120mph 13-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; j enclosed; MWFRS interior zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. IQBAL H.A. GAGANL.E.025389 2) This truss has been designed for a 10.0 psf bottom 8850 Trussway chord live load nonconcurrent with any other live loads. Orlando, FL. 32824 3) Refer to girder(s) for truss to truss connections. I I'n Job Truss Truss Type ; Qty Ply 53107 1 HR03 I ROOF TRUSS 1 1 ousing / Bc , Orlando, FI 6.100 a Sep 17 2004 MiTek 1 8-8 3-11-5 B E LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2001/ANS195 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP N0.3 BRACING TOP CHORD Sheathed or 3-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 39/Mechanical B = 192/0-11-5 D = 24/0-3-8 Max Horz B = 381oad case 3) Max Uplift C = -10(load case 4) B = -130(load case 3) Max Grav C = 39(loadcase 1) B = 192(load case 1) D = 581load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-E = 0/18 B-E = 0/18 B-C = -19/5 BOT CHORD B-D = 010 NOTES (7-9) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint C and 130 lb uplift at joint B. 2.831112 3x3 = 1-5 CSI I DEFL in (loc) I/deft TC 0.46 Vert(LL) -0.01 B-D >999 BC 0.17 Vert(TL) -0.01 B-D >999 WB 0.00 Horz(TL) -0.00 C n/a (Matrix) 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 9) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windbome debris impact as per Fla. Bldg. Code 1606.1A LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase= 1 .25 Uniform Loads (plf) Vert: A-E=-60 Trapezoidal Loads (plf) Vert: E=-O(F=30, B=30)-to-C=-59(F=O, 13=0), B=-2(F=9, B=9)-to-D=-20(F=O, B=0) Ud 240 180 n/a PLATES GRIP MT20 244/190 Weight: 15 lb P.E. # Scale = 1 C r- 1 MAR 14 Zoitb goo i russ 1 russ type cty Ply 153107 / METRO DEV/ Sanford Housing / Bc 53107 J01 ROOF TRUSS 1 ! 1 ' i Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:32 2005 Paae 1 d i A LOADING (psf) I SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 j Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = -20/Mechanical B = 161/0-4-0 D = 10/Mechanical Max Horz B = 36(load case 4) Max Uplift C =-20(load case 1) B =-128(load case 4) D =-9(load case 4) Max Grav C = 29(load case 4) B = 161(load case 1) D = 19(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/21 B-C = -27/19 BOT CHORD B-D = 0/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category ll; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. CSI I DEFL in (loc) Vdefl Ud TC 0.23 Vert(LL) -0.00 B >999 240 BC 0.02 Vert(TL) -0.00 B >999 180 WB 0.00 Horz(TL) 0.00 C n/a n/a (Matrix) 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint C, 128 lb uplift at joint B and 9 lb uplift at joint D. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 8) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard Scale = 1 PLATES GRIP MT20 244/190 Weight: 5 lb IQBAL N.A. GAGAN, P.E. 9 25389 8850 Trussvvay Boulevard Orlando, FL MAR 1 rI ZUUb J00 i I russ i russ i ype oty Ply i 53107 / METRO DEV/ Sanford Housing / Bc 53107 J03 ROOF TRUSS 1 1 Job Reference (ootional) e Sep 17 2004 MiTek Industries, Inc. 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.01 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 j BC 0.19 Vert(TL) 0.01 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TQ -0.00 C n/a n/a I, BCDL 10.0 Code FBC2001/ANS195 I (Matrix) I Weight: 11 lb LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOPCHORD Sheathed or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (lb/size) C = 63/Mechanical B = 214/0-4-0 D = 28/Mechanical Max Horz B = 61(load case 4) Max Uplift C = -27(load case 4) B = -147(load case 4) D = -28(load case 4) Max Grav C = 63(load case 1) B = 214(load case 1) D = 55(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -35/16 BOT CHORD B-D = 0/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint C, 147 lb uplift at joint B and 28 lb uplift at joint D. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 8) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard IQBAL H.A. GAG P.E. # 5389 8850 Trusswa_yy boulevard Orlando, FL. 32824 MAR 1 It ?006 153107 ROOF TRUSS 1 ! 1 %BCBC -1-2-8 3x3 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1,25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 131/Mechanical B = 285/0-4-0 D = 48/Mechanical Max Horz B = 86(load case 4) Max Uplift C =-68(load case 4) B =-183(load case 4) D =-47(load case 4) Max Grav C = 131(load case 1) B = 285(load case 1) D = 95(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -51/34 BOT CHORD B-D = 0/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. e Sap 17 2004 MiTek Industries, Inc. CSI DEFL in (loc) 1/defl TC 0.26 Vert(LL) 0.10 B-D >564 BC 0.31 Vert(TL) 0.09 B-D >652 WB 0.00 j Horz(TL) -0.00 C n/a (Matrix) 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint C, 183 lb uplift at joint B and 47 lb uplift at joint D. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 8) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 17 lb GAGAN, P.E. # f 0.7 MAR Z005 JGD ! I runs 1 Truss Type Oty ;Ply 53107 / METRO DEV/ Sanford Housing / Bc j 53107 '; J07 iROOFTRUSS 1 1 _ Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:33 2005 Page 1 ii 3x3 = 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 I Plates Increase 1.25 j TC 0.48 Vert(LL) 0.29 E-F >273 240 TCDL 10.0 Lumber Increase 1.25 i BC 0.44 Vert(TL) 0.24 E-F >327 180 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.01 D n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (lb/size) D = 154/Mechanical B = 367/0-8-0 E = 99/Mechanical Max Horz B = 112(load case 4) Max Uplift D = -92(load case 4) B = -230(load case 4) E _ -73(load case 4) Max Grav D = 154(load case 1) B = 367(load case 1) E = 112(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -61/0 C-D = -59/42 BOT CHORD B-F = 0/0 E-F = 0/0 WEBS C-F = -71143 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces , and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint D, 230 lb uplift at joint B and 73 lb uplift at joint E. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 8) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 25 lb GAGsAN, P.E. # 25389 M nR 1 Al "1006 Job Truss Truss Type Qty Ply 53107 / METRO DEV/ Sanford Housing ! Bc �53107 IJ210 ROOF TRUSS 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:34 2005 Page 1 -1-2-8 i 2-10-8 C 1-2-8 2-10-8 Scar 1: .0 4.00 12 r �f B T1 B 1 i D 2-10-8 2-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.33 Vert(LL) -0.00 B-D >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.00 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 11 lb LUMBER 4) Provide mechanical connection (by others) of truss TOP CHORD 2 X 4 SYP No.3 to bearing plate capable of withstanding 23 lb uplift at BOT CHORD 2 X 4 SYP No.3 joint C and 118 lb uplift at joint B. 5) "Fix heels only" Member end fixity model was used BRACING in the analysis and design of this truss. TOP CHORD 6) NOTE: Refer to yellow bracing and/or T-1 sheet for Sheathed or 2-10-8 oc purlins. more information. BOT CHORD 7) NOTE: The seal on this drawing indicates Rigid ceiling directly applied or 10-0-0 oc bracing. acceptance of professional engineering responsibility solely for the truss component design REACTIONS (lb/size) shown. C = 46/Mechanical 8) NOTE: Trusses are designed for an Enclosed B = 220/0-8-0 building condition as per building designer, D = 25/Mechanical assuming doors and windows are protected from Max Horz windborne debris impact as per Fla. Bldg. Code B = 59(load case 4) 1606.1.4 Max Uplift C =-23(load case 5) LOAD CASE(S) B =-118(load case 4) Standard Max Grav C = 46(load case 1) B = 220(load case 1) D = 50(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C = -37/11 BOTCHORD B-D = 0/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom / chord live load no nconcurrent with any other live loads. C� i 3) Refer to girder(s) for truss to truss connections. _'. -- -- IQBAL H.A. GA P.E. # 25389 ------------------ ----- _RR-Ra-TriiFStN'Iv Anti& nrri- - Orlando, FL. 32824 M^Ri�-ZCM Job Truss Truss Type city Ply 153107 / METRO DEV/ Sanford Housing / Bc j 53107 J210A ( ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, R 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed'Oct 26 17:00:34 2005 Page 1 I t td ti 11, 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 2-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 99/0-8-0 B = 74/Mechanical C = 25/Mechanical Max Horz A = 37(load case 4) Max Uplift A = 15(load case 4) B = -42(load case 4) Max Grav A = 99(load case 1) B = 74(load case 1) C = 50(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -28/22 BOT CHORD A-C = 0/0 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. Scale = 1:7.0 2-10-8 2-10-8 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.15 Vert(LL) -0.00 A-C >999 240 MT20 244/190 BC 0.10 Vert(TL) -0.00 A-C >999 180 WB 0.00 Horz(TL) -0.00 B n/a n/a (Matrix) Weight: 9 lb 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint A and 42 lb uplift at joint S. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 8) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard N.A. GAGAN, P.E. # MAR 1 " 106 153107 1 R01 !ROOF TRUSS 531 1 1 1 sing / Bc s Sep 17 2004 MiTek Industries, Inc. ,r-2-8 5-5-12 17-MI 11-8-15 16-7-9 1 21-4-726-3-2 31-0-0 132-6-4 38-0-0 �9-21 1-2-8 5-5-12 1-6-4 4-8-15 4-10-10 4-8-14 4-10-10 4-8-15 1-6-4 5-5-12 1-2-8 Scale = 1:67.7 2x4 11 4.00112 6x7 = 3x7 = 3x10 M1120H = 2x4 D F F G 3x9 = 3x6 = 3x5 = 6x7 = H 1 .I K 2x4 i 4x6 = V U T S R Q P 0 47 = 4x5 = 4x5 = 5x6 = 6x12 = 6x8 = 5x6 = 4x5 = 05 = 7-0-0 + 11 8-15 , 4 16-7-9 16�-0 21-4-7 26-3-2 31-M 38-0-0 7-0-0 4-8-15 4-10-10 0-0-7 4-8-7 4-10-10 4-8-15 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) 0.17 O-P >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0,26 O-P >967 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.07 M n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 210 Ib LUMBER TOP CHORD 2 X 4 SYP No.1 'Except* T1 2 X 4 SYP No.2, T1 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-1-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing WEBS 1 Row at midpt E-S, H-S, J-R REACTIONS (lb/size) S = 414610-4-0 M = 1438/0-8-0 B = 906/0-3-0 Max Horz B = -52(load case 6) Max Uplift S = -1730(load case 3) M = -681(load case 4) B = -453(load case 3) Max Grav S = 4146(load case 1) M = 1447(load case 8) B = 918(load case 7) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C =-20131804 C-D =-1816/753 D-E _-448/190 E-F =-1130/2819 F-G =-1130/2819 G-H =-1130/2819 H-1 =-9301429 I-J =-930/429 J-K =-3004/1276 K-L =-3341/1396 L-M =-3506/1433 M-N = 0126 BOT CHORD B-V =-735/1862 BOT CHORD U-V =-616/1636 T-U =-116/448 S-T =-116/448 Q-R =-1161/300 P-Q =-116113004 O-P = 41191/309 M-0 =-1285/3262 R-S = a322/930 WEBS C-V =-261/148 D-V =-358/888 D-U =-1346/555 E-U =-269/821 E-S =-3539/1457 G-S =-670/335 H-S =-4092/1712 H-R =-442/1189 J-R =-2311/936 J-P =-61/371 K-P =-120/83 K-0 =-328/823 L-0 =-181/116 NOTES (11-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1730 lb uplift at joint S, 681 lb uplift at joint M and 453 lb uplift at joint B. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. IM 6 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5131b down and 1441b up at 31-0-0, and 5131b down and 1441b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 13) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-60, D-K=-131(F=-71), K-N=-60, B-V=-20 , R-V=-44(F=-24), O-R=-44(F=-24), M-O=-20 Concentrated Loads (lb) Vert: V=-513(F) 0=-513(F) ve_� IQBAL H.A. GAGAN P.E. # 25389 MAR 1 rt 7005 JOD I truss ilruns 1 ype j uly imy i Sanford ousing c 53107 R01A ROOF TRUSS 1 2 Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:48 2005 F 1-2-8 7-0-0 11-8-14 16-7-9 21-4-7 26-3-2 31-M 38-0-0 1-2-8 7-0-0 4-8-14 4-10-10 4-8-14 4-10-10 4-8-14 7-0-0 1-2-8 Scale = 1:67.; 4.00 F12 6x7 = C N O 2x4 11 3x5 = 3x5 = 3x6 = 2x4 II 3x6 = D E F G H 6x7 zz 5x7 = S R Q P O N M L 46 = 5x12 M1120H = 49 = 4x6 = 46 = 6x6 = 5x12 M1120H = 2x4 11 7-0-0 11-8-14 16-7-9 21-4-7 26-3-2 31-0-0 38-0-0 7-0-0 4-8-14 4-10-10 4-8-14 4-10-10 4-8-14 7-0-0 LOADING (psf) —�—_SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 ' TC 1.00 Vert(LL) 0.65 O-P >691 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.99 I Vert(TL) -1.29 O-P >348 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.16 J n/a n/a BCDL 10.0 Code FBC2001/ANSI95 I (Matrix) ( Weight: 409 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-8-12 oc bracing: P-R 8-11-11 oc bracing: O-P. REACTIONS (lb/size) B = 3472/0-8-0 J = 2616/0-8-0 Max Horz B = 52(load case 5) Max Uplift B = -939(load case 3) J = -700(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/26 B-C C-D =-13049/3383 D-E _ E-F =-13160/3359 F-G = G-H =-13160/3359 H-1 = I-J =-6985/1695 J-K = BOT CHORD B-S =-223718995 R-S = Q-R =-3309/13049 P-Q = O-P =-3882/15298 N-0 = M-N =-2493/10250 L-M = J-L =-1517/6536 WEBS C-S =-66/687 C-R = D-R =-1747/627 D-P = E-P =-1481626 E-O = G-0 =-259/121 -9584/2413 -15298/3957 -13160/3359 -10250/2600 0/26 -2232/8951 -3309/13049 -2493/10250 -1520/6526 -1218/4620 -656/2530 -2424/675 WEBS H-O =-862/3262 H-M =-1699/518 1-M =-1095/4204 I-L = 0/256 NOTES (13-15) 1) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15641b down and 4391b up at 16-8-0, and 5131b down and 1441b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15641b down and 4391b up at 16-8-0, and 5131b down and 1441b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) All plates are MT20 plates unless otherwise 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 939 lb uplift at joint B and 700 lb uplift at joint J. 10) Girder carries hip end with 7-0-0 end setback. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 12) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15641b down and 4391b up at 16-8-0, and 5131b down and 1441b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 13) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 15) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-60, C-E=-125(F=-65), E-I=-60, I-K=-60, B-S=-20, P-S=-42(F=-22), J-P=-20 Concentrated Loads (lb) Vert: S=-513(F) P=-1564(F) GAGAN, P.E. # 2 M N P 1 4 7115 IJob Truss !Truss Type IOty !Ply 153107 / METRO DEV/ Sanford Housing / BC i53107 R02 !ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:49 2005 Page 1 11_2-8 5-3-2 9-0-0 15-4-3 22-7-13 29-0-0 � 32__8-14 38-0-0 �9-2-8 1-2-8 5-3-2 3-8-14 6-4-3 � 7-3-10 6-4-3 i 3-8-14 5-3-2 1-2-8 Scale = 1:68.01 I 3x5 = 4.00 F12 6x6 = 3x6 = 4x9 = 6x6 = D E F G H 2x4 2x4 / / W4 W �' W4 I W. 6 �� /� B W ra J A E K I� M d 45 = Q P O N M L 45 = 49 = 3x6 = 5x5 = 2x4 // 3x6 = 49 9-0-0 16-7-9 16 A-0 21-4-0 29-0-0 I 38-M + 9-0-0 7-7-9 0-0-7 4-8-0 7-8-0 9-M Plate Offsets (X,Y): [D:0-2-7,Edge), [H:0-2-7,Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.29 B-Q >691 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.65 Vert(TQ -0.23 B-Q >864 180 1 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.03 J n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 178 lb LUMBER 7) NOTE: Refer to yellow bracing and/or T-1 sheet for ' TOP CHORD 2 X 4 SYP No.2 BOT CHORD more information. BOT CHORD 2 X 4 SYP No.2 B-Q =-774/806 P-Q =-683/345 8) NOTE: The seal on this drawing indicates WEBS 2 X 4 SYP No.3 O-P =-683/345 N-O = 0/573 acceptance of professional engineering M-N = 0/527 L-M = 0/527 responsibility solely for the truss component design BRACING J-L =-255/1375 shown. TOP CHORD WEBS 9) NOTE: Trusses are designed for an Enclosed Sheathed or 4-11-0 oc purlins. C-Q =-444/302 D-Q =-116/42 building condition as per building designer, BOT CHORD E-Q =-927/1129 E-O =-1020/737 assuming doors and windows are protected from Rigid ceiling directly applied or 6-0-0 oc bracing. H-L = 0/195 I-L =-376/207 windborne debris impact as per Fla. Bldg. Code WEBS G-N = 0/245 G-L =-182/599 1606.1.4 1 Row at midpt G-0 G-O =-1762/561 LOAD CASE(S) REACTIONS Ib/size ( ) NOTES (7-9) Standard B = 536/0-3-0 1) Unbalanced roof live loads have been considered 0 = 1868/0-3-8 for this design. J = 771/0-8-0 2) Wind: ASCE 7-98; 120mph (3-second gust); ! Max Horz h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B = 59(load case 6) B; enclosed; MWFRS interior zone and C-C Interior(1) Max Uplift zone; cantilever left and right exposed ; porch left B =-393(load case 4) exposed; Lumber DOL=1.33 plate grip DOL=1.33. O =-697(load case 4) This truss is designed for C-C for members and forces J =-218(load case 5) , and for MWFRS for reactions specified. Max Grav 3) Provide adequate drainage to prevent water B = 560(load case 8) ponding. 0 = 1868(load case 1) 4) This truss has been designed for a 10.0 psf bottom J = 790(load case 9) chord live load nonconcurrent with any other live loads. FORCES (lb) 5) Provide mechanical connection (by others) of truss Maximum Compression/Maximum Tension to bearing plate capable of withstanding 393 lb uplift TOP CHORD at joint B, 697 lb uplift at joint O and 218 lb uplift at A-B = 0/22 B-C =-884/894 joint J. C-D =-474/685 D-E =-408/662 6) "Fix heels only' Member end fixity model was used E-F =-472/1089 F-G =-472/1089 in the analysis and design of this truss. G-H =-1030/237 H-1 =-11381225 I-J =-1495/364 J-K = 0/22 BOT CHORD 7 B-Q =-774/806 P-Q =-683/345 O-P =-683/345 N-0 = 0/573 M-N = 0/527 L-M = 0/527 J-L =-25511375 AN, IQ3AL H.A. GAGAId P.E. # 253 9 i 8850 Trusswa [lrfgnrin_FL- 32924 MAR�r.?1106 JOD I fuss 1 russ I ype uty my 53107 / METRO DEW Sanford Housing / 53107 R02A i ROOF TRUSS 1 1 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu k ,1-2-8 5-3-2 9-M 15-4-3 22-7-13 29-0-0 32-8-14 38-0-0 1-2-8 5-3-2 3-8-14 6-4-3 7-3-10 6-4-3 3-8-14 5-3-2 Scale = 1:67.9 4.00112 3x5 6x6 = 3x10 M1120H = 4x9 = 6x6 = 4x7 = P O N M L K 4x7 = 4x9 = 5x12 M1120H WB = 5x12 M1120H WB = 49 = 3x5 = 2x4 // 9-0-0 16-M 21-4-0 29-0-0 38-0-0 9-0-0 7-8-0 4-8-0 7-8-0 9-M LOADING (psf) SPACING 2-0-0 C51 DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 1.03 N-P >437 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.84 M-N >535 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) -0.25 J n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) I Weight: 176lb LUMBER TOP CHORD 2 X 4 SYP No.2 'Except' T2 2 X 4 SYP No.1, T3 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.1 "Except' B2 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOPCHORD Sheathed or 2-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-7-5 oc bracing. WEBS 1 Row at midpt E-P, G-K REACTIONS (lb/size) J = 1500/0-8-0 B = 1583/0-3-0 Max Horz B = 65(load case 6) Max Uplift J = -890(load case 5) B = -959(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0122 B-C =-3957/3583 C-D = -3622/3438 D-E =-3351/3236 E-F = -4581/4388 F-G =-4581/4388 G-H = -3306/3201 H-1 =-3573/3401 I-J = -3856/3506 BOT CHORD B-P = -3346/3704 O-P =-416214534 N-0 = -4162/4534 M-N =-425314574 L-M = -4156/4524 K-L =-4156/4524 J-K = -3262/3594 WEBS C-P = -345/214 D-P =-9371882 E-P = -1404/1166 E-N =-239/245 H-K = -926/865 WEBS I-K =-276/176 G-M =-244/252 G-K =-1441/1196 G-N = -81/95 NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces , and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 890 lb uplift at joint J and 959 lb uplift at joint B. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 10) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 113 H.A. GAGAId, P.E. # 253E MA4 1 1, ?'TE (Job (Truss Truss Type iQty Ply 53107 / METRO DEV/ Sanford Ho -using/ Bc 153107 R03 I ROOF TRUSS ! 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:50 2005 Page 1 i 0-2-8 5-0-6 11-0-0 19-0-0 1 27-M 32-11-10 38-0-0 39-2.8 1-2-8 5-0-6 5-11-10 8-0-0 8-0-0 5-11-10 5-0-6 1-2-8 Scale = 1:68.0 I i r— 6x7 = 3x5 = 3x6 = 6x7 = 4.00 112 D E F G 1 2x4 Lci 2x4 ityl j l `W3 C . /W3�; fir' H LY 4 % / / \\ / \ \\ W�/ u� B �A I R9 r3 1� 6 4x5 = P 6 0 N M L K 45 = 3x5 :7- 3x6 = 5x5 = 3x5 = 3x6 = 3x5 = 7-55 I 16-M 21-4-0 30-6-11 38-M 7-55 9-2-11 4-8-0 9-2-11 7-5-5 �DEFL LOADING (psf) SPACING 2-0-0 CSI in (loc) I/defl Ud PLATES GRIP TCLL 20.0 i Plates Increase 1.25 TC 0.90 Vert(LL) 0.34 N-P >587 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) 0.27 N-P >730 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) I Weight: 174lb LUMBER TOP CHORD 2 X 4 SYP No.2 'Except' BOT CHORD LOAD CASE(S) T2 2 X 4 SYP No.1 B-P =-7651794 O-P =-241/41 Standard BOT CHORD 2 X 4 SYP No.2 N-0 =-241141 M-N = 460/434 WEBS 2 X 4 SYP No.3 L-M = 0/644 K-L = 0/644 1-K =-20511388 BRACING WEBS TOP CHORD C-P =-479/299 D-P =-710/639 Sheathed or 4-10-1 oc purlins. D-N =-1238/879 E-N =-1374/528 BOT CHORD E-M =-83/660 G-M =-778/374 Rigid ceiling directly applied or 6-0-0 oc bracing. G-K =-741608 H-K =-425/265 WEBS 1 Row at midpt D-N NOTES (7-9) 1) Unbalanced roof live loads have been considered REACTIONS (lb/size) for this design. I B = 474/0-3-0 2) Wind: ASCE 7-98; 120mph (3-second gust); I N = 1979/0-4-0 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp I = 723/0-8-0 B; enclosed; MWFRS interior zone and C-C Interior(1) Max Horz zone; cantilever left and right exposed ; porch left j B =-68(load case 7) exposed; Lumber DOL=1.33 plate grip DOL=1.33. Max Uplift This truss is designed for C-C for members and forces B =-376(load case 6) and for MWFRS for reactions specified. N =-727(ioad case 4) 3) Provide adequate drainage to prevent water 1 =-201(load case 5) ponding. Max Grav 4) This truss has been designed for a 10.0 psf bottom B = 518(load case 8) chord live load nonconcurrent with any other live N = 1979(load case 1) loads. I = 758(load case 9) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift FORCES (lb) at joint B, 727 lb uplift at joint N and 201 lb uplift at Maximum Compression/Maximum Tension joint I. TOP CHORD 6) "Fix heels only" Member end fixity model was used A-B = 0/22 B-C =-865/884 in the analysis and design of this truss. C-D =-4841715 D-E =-521/1192 7) NOTE: Refer to yellow bracing and/or T-1 sheet for E-F =-195/108 F-G =-195/108 more information. G-H =-1158/155 H-1 =-1512/293 8) NOTE: The seal on this drawing indicates I-J = 0/22 acceptance of professional engineering BOT CHORD responsibility solely for the truss component design _ B-P =-/O-P =-241/41 shown. j N-0 =-241241/4141 M-N =-460/434 9) NOTE: Trusses are designed for an Enclosed L-M = 0/644 K-L = 0/644 building condition as per building designer, i I-K =-20511388 assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code IQSAL H.A. GAGAN P.E. # 253$9 v c... QV WVWiCYgIU Or,ando, FL. 32824 IJob Truss Truss Type Qty Ply 553107 / METRO DEV/ Sanford Housing / Bc 153107 ; R03A ROOF TRUSS 1 1 1 Trussway, Orlando, FI _ Job Reference (optional) 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46.50 2005 Page 1 i I 11-2 $ 5-0-6 11 -M 19-0-0 21-4-4 27-0-0 32-11-10 38-0-0 1-2-8 5-0-6 5-11-10 8-M 2-4-4 y 5-7-13 5-11-10 5-0-6 Scale = 1:67.8 i 6x7 = 4.00 12 3x5 = 3x6 = 6x7 = D E F G 2x4 W /,. 2x4: 1 2 W,i/ ,t�V1 W �' \`W3 H q oekd 4x7 O N M L K J 4x7 i 3x5 = 3x10 M1120H = 3x5 = 3x5 = j 3x5 = 3x10 M1120H _ I I 7-5-5 14-M 16-M 21-4-024-0-0 I 30-6-11 38-0-0 7-5-5 6-6-11 + 2-8-0 4-8-0 2-8-0 6-6-11 7-5-5 i Plate Offsets (X,Y): [B:0-2-2,0-0-2] [1:0-2-2,0-0-2] LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LQ 0.36 L-M >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0,73 M-0 >617 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.18 1 n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 172lb LUMBER NOTES (8-10) TOP CHORD 2 X 4 SYP No.2 'Except' 1) Unbalanced roof live loads have been considered I T2 2 X 4 SYP SS, T3 2 X 4 SYP SS for this design. BOT CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7-98; 120mph (3-second gust); WEBS 2 X 4 SYP No.3 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) BRACING zone; cantilever left and right exposed ; Lumber TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is Sheathed. designed for C-C for members and forces, and for BOT CHORD MWFRS for reactions specified. Rigid ceiling directly applied or 5-8-9 oc bracing. 3) Provide adequate drainage to prevent water ponding, i REACTIONS (lb/size) 4) This truss has been designed for a 10.0 psf bottom 1 = 1491/0-8-0 chord live load nonconcurrent with any other live B = 1588/0-8-0 loads. Max Horz 5) All plates are MT20 plates unless otherwise B = 74(load case 6) indicated. Max Uplift 6) Provide mechanical connection (by others) of truss I =-323(load case 5) to bearing plate capable of withstanding 323 lb uplift B =-402(load case 4) at joint I and 402 lb uplift at joint B. 7) "Fix heels only" Member end fixity model was used FORCES (lb) in the analysis and design of this truss. Maximum Compression/Maximum Tension 8) NOTE: Refer to yellow bracing and/or T-1 sheet for j TOP CHORD more information. A-B = 0/22 B-C =-3904/1222 9) NOTE: The seal on this drawing indicates C-D =-3616/1099 D-E =-3699/1241 acceptance of professional engineering E-F =-3701/1244 F-G =-3701/1244 responsibility solely for the truss component design G-H =-3639/1136 H-1 =-3927/1271 shown. BOT CHORD 10) NOTE: Trusses are designed for an Enclosed B-O =-1105/3633 N-O =-893/3034 building condition as per building designer, M-N =-893/3034 L-M =-1200/3885 assuming doors and windows are protected from K-L =-907/3043 J-K =-907/3043 windborne debris impact as per Fla. Bldg. Code I-J =-115713667 1606.1.4 WEBS C-O =-324/226 D-O =-351544 LOAD CASE(S) D-M =-225/902 E-M =-421/221 E-L =-419/217 G-L =-212/896 Standard G-J =-60/550 H-J =-337/247 I i IQSAL H.A. GAGA,,y E. # 25389 II850rLa—ndD- Ft. 32824and M.4R „00 truss Truss Type Qty IPly 153107 / METRO DEV/ Sanford Housing / Bc 5311 07 R04 ROOF TRUSS i Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:51 2005 Page 1 11_2_1 5-7-1 13-0-0 19-0-0 _ 25-0-0 32-4-15 38-M 39_2- i 1-2-8 5-7-1 7-4-15 6-0-0 6-0-0 7-4-15 5-7-1 1-2-8 Scale = 1:68.0 I 6x7 = 3x5 = 6x7 4.00,12 D E F 2x4 -�N J!s '\ ` 2x4 C W %/ WW2 W1 // : W1 W2� 3 G // ti � A I Ln rl � � 1� o 05 = O o N M L K J 45 = 3x5 = 3x6 = 6x6 = 3x5 6x6 = 3x6 = 7-4-13 15-1-9 1512-3 22-9-13 30-7-3 38-0-0 T 7-4-13 7-8-12 0-0-10 7-7-9 7-9-6 7-4-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.19 M-O >974 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) 0.16 M-O >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.01 H n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 178 lb LUMBER TOP CHORD 2 X 4 SYP No.2 WEBS BOT CHORD 2 X 4 SYP No.2 F-L =-492/270 F-J =-199/772 WEBS 2 X 4 SYP No.3 G-J =-472/294 BRACING NOTES (7-9) TOP CHORD 1) Unbalanced roof live loads have been considered Sheathed or 3-11-15 oc purlins. for this design. BOT CHORD 2) Wind: ASCE 7-98; 120mph (3-second gust); Rigid ceiling directly applied or 6-0-0 oc bracing. h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) REACTIONS (lb/size) zone; cantilever left and right exposed ; porch left B = 340/0-3-0 exposed; Lumber DOL=1.33 plate grip DOL=1.33. M = 2072/0-3-8 This truss is designed for C-C for members and forces H = 764/0-8-0 , and for MWFRS for reactions specified. Max Horz 3) Provide adequate drainage to prevent water B =-78(load case 7) ponding. Max Uplift 4) This truss has been designed for a 10.0 psf bottom B =-329(load case 6) chord live load nonconcurrent with any other live M =-721 (load case 4) loads. H =-211(load case 5) 5) Provide mechanical connection (by others) of truss Max Grav to bearing plate capable of withstanding 329 lb uplift B = 409(load case 8) at joint B, 721 lb uplift at joint M and 211 lb uplift at M = 2072(load case 1) joint H. H = 808(load case 9) 6) "Fix heels only” Member end fixity model was used in the analysis and design of this truss. FORCES (lb) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information. TOP CHORD 8) NOTE: The seal on this drawing indicates A-B = 0/22 B-C =-519/601 acceptance of professional engineering C-D =-184/470 D-E =-521/1200 responsibility solely for the truss component design E-F =-386/34 F-G =-13361226 shown. G-H =-1645/335 H-1 = 0/22 9) NOTE: Trusses are designed for an Enclosed BOT CHORD building condition as per building designer, B-O =-497/470 N-O =-766/449 assuming doors and windows are protected from M-N =-766/449 L-M =-286/376 windborne debris impact as per Fla. Bldg. Code K-L = 0/583 J-K = 0/583 1606.1.4 H-J =-243/1526 WEBS (� j LOAD CASE(S) v j C-O =-523/329 D-O =-898/839 Standard D-M =-970/660 E-M =-1390/560 E-L =-185/791 IQSAL H.A. G G�4;' r# 25389 — ----- --- 8850 Truszvz� €�oti'evard — —------- --- Orlando, F�. 32324 -- ;Job Truss !Truss Type oty Ply 153107 / METRO DEV/ Sanford Housing / BC 53107 R04A i ROOF TRUSS 1 1 1 I Job Reference (optional) Trussway, Orlando, FI i 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:51 2005 Page 1 ,1-2-8 5-7-1 13-0-0 19-0-0 25-0-0 32-4-15 38-0-0 i 1-2-8 5-7-1 7-4-15 6-0-0 6-0-0 7-4-15 5-7-1 Scale = 1:57.8i 6x7 = 3x5 = 6x7 = j 4.0012 D E F 2x4 W /i i \W2 W�j W1 W 3 2x4 I C��'//- G I 4 % , u� B /i�� ij H u2 A o io . 4x7 = N M L K J I 4x7 = 3x5 = 3x6 = 3x5 = 3x5 = 3x5 = 3x6 = 7-4-13 15-2-3 22-9-13 30-7-3 38-0-0 7-4-13 7-9-6 7-7-10 7-9-6 7-4-13 Plate Offsets X Y : B:0-2-2 0-0-2 H:0-2-2 0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.30 K >999 240 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.57 K-L >786 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.17 H n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) I Weight: 176lb LUMBER NOTES (7-9) TOP CHORD 2 X 4 SYP SS 'Except' 1) Unbalanced roof live loads have been considered T2 2 X 4 SYP No.2 for this design. BOT CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7-98; 120mph (3-second gust); WEBS 2 X 4 SYP No.3 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) BRACING zone; cantilever left and right exposed ; Lumber TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is Sheathed. designed for C-C for members and forces, and for BOT CHORD MWFRS for reactions specified. Rigid ceiling directly applied or 5-10-2 oc bracing. 3) Provide adequate drainage to prevent water ponding. REACTIONS (lb/size) 4) This truss has been designed for a 10.0 psf bottom H = 1491/0-8-0 chord live load nonconcurrent with any other live B = 1588/0-8-0 loads. Max Horz 5) Provide mechanical connection (by others) of truss i B = 84(load case 6) to bearing plate capable of withstanding 316 lb uplift Max Uplift at joint H and 395 lb uplift at joint B. H =-316(load case 5) 6) "Fix heels only" Member end fixity model was used i B =-395(load case 4) in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) more information. Maximum Compression/Maximum Tension 8) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering A-B = 0/22 B-C =-3915/1219 responsibility solely for the truss component design C-D =-3641/1118 D-E =-303411013 shown. E-F =-3037/1018 F-G =-3665/1156 9) NOTE: Trusses are designed for an Enclosed G-H =-3944/1264 building condition as per building designer, BOT CHORD assuming doors and windows are protected from B-N =-1103/3659 M-N =-791/2843 windbome debris impact as per Fla. Bldg. Code L-M =-791/2843 K-L =-949/3228 1606.1.4 J-K =-800/2849 1-1 =-800/2849 H-1 =-115013690 LOAD CASE(S) WEBS Standard C-N =-401/265 D-N =-152/684 D-L =-76/519 E-L =-408/187 E-K =-405/181 F-K =-67/516 n F-I =-186/706 G-1 =-411/281 IQ8AL H.A. GAGAN P.E. # 25389 8850 Truss7eaa16661evard wnb Job Truss iTrussType oty Ply :53107 / METRO DEV/ Sanford Housing / BC 153107 R05 !ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:52 2005 Page 1 j 1-2-8 8-3-7 15-0-0 23-0-0 29-8-9 38-M 39-2-8 1-2-8 8-3-7 6-8-9 8-0-0 6-8-9 8-3-7 1-2-8 Scale = 1:68.0 I 4.00 12 6x7 = 6x7 zz E F 3x5 3x6 3x5 % TA 3x6 i D C I I� ' G \ W1 wl ' VY2 H ILr , W/ 3 / Wei4 / 3� s 4x5 = Q d p 0 N M L K 4x5 2x4 /i 3x6 = 3x5 = 5x5 = 2x4 5x5 = 3x6 = 6-11-3 + 12-10-12 19-0-0 24-7-7 31-0-13 38-0-0 6-11-3 5-11-9 6-1-4 5-7-7 6-5-6 6-11-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Waft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.15 B-Q >999 240 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.17 I-K >999 180 I BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FBC20011ANS195 (Matrix) Weight: 178lb LUMBER TOP CHORD 2 X 4 SYP No.2 WEBS BOT CHORD 2 X 4 SYP No.2 E-N =-2511967 F-N =-828/351 WEBS 2 X 4 SYP No.3 F-L =-109/530 H-L =-809/333 H-K = 0/325 BRACING TOP CHORD NOTES (7-9) Sheathed or 3-11-6 oc purlins. 1) Unbalanced roof live loads have been considered BOT CHORD for this design. Rigid ceiling directly applied or 6-0-0 oc bracing. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp REACTIONS (lb/size) B; enclosed; MWFRS interior zone and C-C Interior(1) B = 276/0-3-0 zone; cantilever left and right exposed ; porch left P = 201810-5-11 exposed; Lumber DOL=1.33 plate grip DOL=1.33. I = 882/0-M This truss is designed for C-C for members and forces Max Horz , and for MWFRS for reactions specified. B =-87(load case 7) 3) Provide adequate drainage to prevent water Max Uplift ponding. B =-298(load case 6) 4) This truss has been designed for a 10.0 psf bottom P =-650(load case 4) chord live load nonconcurrent with any other live I =-245(load case 5) loads. Max Grav 5) Provide mechanical connection (by others) of truss B = 357(load case 8) to bearing plate capable of withstanding 298 lb uplift P = 2018(load case 1) at joint B, 650 lb uplift at joint P and 245 lb uplift at 1 = 911(load case 9) joint I. 6) "Fix heels only" Member end fixity model was used FORCES (lb) in the analysis and design of this truss. Maximum Compression/Maximum Tension 7) NOTE: Refer to yellow bracing and/or T-1 sheet for TOP CHORD more information. A-B = 0122 B-C =-150/442 8) NOTE: The seal on this drawing indicates C-D =-436/1006 D-E =-423/1108 acceptance of professional engineering E-F =-168/23 F-G =-867/202 responsibility solely for the truss component design G-H =-947/185 H-1 =-1783/357 shown. I-J = 0/22 9) NOTE: Trusses are designed for an Enclosed BOT CHORD building condition as per building designer, B-Q =-389175 P-Q =-469/43 assuming doors and windows are protected from O-P =-542/439 N-0 =-542/439 windborne debris impact as per Fla. Bldg. Code I M-N = L-M = 1606.1.4 i -261/ K-L =-261/1529 I-K =-230/1615 -2301 WEBS LOAD CASE(S) �^ C-Q =-348/336 C-P =-8761762 Standard E-P= -1557/588 IQSAL H.A. GAGAN P.E. # 253v9i $II50 Ira s .y L,cLq- vardl ------------ - - -- ---- -- -----0rland�. rL.-=24— - M � r; � ,� •mnri Job Truss Truss Type aty Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R05A j ROOF TRUSS 1 1 ;Job Reference (optional) Trussway, Orlando, FI i 6.100 s Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:52 2005 Page 1 1_2 ✓ 8-3-7 a 15-0-0 23-0-0 29-8-9 38-0-0 1-2-8 8-3-7 6-8-9 8-0-0 6-8-9 8-3-7 Scale = 1.67.91 4.00;12 6x7 = 2x4 II 6x7 = E F G 3x5 3x6 -- 3x6 3x5 C H � I �� V W ,W2 VM1 W3 ui /LA W, 5 o 4x7 = Q d i p 0 IN L K 4x7 = i 2x4 // 3x6 = 4x9 = 3x5 = 2x4 ;. 3x5 = 3x6 = 6-11-3 13-1-9 i 134-9 19-0-0 24-7-7 24-,1,0-7 31-0-13 38-M 6-11-3 6-2-7 0-3-0 5-7-7 5-7-7 0-3-0 6-2-7 6-11-3 Plate Offsets XX Y :: B:0-2-2 0-0-2 J:0-1-14 0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.29 N >999 240 MT20 244/190 TCDL 10.0 i Lumber Increase 1.25 BC 0.94 i Vert(TL) -0.54 L-N >834 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 i Horz(TL) 0.17 J n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 183lb —j LUMBER NOTES (7-9) j TOP CHORD 2 X 4 SYP No.2 'Except' 1) Unbalanced roof live loads have been considered T4 2 X 4 SYP No.1 for this design. BOT CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7-98; 120mph (3-second gust); WEBS 2 X 4 SYP No.3 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) BRACING zone; cantilever left and right exposed ; Lumber TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is Sheathed. designed for C-C for members and forces, and for BOT CHORD MWFRS for reactions specified. Rigid ceiling directly applied or 6-0-14 oc bracing. 3) Provide adequate drainage to prevent water ponding. l REACTIONS (lb/size) 4) This truss has been designed for a 10.0 psf bottom B = 1588/0-8-0 chord live load nonconcurrent with any other live j J = 1491/0-8-0 loads. Max Horz 5) Provide mechanical connection (by others) of truss B = 93(load case 6) to bearing plate capable of withstanding 387 lb uplift Max Uplift at joint B and 308 lb uplift at joint J. B =-387(load case 4) 6) "Fix heels only" Member end fixity model was used J =-308(load case 5) in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) more information. Maximum Compression/Maximum Tension 8) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering j A-B = 0/22 B-C =-3805/1094 responsibility solely for the truss component design C-D =-3016/937 D-E =-2937/954 shown. E-F =-2789/961 F-G =-2789/961 9) NOTE: Trusses are designed for an Enclosed G-H =-2942/962 H-1 =-3021/945 building condition as per building designer, I-J =-3830/1133 assuming doors and windows are protected from BOT CHORD windborne debris impact as per Fla. Bldg. Code B-Q =-961/3522 P-Q =-994/3441 1606.1.4 O-P =-691/2631 N-0 =-691/2631 M-N =-695/2633 L-M =-695/2633 LOAD CASE(S) K-L =-1026/3462 J-K =-1000/3547 Standard WEBS C-Q = 0/316 C-P =-757/313 E-P =-95/510 E-N =-95/400 G-N =-92/397 G-L =-105/516 I-L =-776/341 I-K = 0/319 F-N =-288/182 tQS^+L HA G=C,i° .E. # 25389 , V0 I ru ssw ,, Boulevard Orlando, FL. 32824 11rU55 ,runs type Katy ply 153107 / METRO DEV/ Sanford Housing / Bc —1 53107 R06 ROOF TRUSS ! 1 1 Job Reference (optional)j Trussway, Orlando, FI 6.160 a Sep 17 2004 MiTek Industries. Inc. Thu Oct 27 08 46 53 Zoos aa�A -71 u� 6 0-2-$ 5-1-6 11-4-0 17-M 21-0-0 26-M 32-10-10 38-0-0 39-2-8 1-2-8 5-1-6 6-2-10 5-8-0 4-0-0 5-8-0 6-2-10 5-1-6 1-2-8 Scale = 1 4.00 12 6x7 = 6x7 = F G 4x5 = S R Q P O N M 4x5 = 2x4 I! 4x9 = 3x6 = 3x5 = 3x6 = 49 = 2x4 I 5-1-6 11-1-9 19-0-0 26-10-7 32-5-3 38-0-0 5-1-6 6-0-3 7-10-7 7-10-7 5-6-13 5-6-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.10 M-N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.21 N-P >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.04 K n/a n/a 1 BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 193lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 4-0-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt F-R REACTIONS (lb/size) B = 201/0-8-0 R = 1948/0-5-11 K = 1023/0-8-0 Max Horz B = -970oad case 7) Max Uplift B = -247(load case 6) R = -586(load case 4) K = -272(load case 5) Max Grav B = 289(load case 8) R = 1948(load case 1) K = 1023(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-1311397 C-D =-400/912 D-E =-383/982 E-F =-282/923 F-G =-586/196 G-H =-1663/541 H-1 =-1571/427 I-J =-1625/415 J-K =-2249/544 K-L = 0/22 BOT CHORD B-S =-355/83 R-S =-355/83 Q-R = 0/361 P-Q = 0/361 O-P = 0/755 N-O = 0/755 M-N =-429/2072 BOT CHORD LOAD CASE(S) K-M =-429/2072 Standard WEBS C-S =-237/213 C-R =-744/727 E-R =-422/267 F-R =-1683/522 F-P =-141/682 G-P =-511/245 G-N =-366/1058 H-N =-421/265 J-N =-606/194 J-M = 01205 NOTES (7-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; porch left exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces , and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at joint B, 586 lb uplift at joint R and 272 lb uplift at joint K. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 9) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 IQBAL N.A. C,`lr�FN-pE, # 25389 8850 Trzrsb '..!! L06!eyard Orlando, FL. 32824 Job iTruss Truss Type Doty ;Ply 153107 / METRO DEV/ Sanford Housing / Bc 53107 R06A I ROOF TRUSS 1 1 Job Reference {optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Thu Oct 27 08:46:53 2005 Page 1 ':. i .1-2-6 5-1-6 11-4-0 17-M 21-0-0 26-8-0 32-10-10 38-0-0 39-2-e 1-2-8 5-1-6 6-2-10 5-8-0 4-0-0 5-8-0 6-2-10 5-1-6 1-2-8 Scale = 1:67.9I 4.00112 6x7 6x7 = F G 2x4 3x6 s 11 2x4 ! i E., H 3x6 z- 1 \W2 `.` 3x5 D .J 1 3x5 � / ,vt �A B / / �' / \� K L Lo ich 4x7 = S R Q P O N M 4x7 = 2x4 li 4x9 = 3x6 = 3x5 = 3x6 = 4x9 = 2x4 II I 5-1-6 11-1-9 19-0-0 26-10-7 32-5-3 38-0-0 5-1-6 6-0-3 r 7-10-7 7-10-7 5-6-13 5 6-13 i Plate Offsets X B:0-2-2 0-0-2 K:0-2-2 0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 ( TC 0.58 Vert(LL) 0.27 P >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.56 P-R >800 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.16 K n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 193lb LUMBER NOTES (7-9) TOP CHORD 2 X 4 SYP No.2 1) Unbalanced roof live loads have been considered BOT CHORD 2 X 4 SYP No.2 for this design. WEBS 2 X 4 SYP No.3 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp BRACING B; enclosed; MWFRS interior zone and C-C Interior(1) TOP CHORD zone; cantilever left and right exposed ; Lumber Sheathed or 2-11-10 oc purlins. DOL=1.33 plate grip DOL=1.33. This truss is BOT CHORD designed for C-C for members and forces, and for Rigid ceiling directly applied or 6-5-15 oc bracing. MWFRS for reactions specified. 3) Provide adequate drainage to prevent water REACTIONS (Ib/size) ponding. B = 1586/0-8-0 4) This truss has been designed for a 10.0 psf bottom K = 1586/0-8-0 chord live load nonconcurrent with any other live Max Horz loads. B =-97(load case 7) 5) Provide mechanical connection (by others) of truss ! Max Uplift to bearing plate capable of withstanding 378 lb uplift B =-378(load case 4) at joint B and 378 lb uplift at joint K. K =-378(load case 5) 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. FORCES (lb) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for Maximum Compression/Maximum Tension more information. TOP CHORD 8) NOTE: The seal on this drawing indicates A-B = 0/22 B-C =-3871/1083 acceptance of professional engineering C-D =-33351981 D-E =-3282/993 responsibility solely for the truss component design E-F =-3375/1108 F-G =-2432/812 shown. i G-H =-3375/1108 H-1 =-3282/993 9) NOTE: Trusses are designed for an Enclosed I-J =-3335/981 J-K =-3871/1083 building condition as per building designer, K-L = 0/22 assuming doors and windows are protected from BOT CHORD windborne debris impact as per Fla. Bldg. Code B-S =-936/3596 R-S =-936/3596 1606.1.4 Q-R =-545/2402 P-Q =-545/2402 O-P =-545/2402 N-O =-545/2402 LOAD CASE(S) M-N =-936/3596 K-M =-936/3596 Standard WEBS C-S = 0/198 C-R =-5291162 E-R =-424/266 F-R =-350/1033 F-P =-68/244 G-P =-68/244 G-N =-350/1033 H-N =-424/266 J-N =-529/162 J-M = 0/198 IQBAL H.A. GAGAN P.E. # 25389 _ 8850 Trusssway boulevard V 11c9K34, 1 6. r1 i 1 i - /.- Job Truss Truss Type Oty I Ply 153107 / METRO DEV/ Sanford Housing / Bc 53107 i R07 ROOF TRUSS I I Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:41 2005 Page 1 !! I 1-2-8 5-9-3 13-4-2 19-0-0 24-7-14 32-2-13 38-0-09-2-8 1-2-5 5-9-3 7-6-15 5-7-14 5-7-14 7-6-15 5-9-3 1-2-8 Scale= 1:66.6 i 6x6 = 4.00112 F 3x5 %j 3x G� 3x6 % ✓ 3x6 \ `\\\ 2x4 D / /� H 2x4 _; W2 �\\ W C W6 l B Wiz,' �, rjA � J K I 4x7 = P O N M L 4x7 = I 3x5 = 3x10 M1120H = 49 = 3x10 M1120H = 3x5 = I 9-1-14 19-0-0 28-10-2 38-0-0 9-1-14 4 9-10-2 9-10-2 9-1-14 Plate Offsets X Y):[B:0-2-2,0-0-2),[J:0-2-2,0-0-2]_ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) 0.28 L-N >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0,61 L-N >731 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.16 J n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 179 lb LUMBER NOTES (7-9) TOP CHORD 2 X 4 SYP No.2 1) Unbalanced roof live loads have been considered BOT CHORD 2 X 4 SYP No.1 'Except' for this design. B3 2 X 4 SYP No.2 2) Wind: ASCE 7-98; 120mph (3-second gust); WEBS 2 X 4 SYP No.3 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) BRACING zone; cantilever left and right exposed ; Lumber TOP CHORD DOL=1.33 plate grip DOL=1.33. This truss is Sheathed or 2-4-4 oc purlins. designed for C-C for members and forces, and for BOT CHORD MWFRS for reactions specified. Rigid ceiling directly applied or 6-6-1 oc bracing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS (lb/size) loads. B = 1586/0-8-0 4) All plates are MT20 plates unless otherwise J = 1586/0-8-0 indicated. Max Horz 5) Provide mechanical connection (by others) of truss B =-106(load case 7) to bearing plate capable of withstanding 368 lb uplift Max Uplift at joint B and 368 lb uplift at joint J. B =-368(load case 4) 6) "Fix heels only" Member end fixity model was used J =-368(load case 5) in the analysis and design of this truss. i 7) NOTE: Refer to yellow bracing and/or T-1 sheet for FORCES (lb) more information. Maximum Compression/Maximum Tension 8) NOTE: The seal on this drawing indicates TOP CHORD acceptance of professional engineering A-B = 0/22 B-C =-3847/1126 responsibility solely for the truss component design C-D =-3462/943 D-E =-3391/961 shown. E-F =-2395/753 F-G =-2395/753 9) NOTE: Trusses are designed for an Enclosed G-H =-33911961 H-1 =-3462/943 building condition as per building designer, I-J =-3847/1126 J-K = 0/22 assuming doors and windows are protected from BOT CHORD windborne debris impact as per Fla. Bldg. Code B-P =-974/3591 O-P =-705/2854 1606.1.4 N-0 =-705/2854 M-N =-705/2854 L-M =-705/2854 J-L =-974/3591 LOAD CASE(S) WEBS Standard C-P =-444/277 E-P =-34/610 E-N =-834/353 F-N =-344/1231 G-N =-834/353 G-L =-34/610 I-L=-444/277 IQSAL HA G { X l 8360 Tr 4 v,, • tO;jlevard L Orlando, FL, 32824 Job 153107 R20 I ROOF TRUSS 1 I 1 ng / Bc FI e Sep 17 7 -1-2-8 . 4-2-5 7-M 10-8-0 _ 14-4-0 17-1-12 21-4-0 ; 22-6-8 1-2-8 4-2-5 2-9-12 3-8-0 3-8-0 2-9-12 4-2-5 1-2-8 Scale = 1:39.8 5x5 = 2x3 11 5x5 = 4.00 F12 D E F 4x8 = M L K J 4x8 = 3x4 = 3x10 M1120H = 3x4 = 4x8 = 7-M 14-4-0 21-4-0 7-M 7-4-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.19 K >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.39 K >635 180 M1120H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.12 H n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 99lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 2-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-4-11 oc bracing. REACTIONS (lb/size) B = 1753/0-8-0 H = 1753/0-8-0 Max Horz B =-50(load case 6) Max Uplift B =-488(load case 3) H =-488(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-4253/1057 C-D =-4149/1019 D-E _-4408/1127 E-F =-4408/1127 F-G =-4149/1019 G-H =-4253/1057 H-1 = 0/22 BOT CHORD B-M =-968/3944 L-M =-901/3874 K-L =-901/3874 J-K =-874/3874 H-J =-930/3944 WEBS C-M =-40/139 D-M =-95/681 F-J =-95/681 G-J =-40/139 E-K =-537/280 D-K =-211/710 F-K =-2111710 NOTES (11-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift at joint B and 488 lb uplift at joint H. 7) Girder carries hip end with 7-0-0 end setback. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5131b down and 1441b up at 14-4-0, and 5131b down and 1441b up at 7-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 13) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 to 17 Standard Uniform Loads (plf) Vert: A-D=-60, D-F=-125(F=-65), F-I=-60, B-M=-20, J-M=-42(F=-22), H-J=-20 Concentrated Loads (lb) Vert: M=-513(F) J=-513(F) c ^ GAN P.E. # 25350 Ott'-4vard hln°°91 1 A-5-5 i)HA j i Lvvi Job — Truss Truss Type Oty 1Ply 53107 / METRO DEV/ Sanford Housing / Bc 53107 R21 ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:42 2005 Page 1 -1-2-8 ,, 7-4-9 — + 12-4-0 , 13-11-8 21 4 0 1 22-6-88 1-2-8 7-4-9 1-7-8 3-4-0 1-7-8 7-4-9 1-2-8 Scale = 1:39.8 5x5 = 5x5 = 4.00 12 2x3 D E 2x3 i C F X \\�`W1 W6 g G ul) g} 92 H 1ri d 4x5 = J I 4x5 = 46 = 5x10 = 9-0-0 12-4-0 21-4-0 9-0-0 3-4-0 9-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.20 B-J >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.44 B-J >564 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 HOrz(TL) 0.05 G n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 90 lb LUMBER 2) Wind: ASCE 7-98; 110mph (3-second gust); TOP CHORD 2 X 4 SYP No.2 h=33ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp BOT CHORD 2 X 4 SYP No.2 B; enclosed; MWFRS interior zone and C-C Interior(1) WEBS 2 X 4 SYP No.3 zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is BRACING designed for C-C for members and forces, and for TOP CHORD MWFRS for reactions specified. Sheathed or 4-1-0 oc purlins. 3) Provide adequate drainage to prevent water BOT CHORD ponding. Rigid ceiling directly applied or 10-0-0 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS (lb/size) loads. B = 919/0-8-0 5) Provide mechanical connection (by others) of truss G = 919/0-8-0 to bearing plate capable of withstanding 184 lb uplift Max Horz at joint B and 184 lb uplift at joint G. B =-51(load case 7) 6) "Fix heels only" Member end fixity model was used Max Uplift in the analysis and design of this truss. B =-184(load case 4) 7) NOTE: Refer to yellow bracing and/or T-1 sheet for G =-184(load case 5) more information. 8) NOTE: The seal on this drawing indicates FORCES (lb) acceptance of professional engineering Maximum Compression/Maximum Tension responsibility solely for the truss component design TOP CHORD shown. A-B = 0/22 B-C =-1752/395 9) NOTE: Trusses are designed for an Enclosed C-D =-1349/289 D-E =-1437/300 bilding condition as per building designer, E-F =-1349/289 F-G =-1752/395 assuming doors and windows are protected from G-H = 0/22 windbome debris impact as per Fla. Bldg. Code BOT CHORD 1606.1.4 B-J =-28111594 1-1 =-281/1594 10) NOTE: Trusses are designed for an Enclosed G-1 =-281/1594 building condition as per building designer, WEBS assuming doors and windows are protected from C-J =-464/191 F-J =-464/191 windborne debris impact as per Fla. Bldg. Code D-J =-64/443 E-J =-64/443 1606.1.4 NOTES (7-10) LOAD CASE(S) 1) Unbalanced roof live loads have been considered for Standard this design. ICITAL FSA G^GP,m P.23 9 6250 r s :{/ rslevaral Orianc:o, FL. 32324 �;.�A IJob — ITruss Truss Type Ioiy ;Ply j53107 / METRO DEV/ Sanford Housing ! Bc j 53107 R22 I ROOF TRUSS 1 1 _ 1 Job Reference (optional) i Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:43 2005 Page 1 . i r 1-2-8 7-4-14 10-8-0 ! 13-11-2 21-4-0 22-6-8 . 1 1-2-8 7-0-14 3-3-2 3-3-2 7-4-14 1-2-8 Scale = 1:39.01 I I 5x5 = i D 4.00, , 2 i 2x3:: i 2x3 / E I C ia, �'� /j' F i B �./ t1 GI ;�A 0 45 = 1 H 45 = 48 = 3x6 = I 10-8-0 214-0 10-8-0 7 10-8-0 —T LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.20 F-I >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.44 F-I >567 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 F n/a n/a BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 86lb LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust); TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp BOT CHORD 2 X 4 SYP No.2 'Except' B; enclosed; MWFRS interior zone and C-C Interior(1) B1 2 X 4 SYP No.1 zone; cantilever left and right exposed ; Lumber WEBS 2 X 4 SYP No.3 DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for BRACING MWFRS for reactions specified. TOP CHORD 3) This truss has been designed for a 10.0 psf bottom Sheathed or 4-0-12 oc pudins. chord live load nonconcurrent with any other live BOT CHORD loads. Rigid ceiling directly applied or 10-0-0 oc bracing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift REACTIONS (lb/size) at joint B and 240 lb uplift at joint F. B = 91910-8-0 5) "Fix heels only" Member end fixity model was used i F = 919/0-8-0 in the analysis and design of this truss. Max Horz 6) NOTE: Refer to yellow bracing and/or T-1 sheet for B =-67(load case 7) more information. Max Uplift 7) NOTE: The seal on this drawing indicates I B =-240(load case 4) acceptance of professional engineering F =-240(load case 5) responsibility solely for the truss component design shown. FORCES (Ib) 8) NOTE: Trusses are designed for an Enclosed Maximum Compression/Maximum Tension building condition as per building designer, TOP CHORD assuming doors and windows are protected from A-B = 0/22 B-C =-1745/498 windborne debris impact as per Fla. Bldg. Code C-D =-13611369 D-E =-1361/369 1606.1.4 i E-F =-1746/498 F-G = 0/22 BOT CHORD LOAD CASE(S) i B-I =-366/1587 H-1 =-366/1588 Standard I F-H =-366/1588 i WEBS C-I =-437/240 E-I =-439/239 D-1 =-172/752 i NOTES (6-8) 1) Unbalanced roof live loads have been considered for j this design. i It,Z3AL H H.A. CAGP,,f P.E. # 25389 &;501, +.� b0v:avard ©rla,n:-'n^tzl 1-),:9A p�t,n goo (Truss Truss Type aty Ply 53107 / METRO DEV/ Sanford Housing ! Bc 53107 R23 ROOF TRUSS Job Reference (optional) Trussway, Orlando, FI 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:43 2005 Page 1 j -1-2-8 _ 7-4-14 10-8-0 13-11-2 21-4-0 1-2-8 7-4-14 3-3-2 3-3-2 7-4-14 Scale = 1:38.0 5x5 = D 4,00 12 2x3 2x3 C E i \ F B / r'l 4x5 = H G 4x5 = 4x8 = 3x6 = 10-8-0 21-4-0 10-8-0 10-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.20 F-H >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.45 F-H >554 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 F n/a n/a BCDL 10.0 I Code FBC2001/ANSI95 L (Matrix) Weight: 84lb LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust); TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category ll; Exp BOT CHORD 2 X 4 SYP No.2 'Except* B; enclosed; MWFRS interior zone and C-C Interior(1) B 1 2 X 4 SYP No.1 zone; cantilever left and right exposed ; Lumber WEBS 2 X 4 SYP No.3 DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for BRACING MWFRS for reactions specified. TOP CHORD 3) This truss has been designed for a 10.0 psf bottom Sheathed or 3.11-11 oc purlins. chord live load nonconcurrent with any other live BOT CHORD loads. ! Rigid ceiling directly applied or 9-2-7 oc bracing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift REACTIONS (lb/size) at joint F and 240 lb uplift at joint B. F = 823/0-8-0 5) "Fix heels only" Member end fixity model was used B = 923/0-8-0 in the analysis and design of this truss. Max Horz 6) NOTE: Refer to yellow bracing and/or T-1 sheet for B = 73(load case 6) more information. Max Uplift 7) NOTE: The seal on this drawing indicates F =-159(load case 5) acceptance of professional engineering B =-240(load case 4) responsibility solely for the truss component design shown. FORCES (lb) 8) NOTE: Trusses are designed for an Enclosed Maximum Compression/Maximum Tension building condition as per building designer, TOP CHORD assuming doors and windows are protected from A-B = 0/22 B-C =-17571516 windborne debris impact as per Fla. Bldg. Code C-D =-1373/389 D-E =-1375/391 1606.1.4 E-F =-1754/531 BOT CHORD LOAD CASE(S) B-H =-419/1598 G-H =-437/1611 Standard F-G = 437/1611 WEBS C-H =-437/238 E-H =-452/260 D-H =-190/764 NOTES (6-8) 1) Unbalanced roof live loads have been considered for this design. i ".1.0 ''turd Gd3c I L 323i4 MAI (", nn ;Job ITruss ;Truss Type oty Ply 53107 / METRO DEV/ Sanford Housing / Bc 1.53107 ' R30 1 ROOF TRUSS 1 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:44 2005 Page 1 I j 1-1-2-8 1 4-6-5 10-8-0 15-0-0 18-0-0 24-4-0 I 1-2.8 4-6-5 6-1-11 4-4-0 3-M 6-4-0 I Scale = 1:44.9 5x5 4,001 22 D I 5x5 = 5x5 = 1 2x3 \ E F 1 W / \<\W3 C yt Wi9 l I g �A 3x6 = J I H 3x6 = I� 3x4 = 3x5 = 48 = i 7-0-1 15-0-0 18-0-0 I 21-4-12 24-4-0 7-0-1 7-11-15 3-0-0 34-12 2-11-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud I PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.17 G-H >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.41 G-H >705 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.06 G n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 104lb LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust); TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp BOT CHORD 2 X 4 SYP No.2 B; enclosed; MWFRS interior zone and C-C Interior(1) WEBS 2 X 4 SYP No.3 zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is BRACING designed for C-C for members and forces, and for i TOP CHORD MWFRS for reactions specified. Sheathed or 3-4-6 oc pudins. 3) Provide adequate drainage to prevent water BOT CHORD ponding. Rigid ceiling directly applied or 7-10-7 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS (lb/size) loads. G = 951/Mechanical 5) Refer to girder(s) for truss to truss connections. B = 1050/0-8-0 6) Provide mechanical connection (by others) of truss Max Horz to bearing plate capable of withstanding 192 lb uplift B = 73(load case 6) at joint G and 253 lb uplift at joint B. Max Uplift 7) "Fix heels only" Member end fixity model was used i G =-192(load case 5) in the analysis and design of this truss. B =-253(load case 4) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. FORCES (lb) 9) NOTE: The seal on this drawing indicates Maximum Compression/Maximum Tension acceptance of professional engineering TOP CHORD responsibility solely for the truss component design A-B = 0/22 B-C =-2380/711 shown. C-D =-2036/559 D-E =-2800/853 10) NOTE: Trusses are designed for an Enclosed E-F =-2552/746 F-G =-2157/655 building condition as per building designer, BOT CHORD assuming doors and windows are protected from I B-J =-631/2208 1-1 =-372/1531 windborne debris impact as per Fla. Bldg. Code H-1 =-372/1531 G-H =-559/1990 1606.1.4 WEBS C-J =-414/254 D-J =-50/500 LOAD CASE(S) D-H =-395/1402 E-H =-1095/396 Standard F-H =-118/703 I NOTES (8-10) 1) Unbalanced roof live loads have been considered for i this design. i I �J �u!311Crd 32624 M A D i J �rtnr A i,-i,\ , -. �juu 'I Job Truss Truss Type Qty Ply 53107 / METRO DEV/ Sanford Housing Bc i 53107 R31 :ROOF TRUSS 1 Job Reference (optional) Trussway, Orlando, Fl 6.100 e Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:44 -1-2-8 1 5-11-0 10-8-0 .13-0-0 16-M 18-6-13 24-4-0 1-2-8 5-11-0 4-9-0 2-4-0 3-M 2-6-13 5-9-4 Scale = 1:44.9 5x5 4.00 F12 D 5x5 zz 5x5 z: F 2x3 ""N TA 2x3 C G W4 wal X X C1. A 1c; 6 6 3x6 = L K J I 3x6 3x4 = 3x5 = 4x8 3x4 6-10-12 13-0-0 16-0-0 24-4-0 6-10-12 ------------ 6-1-4 3-M 8-4-0 LOADING (psf) SPACING 2-0-0 I CSclefi DEFL in (loc) It Ud 1 PLATES GRIP TCLL 20.0 Plates Increase 1.25 �r TC 0.39 Vert(LL) 0.13 J-L >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.29 H-1 >998 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TQ 0,07 H n/a n/a BCDL 10.0 Code FBC2001/ANS195 (Matrix) Weight: 110 lb LUMBER 2) Wind: ASCE 7-98; 120mph (3-second gust); TOP CHORD 2 X 4 SYP No.2 h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp BOT CHORD 2 X 4 SYP No.2 B; enclosed; MWFRS interior zone and C-C Interior(l) WEBS 2 X 4 SYP No.3 zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is BRACING designed for C-C for members and forces, and for TOP CHORD MWFRS for reactions specified. Sheathed or 3-9-5 oc purlins, 3) Provide adequate drainage to prevent water BOT CHORD ponding. Rigid ceiling directly applied or 7-10-7 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS (lb/size) loads H = 951/Mechanical 5) Refer to girder(s) for truss to truss connections. B = 1050/0-8-0 6) Provide mechanical connection (by others) of truss Max Horz to bearing plate capable of withstanding 192 lb uplift B = 73(load case 6) at joint H and 252 lb uplift at joint B. Max Uplift 7) "Fix heels only" Member end fixity model was used H =-192(load case 5) in the analysis and design of this truss. B =-252(load case 4) 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. FORCES (lb) 9) NOTE: The seal on this drawing indicates Maximum Compression/Maximum Tension acceptance of professional engineering TOP CHORD responsibility solely for the truss component design A-B = 0/22 B-C = -2273/645 shown. C-D = -2116/630 D-E = -2175/709 10) NOTE: Trusses are designed for an Enclosed E-F = -2004/637 F-G = -20081609 building condition as per building designer, G-H = -2292/711 assuming doors and windows are protected from BOT CHORD windborne debris impact as per Fla. Bldg. Code B-L = -55412091 K-L = -374/1533 1606.1.4 J-K = -374/1533 1-1 = -462/1848 H-1 = -621/2131 LOAD CASE(S) WEBS Standard C-L = -302/185 D-L = -128/600 D-J = -279/905 E-J = -840/317 F-I = -601352 G-1 = -336/194 F-J = -76/225 NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. I Q BAk L H A. G P. 2 5 3 8 9 'i TMISCI 53107 R32 !ROOF TRUSS 53 C Is e Inc. Wed 1-2 8 6-9-3 10-8-0 11-0-0 14-0-0 18-0-9 19-2-0, 24-4-0 1-2-8 6-9-3 3-10-13 0-4-0 3-0-0 4-0-9 1-1-7 5-2-0 Scale = 1:44.5 5x8 = 10-8-0 4.00 F12 D 5x5 = E 46 = J I H 45 = 3x4 = 3x5 = 4x8 = 10-0-0 11-0-9 14-8-13 18-0-9 +19-2-0, 24-4-0 10-0-0 1-0-0 3-8-13 3-3-12 1-1-7 5-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.22 B-J >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.49 B-J >584 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.07 G n/a n/a BCDL 10.0 I Code FBC2001/ANSI95 I (Matrix) I Weight: 105lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-8-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-9-15 oc bracing. REACTIONS (lb/size) G = 951/Mechanical B = 1050/0-8-0 Max Horz B = 73(load case 6) Max Uplift G = 191(load case 5) B = -253(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-2151/662 C-D =-1809/537 D-E =-16341538 E-F =-1833/553 F-G =-2240/713 BOT CHORD B-J =-560/1988 1-1 =-365/1580 H-1 =-365/1580 G-H =-619/2083 WEBS F-H =-462/260 D-J =-47/385 E-H =-48/350 C-J =-396/219 D-H =-86/192 NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint G and 253 lb uplift at joint B. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 10) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard OiIGf G3 r �. 3z$24 t2 6 1 r J ' 1 ?v1P5 Job i Truss Truss Type --�— Qty -� Ply 53107 !METRO DEV/ Sanford Housing / Bc 53107 R33 ! ROOF TRUSS 1 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17:00:45 2005 Page 1 I 12-2-0 { 17-M + 24-4-0 1-2-8 6-9-0 5-5-0 5-6-0 6-8-0 Scale = 1:45.4! 5x5 = n nn 3x6 = J I H G 3x4 = 3x5 = 4x9 = 2x4 11 LOADING (psf) SPACING 2-0-C TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 'Except' T3 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-11-0 oc bracing. REACTIONS (lb/size) G = 951/Mechanical B = 1050/0-8-0 Max Horz B = 134(load case 6) Max Uplift G =-189(load case 5) B =-257(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-2254/611 C-D =-2107/613 D-E =-2231/661 E-F =-2010/555 F-G =-906/318 BOT CHORD B-J =-613/2069 1-1 =-40611356 H-1 =-406/1356 G-H = 0/0 WEBS C-J =-353/222 D-J =-165/794 D-H =-217/901 E-H =-1055/421 F-H =-588/2132 NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. 10-0-10 CSI ! DEFL in floc) I/defl TC 0.83 Vert(LL) -0.24 H-J >999 BC 0.85 I Vert(TL) -0.53 H-J >539 WB 0.68 Horz(TL) 0.04 G n/a (Matrix) 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint G and 257 lb uplift at joint B. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 10) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1806.1.4 LOAD CASE(S) Standard 6-8-0 Ud PLATES GRIP 240 MT20 244/190 180 n/a Weight: 113 lb H.A. GPi ny? \ 153107 R40 I ROOF TRUSS 1 6.100 a Sep 17 -1-2-8 3-M 4-0-0 7-0-0 8.2-8 1-2-8 3-OA 1-0-0 3-0-0 1-2-8 Scale = 1:15.8 4.00 ,12 3x3 = 3x3 = C D 4x4 = 4x4 = 3-M 4-M 7-M I 3-0-0 1-0-0 3-0-0 Plate Offsets X Y : B:0-3-6 0-0-2 E:0-3-6 0-0-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.03 B-E >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.09 B-E >867 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code FBC2001/ANSI95 I (Matrix) Weight: 25lb j LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 409/0-8-0 E = 409/0-8-0 Max Horz B =-31(load case 6) Max Uplift B =-154(load case 3) E _-154(load case 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-425/96 C-D =-387/98 D-E =-425/96 E-F = 0/22 BOT CHORD B-G =-60/387 G-H =-601387 E-H =-60/387 NOTES (10-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint B and 154 lb uplift at joint E. 6) Girder carries hip end with 3-0-0 end setback. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 601b down and 171b up at 4-0-0, and 601b down and 171b up at 3-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 12) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-60, C-D=-65(F=-5), D-F=-60, B-G=-20, G-H=-22(F=-2), E-H=-20 Concentrated Loads (lb) Vert: G=-60(F) H=-60(F) 11 A GAG E. # 25389 O,ta;,cfl�` OWevard . 32824 .MA0 -1 53107 R41 I ROOF TRUSS 1 I 1 rd Housing 1-2 8 3-6-0 1-2-8 3-6-0 3x3 = C e 7-0-0 8-2-8 3-6-0 1-2-8 Scale = 1:1 3x3 = 3x3 = 3-6-0 7 7-0-0 J 3-6-0 3-6-0 Plate Offsets X Y : [C:0-1-8 Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.08 B-D >900 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.17 B-D >450 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code FBC20011ANSI95 I (Matrix) Weight: 25 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 346/0-8-0 D = 346/0-8-0 Max Horz B =-33(load case 7) Max Uplift B =-134(load case 4) D =-134(load case 5) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = 0/22 B-C =-247/82 C-D =-247182 D-E = 0/22 BOTCHORD B-D =-44/192 NOTES (6-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for i reactions specified. i 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at j joint B and 134 lb uplift at joint D. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 8) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard c iGE' H A G'1t^-AN P.E. # 25389 �u 0 t rU ,,,.., DOU'yvard Griarao, FL. 32824 M n 0 7 f 7'-1,0J 53107 RG1 ROOF TRUSS 1 1 ';Sanford Housing Project 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Oct 3-6-0 7-M 3-6-0 3-6-0 uq d 2x3 II C Scale = 1:14,5 4x5 = 3-6-0 4x5 = 3-6-0 3-M 3-6-0 � J LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0,03 D-E >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.07 D-E >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.01 D n/a r BCDL 10.0 Code FBC2001/ANSI95 (Matrix) Weight: 36 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 1503/0-8-0 D = 1503/Mechanical Max Horz A = 85(load case 3) Max Uplift A = -327(load case 3) D = -356(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-2536/535 B-C = -26/25 BOT CHORD A-E _-566/2369 D-E _-566/2369 WEBS C-D =-100/47 B-E _-270/1421 B-D =-2496/596 NOTES (8-10) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint A and 356 lb uplift at joint D. 5) Girder carries tie-in span(s): 21-4-0 from 0-0-0 to 7-0-0 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 10) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-60, A-D=-401 (F=-38 1) L3ti u FL. 32 153107 u4 Truss Truss Type jQty ,ply j53107 /METRO DEV/ Sanford He RG2 I ROOF TRUSS i 1 j 1 Job Reference (optional) 6.100 a Sep 17 2004 MiTek Industries, Inc. Wed Oct 26 17: 2-10-8 6-4-0 2-10-8 3-5-8 5x5 = B 4.00 112 it Scale = 1:10.81 C2x3 II 4x5 = 45 = 2-10-8 LOADING (psf) SPACING 2-0-0 TCLL 20.0 i Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2001/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-7-13 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 1538/0-8-0 D = 1534/0-4-0 Max Horz A = 35(load case 5) Max Uplift A =-349(load case 3) D =-353(load case 3) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B =-2850/621 B-C = 0/0 C-D =-105/49 BOT CHORD A-E _-599/2663 D-E _-55512432 WEBS B-E _-286/1462 B-D =-2522/575 NOTES (10-12) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=5.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 349 lb uplift at joint A and 353 lb uplift at joint D. 5) Girder carries tie"in span(s): 24-4-0 from 0-0-0 to CSI DEFL in (loc) I/deft TC 0.18 Vert(LL) 0.04 D-E >999 BC 0.97 Vert(TL) -0.08 D-E >906 WB 0.63 Horz(TL) 0.01 D n/a (Matrix) 6) Girder carries hip end with 2-10-8 end setback. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 531b down and 151b up at 2-10-8 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 12) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windbome debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-B=-60, B-C=-63(F=-3), A-E=-453(F=-433), D-E=-454(F=-434) Concentrated Loads (lb) Vert: E=-53(F) 3-5-8 Ud PLATES GRIP 240 MT20 244/190 180 n!a Weight: 31 lb I I id^• z^" H. A. c `tG 3 P.E. # 25389 �� A-i � 1 •1,y�VYJ 153107 Vol ROOF TRUSS 3x3 = 1-11-4 1-11-4 4.00! 12 B LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 84/3-10-8 C = 84/3-10-8 E _ -0/3-10-8 D = -0/3-10-8 Max Horz E _ -5(load case 7) Max Uplift A = -7(load case 4) C = -7(load case 5) E _ 1(load case 2) D = 1(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -77/45 B-C = -77/45 BOT CHORD A-E _ -5/5 A-C = -31/64 C-D = 0/0 NOTES (7-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. Qty Ply 1 1 e Sep 17 2004 MiTek Industries, Inc. Wed 3x3 % 3x3 zz 3-10-8 CSI DEFL in (loc) I/deft TC 0.03 Vert(LL) n/a n/a BC 0.04 Vert(TL) n/a n/a WB 0.00 Horz(TL) 0.00 C n/a (Matrix) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint A, 7 lb uplift at joint C, 1 lb uplift at joint E and 1 lb uplift at joint D. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 8) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 9) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard 1-11-4 Ud PLATES GRIP 999 MT20 244/190 999 n/a Weight: 9lb M Scale = 1:6.4 7 Job Truss :Truss Type IQty Ply i53107 / METRO DEV/ Sanford Housing / Bc 53107 V02 ROOF TRUSS 11 1 Job Reference (optional) Trussway, Orlando, FI 6.100 a Sep 17 2004 MiTelk Industries, Inc. Wed Oct 26 17:00:47 2005 Page 1 3-11-4 7-10-8 3-11-4 3-11-4 Scale= 1: 12.9 3x3 4.00 IT2- B ci C A 131 CY C 3x3 � 3x3 zz� 7-10-8 7-10-8 Plate Oftets(X,Y): [B:0-1-8,Edgel LOADING (psf) SPACING 2-0-0 CS11 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 I Plates Increase 1.25 TC 0.11 Verl(LL) n/a n/a 999 MT20 244/190 TCOL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) n/a n/a 999 I BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code FBC2001/ANS195 I (Matrix) Weight: 21 lb LUMBER 2) Wind; ASCE 7-98; 120mph (3-second gust); Top CHORD RD 2 X 4 SYP No.2 h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp BOT CHORD 2 X 4 SYP No.3 B; enclosed; MWIFIRS interior zone and C-C Interior(l) zone; cantilever left and right exposed ; Lumber BRACING DOL=1.33 plate grip DOL=1.33. This truss is TOP CHORD designed for C-C for members and forces, and for Sheathed or 6-0-0 oc purlins. MWFRS for reactions specified. BOT CHORD 3) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 10-0-0 oc bracing. chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 4) Gable requires continuous bottom chord bearing. A = 292/7-10-8 5) Provide mechanical connection (by others) of truss C = 292f7-10-8 to bearing plate capable of withstanding 8 lb uplift at E -55/7-10-8 joint A, 8 lb uplift at joint C, 109 lb uplift at joint E and D = -55/7-10-8 109 lb uplift at joint D. Max Horz 6) "Fix heels only" Member end fixity model was used E = 15(load case 6) in the analysis and design of this truss. Max Uplift 7) NOTE: Refer to yellow bracing and/or T-1 sheet for A = -8(load case 4) more information. C = -8(load case 5) 8) NOTE: The seal on this drawing indicates E -109(load case 2) acceptance of professional engineering D = -109(load case 2) responsibility solely for the truss component design Max Grav shown. A = 306(load case 2) 9) NOTE: Trusses are designed for an Enclosed C = 306(load case 2) building condition as per building designer, assuming doors and windows are protected from FORCES (115) windborne debris impact as per Fla. Bldg. Code Maximum Compression/Maximum Tension 1606.1.4 TOP CHORD A-B = -262/147 B-C = -262/147 LOAD CASE(S) BOT CHORD Standard A-E = -15/15 A-C = -110/223 C-D = 010 NOTES (7-9) 1) Unbalanced roof live loads have been considered for this design. Pr- Z 0 1 L 53107 11 V2 ROOFTRUSS Housing / Bc `f a 0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 I Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 8-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 136/3-11-4 D =-10/3-11-4 C = 100/3-11-4 Max Horz D = 38(load case 4) Max Uplift A =-1(load case 4) D =-21(load case 2) C =-34(load case 4) Max Grav A = 140(load case 2) C = 100(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -29/22 BOT CHORD A-D = -47/0 A-C = 0/0 WEBS B-C = -79158 NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. ,Job Ri 6.100 a Sep 17 2004 3-114 2x3 B 3x3 = 2x3 11 7-10-8 CSI DEFL in (loc) I/dell TC 0.09 Vert(LL) n/a n/a BC 0.09 Vert(TL) n/a n/a WB 0.02 Horz(TL) -0.00 A n/a (Matrix) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint A, 21 lb uplift at joint D and 34 lb uplift at joint C. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 8) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard Ud PLATES GRIP 999 MT20 244/190 999 n/a Weight: 11 lb Scale = 1:9.0 / 2C73 153107 iV3 MONO TRUSS 1 i 1 using / a 0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 I Code FBC2001/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) D =-40/5-11-4 C = 171/5-11-4 A = 248/5-11-4 Max Horz D = 63(load case 4) Max Uplift D =-81(load case 2) C =-57(load case 4) Max Grav C = 171(load case 1) A = 270(load case 2) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -48/37 BOT CHORD A-D = -78/0 A-C = 0/0 WEBS B-C =-135/98 5-11-4 5-11-4 s SeD 17 2004 2x3 11 B 3x3 2x3 II NOTES (6-8) 1) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1-4 CSI DEFL in (loc) I/deft TC 0.28 Vert(LL) n/a n/a BC 0.28 Vert(TL) n/a n/a WB 0.03 Horz(TL) -0.00 C n/a (Matrix) 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint D and 57 lb uplift at joint C. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 7) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 8) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard Ud j PLATES GRIP 999 I MT20 244/190 999 n/a Weight: 18 lb Scale: 1 "=1 P,E.# 2 L n _: ^.Ira::-i uoD truss truss type Qty Ply 153107 / METRO DEV/ Sa 53107 V4 MONO TRUSS 1 1 lq a 0 26 17:00:48 2-9-12 3-11-4 2-9-12 B 1-1-8 4.00 ',12 Scale = 1:6.f 3x3 % 2x3 11 1.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code FBC2001/ANSI95 I (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) E _ -42/3-11-4 D = 99/3-11-4 A = 176/3-11-4 Max Horz E = 25(load case 4) Max Uplift E _ -42(load case 1) D = -26(load case 4) A = -33(load case 4) Max Grav E = 14(load case 4) D = 99(load case 1) A = 176(load case 1) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD A-B = -97/27 C-D = -67/50 B-C = -67/32 BOT CHORD A-E = -32/0 A-D = -32/67 NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph (3-second gust); h=15ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Interior(1) zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint E, 26 lb uplift at joint D and 33 lb uplift at joint A. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to yellow bracing and/or T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. 10) NOTE: Trusses are designed for an Enclosed building condition as per building designer, assuming doors and windows are protected from windborne debris impact as per Fla. Bldg. Code 1606.1.4 LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 11 lb r�i V Jo J o o ROOF LOADING TCLL 20 24" O.C. MILL 10 1.25% DF TOLL 0 MILL 10 PSF 401 WIND ASCE.7-98 0 120 MPH ROOF HANGER SCHEDULE MARK DESCRIPTION I simpsojv Usp RHJ I HUS26 THD26 70mm TRUSSWAY. LTD_ Mo.,r.r �.., 88211*4 (407) 857-.97771 PH (407) 851-7899 F" IIW=Nlr I www. 01"sumv o" J 0 3 Al 10 1 -------- ---- - -- -------- - ------ Lo 0 o/ REFER TO SHT."T- 1. C4 i6 FOR IMPORTANT INFORMATION! DATE 10-27-5 DRAWN BY; Bc Go CHECK BY: �J N G TYP:( ki- A 1 JOB NO. :53107 rn - N k SCALE NTS REVISIONS O ROOF TRUSS PLACEMENT m 0 5jlozdwg SHEET ALL SCAMS ARf* Df90VF0 BY OTHERS RC. SMUMMU PLANS FOR BEAM SIZES 282 08B0=DROP 864M BY OTHERSW— F880-FLUSH BE" BY OrHERS11 TANDARD ROOF DETAILS M FLj S , , / /1�1 - VER 1.0 — JUNE, 2003 STRUCTURAL COORDINATION REFER TO ARCHITECTURAL/ENGINEERING PLANS FOR STRUCTRAL ENTITIES (BEAMS, HEADERS, SEISMIC/WINO REQUIREMENTS, ETC.) THAT ARE NOT INDICATED ON TRUSSWAY'S PLACEMENTS. CONTINUOUS SUPPORT (STUDS, BLOCKING BETWEEN FLOORS, ETC.) MUST BE PROVIDED, BY BUILDER, TO TRANSFER LOADS FROM BEAMS, GIRDERS, HEADERS, ETC. TO FOUNDATION. SEE TRUSS PLACEMENTS & ARCHITECTURAL/ENGINEERING PLANS FOR LOCATIONS OF BEAMS, GIRDERS, HEADERS, ETC. _1 1-0 DRDP TOP CHORO HIP �2x4 RUNNERS x T. C. TRUSS 2x4 LEDGER EXTERIOR VA UL T Scissor Sc1 a Truss Scissor Truss i I Gable Truss I � I V Li ,j vault Une IV I i f Ba Fromad Vault Mal I � Wall by others} �. Ploterne (beYO1_'dL- Interior terior Interiolr Exterior CAUTION:. EXERCISE CAUTION IN PLACEMENT OF SELECTED HANGERS. FOR TYPE o Mm REFER TO TRUSS PLACEMENT DESIGNATED HANGER AND LOCATION. HANGERS MUST BE ADEQUATELY ATTACHED. SEE HANGER MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION INFO. 91 TRUSSMY, LTD_ CAUTION" REFER TO 8 1/2"x11" TRUSS DIAGRAMS FOR UPLIFT FORCES ON TRUSSES EXPOSED TO WIND. PROVIDE 1N7ERNA7 ADEQUATE ANCHORAGE FOR TRUSSES, AT SUPPORT POINTS, wwm &708uyI AS NOTED ON TRUSS DIAGRAMS. SPECIAL ATTENTION SHOULD BE GIVEN TO ANCHORAGE OF ALL BEAMS & COMPONENTS THAT SUPPORT TRUSSES AFFECTED BY WIND UPLIFT. I �t1tj rCp1a)m REFER TO TRUSSWAY'S ROOF, FLOOR AND/OR COMPONENT SPREAD SHEETS FOR A LISTING OF ALL MATERIALS (AND QUANTITIES THEREOF) SUPPLIED BY TRUSSWAY. ALL OTHER MATERIALS ARE TO BE SUPPLIED BY OTHERS, CAUTION: TRUSS GIRDERS MAY CONSIST OF MORE THAN ONE TRUSS MEMBER.MULTI-PLY GIRDERS ARE SHIPPED UNATTACHED FOR EASE OF INSTALLATION. BUILDER/TRUSS SETTER IS RESPONSIBLE FOR REVIEWING 8 1/2%11" TRUSS DIAGRAMS TO DETERMINE PROPER NUMBER OF PLYS & NAILING/CONNECTION METHOD AND MAKING PROPER CONNECTIONS IN THE FIELD. CAUTION: CONNECTING HARDWARE IS NOT INCLUDED IN THIS CONTRACT. CAUTION SHOULD BE EXERCISED WHEN SELECTING CONNECTING HARDWARE. SPECIAL ATTENTION SHOULD BE GIVEN TO CONNECTOR CAPACITY (i.e. GRAVITY, UPLIFT & LATERAL LOADING), CONFIGURATION & CONNECTION SURFACES. TRUSSWAY IS AN AUTHORIZED SIMPSON STRONG -TIE & USP CONNECTOR DISTRIBUTOR AND WILL BE PLEASED TO QUOTE ALL YOUR CONNECTOR REQUIREMENTS. PLEASE CONTACT YOUR TRUSSWAY REPRESENTATIVE FOR DETAILS. CONTRACTOR IS TO PROVIDE ADEQUATE WATERPROOFING TO PROTECT TRUSSES FROM ANY MOISTURE ACCUMULATION. NON-COMPLIANCE COULD AFFECT THE STRUCTURAL INTEGRITY OF THE TRUSS. REQUIRING REPLACEMENT OR REPAIR. CONTRACTOR TO BE AWARE OF LARGE LINEAR AND CONCEN- TRATED LOADS OCCURING IN BEARING WALLS. IN ORDER TO PREVENT CRUSHING, CONTRACTOR IS TO PROVIDE VER- TICAL BLOCKING IN LOAD PATHS, TO FOUNDATION, AS PER CODE REQUIREMENTS. CONVENTIONAL ROOF BRACING SHALL BE EVENLY DISTRIBUTED ONTO INDICATED "LOAD BEARING" WALLS ONLY. EXCESSIVE DEFLECTION, OR FAILURE, MAY OCCUR IF LOADS ARE PLACED ON WALLS OTHER THAN THOSE SPECIFIED. BOTTOM CHORD IS TO BE CONTINOUSLY BRACED. IN AREAS WHERE A RIGID CEILING IS NOT APPLIED DIRECTLY TO THE BOTTOM CHORD, LATERAL BRACING IS REQUIRED, AT 10'-0" O.C.. AT BOTTOM CHORD. CAL-' LP"1201mill WHEN VALLEY TRUSSES ARE PARALLEL WITH SUPPORTING TRUSSES, FIELD BLOCK, WITH 2x4's AT 36"o.c., BETWEEN THE TOP CHORDS OF THE SUPPORTING TRUSSES. MAY BE REQUIRED AT EACH SIDE OF COMPONENT ITH ENGINEER OF RECORD.(E.O.R.) w TRUSS HANDLING, INSTALLATION AND BRACING DRAWING APPROVAL PROPER PRECAUTIONS SHALL BE TAKEN WHILE HANDLING, INSTALLING & BRACING TRUSSES. TRUSSWAY'S FINAL PREPARATION OF TRUSS DRAWINGS WERE PERFORMED WITH DUE CARE A DIRECT INTERPRETATION OF THE ARCHITECTURAL PLANS PROVIDED. �� O SEE T.P.I. "HIS-91 SUMMARY SHEET" AND W.T.C.A. "WARNING POSTER." THAT HAVE FOR ACCURACY AND ARE APPROVAL BY OWNER, ARCHITECT, OR RELATED PROFESSIONS WILL IMPLY THAT TRUSSWAY'S C TRUSSWAY CANNOT BE RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF TRUSSES BEEN DAMAGED DUE TO IMPROPER HANDLING, STORAGE OR BRACING PROCEDURES. SHOULD DAM- ENGINEER WILL BE REQUIRED & CER- PLACEMENTS, SPREADSHEETS, AND DRAWINGS ARE ACCURATELY DRAWN AND CONCEPTUS TO THE ARCHITECTURAL DRAWINGS. APPROVAL WILL INCLUDE, BUT NOT BE LIMITED TO, DESIGN CRITERIA, C� �T AGE OCCUR, AN ANALYSIS BY A REGISTERED PROFESSIONAL DETAILS, DIMENSIONS AND QUANTITIES. IN LIEU OF WRITTEN APPROVAL, JOBSITE ACCEPTANCE ^� TAIN FIELD MODIFICATIONS, REPAIRS AND/OR REPLACEMENT OF PRODUCT MAY BE NECESSARY. OF PRODUCT SPECIFIED ON TRUSSWAY DRAWINGS ACKNOWLEDGES APPROVAL. JOB COORDINATION TRUSS DESIGNS DRAWING OWNERSHIP DOCUMENT EXAMINATION THE LOCATION OF TRUSSES IN CERTAIN AREAS MUST BE COORDINATED WITH OTHER TRADES (MECHANICAL, PLUMBING, FIREPLACE, ETC.). IF "ON CENTER" TRUSSES ARE DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED BY OTHERS AND NOTED IN CONTRACT DOCUMENTS, VERIFICATION OF LOADING, THIS DRAWING, AND RELATED DOCUMENTS, IS THE PROPERTY OF TRUSSWAY AND ARE NOT TO BE REPRODUCED OR COPIED, IN THE CONTRACTOR & ALL RELATED TRADES ARE TO EXAMINE ALL DOCUMENTS IN THIS PACKAGE PRIOR TO ERECTION OF TRUSSES & REFER TO ALL PLACEMENT NOTES & SPACING OF ANY TRUSS EXCEEDS DIMENSIONS SHOWN ON TRUSSWAY'S LAY- DEFLECTION LIMITS, FRAMING METHODS, WIND & LATERAL BRACING IS THE WHOLE OR IN PART, OR USED FOR UNAUTHORIZED MANUFACTURING, DETAILS, TRUSS INSTALLATION AND BRACING NOTES (YELLOW SHEETS), T.P.I. 'WARNING OUTS AND/OR ENGINEERED DRAWINGS, AN ANALYSIS WILL BE REQUIRED AND RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD (E.O.R.). OR IN ANY OTHER EXPLOITATION OF THE ITEMS DISCLOSED THEREIN, COMMENTARY & RECOMMENDATIONS (HIB-91 ORANGE SHEET) AND W.T.C.A. CERTAIN FIELD ALTERATIONS AND/OR REPAIRS MAY BE NECESSARY. CONNECTIONS OF TRUSSES TO BEARINGS, STRUCTURAL ADEQUACY OF OR IN ANY OTHER WAY DISCLOSED OR USED FOR FURNISHING INFORMATION TO UNAUTHORIZED PARTIES WITHOUT THE EXPRESS POSTER" (WALL POSTER). ANY CONFLICTS, ERRORS OR DEVIATIONS SHALL BE REPORTED TO TRUSSWAY FOR MODIFICATION. NO FIELD ALTERATIONS OR REPAIRS ARE ALLOWED WITHOUT WRITTEN AUTHORIZATION FROM TRUSSWAY. BEARINGS (WALLS, COLUMNS, ETC.) & OVERALL STRUCTURAL INTEGRITY OF THE BUILDING IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD. WRITTEN CONSENT OF AN OFFICER OF TRUSSWAY. NO UNAUTHORIZED FIELD MODIFICATIONS ARE ALLOWED. ROOF DETAILS T- I SHEET GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handling, installing and temporary bracing of trusses. Refer to BC5I 1-03 Guide to Good Practice for Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI-5 3 SUMM U Sheet -Web Member Permanent Bracing/Web Reinforcement for more information. All other permanent bracing design is the responsibility of the Building Designer. The consequences o` fmprop r handmg, instaffing and b acino rnav be a, collapse of the: s+ ( L worse, sc'r7ocis pE-rSrnal irljuf'y or death. Ei r suftadu de:un r l .re, nstaiaci&l y arboit inadecuauos, puf.de siir la ra(oa de!a es-._actufa ,; our peon, muertos o heridos. Banding arid truss Plates have sharp edges. Vl:.ar Qglove-, vh_r? nand) ng are, safety ty glasses ..h; i cutting banding Fmp ques y pia as d n .:fa n .. bo ; s afiiados Use gr ) f : y Iente'> p c.e<.t., fs C ; rout: Bate os empaques I HANDLING - MANE]O I NOTAS GENERALES os uI os a Ise HAND ERECTION - LEVANTAMIENTOAMANO BRACING FOR THREE PLANES OF ROOF Los trusses no estan marcados de ningun modo que us,r^s 20, or y t Trusses 30' or �t lJ fess, EL ARRIOSTRE EN TRES PLANOS DE TECHO identfique la frecuenoa o localizaci6n de dos arnostres Sup,K)!f - suPpont at (bracing) temporales. Use las recomendaciones de mariejo, a Peak, �� quarter p sots, , f .' ' instalacion y arriostre temporal de los trusses. Vea el fQUdQ BC5I 1-03 Guia de Buena Practica Maneio. Instalac on Levante de This bracing method is for all trusses except 3x2 and ?x2 parai'e7 chord t-a<.vts. Data el uE 'ru los Ds cuartos Este rn Aodo De arriost; e ES para todo trusses excei3to trusses d> cu_. u?s para .,l ,. 3x2 ,/ Ix2. v Arrw!&e de dos Trusses de Madera Connectados con Pietas de Metaloara para mayor information. d i de trarno los L dib d di " d I t 'fKa s E>t : Trusses u to 20' u asses de 30 - pies o menrs Trusses up to 30' 1) TOP CHORD - CUERDA SUPERIOR no a os russes p letlen es— r ff .*- p -► - _W las localizackams de dos amiostres permanentes en dos ! Trusses hasta 20 pies Trusses hasta 30 pies miembros individuales en compresion. Vea la hoja restu BCS1-B3 Data los aniostres Dermanentes y refuerzos de dos miembros secundarias (webs) para mayor information. El HOISTING LEVANTAMIENTO recto de ar i3stres permarler tes son la responsab l dad del 4 1, ; us ✓ ,;t r rlth the ei e(tion equipment unu5 tem,Porary bracing is Irs.n,i d and OiseMdor del Edifido. � ,ass asten.o to the rt aril g points calla .. ass er) Dos:r;on con 'a Grua hasta Due el aril s:e ter^pura; este if s.aiadc' y a 'Seguirado en 0-s soportes. Do notlifttrusses over 0 by thep ax No It ✓ante del ptco i ;s tl uss_; de nas de aft pies. Greater than 30' Mas de 30 oies <J"EE74 V Use spnoal cafe in winoyWeather or near rye>r u)ru ..s. ano L, ONE WEEK OR LESS MORE THAN ONE WEEK 'v L _R0 cfouidado e pfiai en di, verifosos o cerca de 3a-opuertos. :. Toe-i-► j Spreader bar for truss bundles c Tagline '17 I J r I < ; HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS �� /.k Avoid '.'Moral bending. ding. E: to la llex16r, .ateraL CXj not store, No a't T _ene nora-ed bundles ✓ertl .al e ee k)s upright, n,:sns sueltos. /(1 Do rG s:nr', of, %J of a':e..:' en, .. uJ uneven groundtie r a desigual. Tagline _ Spreader bar 1/2 to 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES 60' or less �- Approx. 1/2 �I truss length TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Locate Spreader bar Attach above or stiffback 10' o.c. max. mid -height Spreader bar 2/3 to ��- 3/4 truss length Tagline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SCORE 60 PIES BRACING - ARRIOSTRE Re e to 6CSa 13.2 Summo y 51btt,.- Trua51.:stalla. a ! On and .Tor vfrdry Brat, r)g for more nformaUon, vea ei fe5,J.men, 0Cs.102 1'16+a ac 0r de I J5Wt �.. "rr ✓ a y AF IOalreaCPt„Ordl para inn/or info n ac -.n. DO . (A walk on Unbraced trusses. V { t i life on trusses suelms ��,•JJ n ,. r,n II io i , -a-") r ..rt, 'e l)713ry hi.!Ci!".Cis .Js al, os, he's be t :.. a Para e! v r. ,r s. re, ar,er.e en I ea, f.Gn t .e.: una .,(. as :.as ic,, arr[ostres a.c rales �E Brace first truss well before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) min. ss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing d de Tramo Es miento del Arriostre Tem ral de la Cuerda Su rior to 30' t 10'o.c. max. a 3' 010 ies Maximo to 45' 8'o.c. max. 45 es 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 'to 80" 4' o.c. max. 60 a 80 pies' 4 pies Maximo :Consult a Professional Engineer for trusses longer than 60'. Consulte a Lin ingeniero para trusses de mas de 60 pies. f 7! See SC 182 for TCTL8 opt.ons. `✓.t t:: BOSS BL para as -•D-Ones de TCTLB I- . - ,a_01e End, Frame i'71 S'e.ot,.,a d:ao,Xi iI ot Yf e5. oC51 P6 Aingstre, Repla, os arrioslrf,,S ore -I iruS:i (;:rm oral.. lag oaf's. ZSet first five JSs£s ✓ tr .:J ( t prece5, then add cagonals. procESs r E groups of trusses unfili'. ail 4 are Set. Instale o" oilco i ,., 55E'S of espacl do ices u ) ioS aliiostres Rep;ta e,. ste rrxed or e ::; ) , us 6. , (latfo tr, ,su s h asta U(E t0d(;S Cs truizses ptit sta!ado5. 2) BOTTOM CHORD - CUERDA INFERIOR Lateral braces 2x4xi2' length lapped over two trusses. , 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS Web 1 max. sameme spacing pacing as bottom chord lateral bracing Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 /x Refer to S 1 57 Maximum lateral brace spacing L� 5ur-,,^rdry, 5hs t 10' o.c. for 3x2 chords Tg pv any v L4.. t 15' D.C. for 4x2 chords 15 Diagonal braces P r tar qt nj Or Para k ho, 10 or every 15 truss spaces (30' max.) u uS,saFor(f,r- a .Y ...y' lx.l'ppr„ntt: de The end di�'"-_. °f:15;zi', dl-, tu.rO.i:t,_. brace for cantilevered p�•.a. Crch.S G r' n trusses must be placed Lateral braces informaf::i6n, on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION nera 0,u or. P ne'. olE nc:i s Dafa F.le d de- Piano,Tru Z Length -► Max tag. Max Sow --- 'f- length •• r Lengr . 8 Max. Bow T ss Length Max. w 14.6 To .>rart s for -- D/50 j D (ft.) ri" 16.7' .3•,-t, ur'r_ 1 1 /4" 1' 1-1/8" 188' 'oler` s ra``' 1/2" 2. 1-1/4' 20.8' i.:r1-3/8" 3/4" 3' 22.9' om I Plumb i I- 4, 1-1/2" 25.0' ' 1-1/4"! 5' 1-3/4" 29.2' 0/50 max 1-1/2' 6' 2' _ a 33.3' a, ai•'t 1 3/4" 7' 2 > 8' CONSTRUCTION LOADING - CARGA DE CONSTRUCCION sfA S Do nor p , (.d mlin cc str;xtio . until al' h nc is st<u eiy Maximum Stack Height and properly r' piace, for Materials on Truss No p; of eda r (n Ia f O st rucoon last-, que todo.;'os arriostr4 f SYer' e. fY'.a af:r )�:ada '� 5(.yeira. Material Heigh (hi Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3-4 tiles high X% ( not exceed . ' X rr t r' stack t I rts, Refer EJ SF ov SJn�,n r3 y Sf <L7._ r4r SL oc iJr L,rad41 g `. r inform", I . No ex c 3 ias max as ,l.urx r c )r)enda Lea, rt u r en, Bf_Sj 54aigo. dQ Co iaGuscl) : p ra r a✓ -na lc ) i LY; not '.i✓e,rload small groups . s,ngle trusses. ! `i tri sob er<. rr,.i � ?x tit-r•,C,s qr i fay a (-�ussets i. rt ividuates. tv 17 Pace o 7 over is miry t: JSSE C rM1.15 I Z s (.a rg<b e 1= c, l v:s 1. _, sea rY• ,kl.. 4 l • i h .., on _ <ds _,v .,ad lea ng e ai s. z t `s, cara s set' .. as r •oes s000.. rantes. /v ALTERATIONS - ALTERACIONES Ik Re¢>r to 9�,51 H SUn'na'Y..ShOGt irJ.Sy Damage,_Jrvps if; M4S`.ifit4Qi4AhS..driN in.5idiidSiOr)'Et 5. !' ♦ vea >I resu.nie(t.. acsf-55 Di kt, fff irt;.SSss, f w ilta�l0i °,',n lu �vrd f eilr2rc de..1t?�XafdCion,. Do n(r (u ) () or n✓ 1ctural men b '> truss un less specie ail/ p 'm,Ver, by the= rds Design Dar✓limn. No a r tre, e G fore nit gun mierntrfi inSt uctur., de dos r sys r o oeros o e- est e°sp �<arr ante pe>rmitido en el dibu;o /\ f )ss + t X a f i v:. ; )a 1 -c .iuriro constructionu i red vvnt out the Truss Manufacturer's e t Prior n (v A r re e t. c Truss Ma act s I r"I LU warranty rn .and ✓ue. 1r y d y frusses 4 e >` h -t r / d.. - r I ) strutc h r. sdo alt radvs sinucd au on2306n previa c r i :ante de I s,e s �.d_n cdu< (. e m nar . ga an,ia def Fab t£acte de I usse NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and aam operator (if apdk'abie) are ca- paWe to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding ccx,struc,Don practices from a competent party. The methods an pnxedures outlined are intended to ensure that the Werali construction tectinlques employed wilt put floor and roof trusses into place SAFELY. These recommendations for handling, installing ant bracing wood trusses are based upon the collet" experience of leading technical personnel m the wood truss industry, but must, due to the nature of respomftxlftles involved, oe presented only as a GUIDE for use try a qualified Building Desigrrer or Erection/Insiailation Contractor. It is nor intended that these recommendations be interpreted as superior to any design specification (provided by either an Archite¢, Engineer, the Building Designer, the Erectien/Instaltation Contractor or otherwise) for handing, installing and bracing wood trusses and f does r. preckWe the use W other equwakmr metMtls for bracing an prm dirV stability for the walls and columns as may be determined by the truss Erection/Installation Contractor. Thus, the Wood Truss Council of America and the Truss Plate Institute expressly disclaim any resppnslbfirry fm damages arising from the use, epplkatgn, or reliance on the recommendations an information contained herein. A& ..i -;-� _61 WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane " Madison, V✓I 53719 218 N. Lee St., Ste. 312 • Alexandira, VA 22314 608/274-4849 • www.woodtruss.com 703/683-1010 ° www.tpmst.org n1WARN11x17 20050501 OP & NAILS YRDER fONO (0. 148 x 3 114 " P—nail) TOE —NAILS @ BOTTOM CHORD CONNECTION. THROUGH BACK SIDE OF INTO END GRAIN OF TRUSS ARE NON ALLOWED) 3) — (0. 148 "x3 114 " P—nail) TOE —NAILS @ TOP & 'OTTOM CHORD CONNECTION FOR 'h'R " GIRDER ND (12) NAILS ALONG VERTICAL END WEB OF YR" GIRDER INTO THE HIP GIRDER TRUSS. 2) — (0. 148 "x3 114 " P—nail) TOE —NAILS @ OP & BOTTOM CHORD CONNECTION. R" ?DER TYPICAL HIP SET NAILING - OPEN FACE I Allowable Holes for Uniformly Loaded Beams 3" minimum 1/3 depth 13/" diameter maximum 1/3 depth ____ ______------ j ........ __ _ _ __ ___ _iAllowed Hole Zone 1/3 depth � � Allowable Hole Zone 1/3 span 1/3 span 1/3 span - T r Y Cutting, notching or drilling 1. This hole chart is for typical beam applications only, and covers uniform loads and span holes are NOT allowed, conditions provided in this brochure. except as noted. 2. NO square holes are allowed. 3. For other hole configurations, contact your design professional or supplier for assistance. Multiple Member Connections for Side -Loaded Beams 3 -1 /2" t 2"L I 2Pc.1-3/4" 1 2" 1-3/4" x 2 5-1/4" t--t 2T 3 Pc. 1-3/4" 2" 1-3/4' x 3 5-1/4" 5-1/4" t t—t 1-3/4'r 3.5" 1-314"x3 Afth 7„ 7„ 7„ 3 Pc- 1-3/4" (eoR only) 2"T- 1-3/4- x 4 3.5" x 2 1-3/4"x 2 +35" 1. Specific gravity for nail and bolt design is 0.44. 2. For 2 rows - 16-d nails @ 8" o.c. use 540 plf, 6" o.c. use 720 plf and 4" o.c. use 1080 plf. For 3 rows - 16-d nails @ 8' o.c. use 810 plf, 6" o.c. use 1080 plf and 4' o.c. use 1620 plf. 3. For 2 rows - .131" dia. gun nails @ 8" o.c. use 428 plf, 6" o.c. use 570 plf and 4" o.c. use 855 plf. For 3-rows .131" dia. gun nails @ 8" o.c. use 638 plf, 6" o.c. use 850 plf and 4" o.c. use 1275 plf. 4. For 1/2" bolts spaced 8' o.c. use 1125 plf, 6" o.c. use 1500 plf and for 4" o.c. use 2250 plf. 5. The beam must be sized to carry the applied load, the connection can then be checked for adequacy. 6. For 3 piece members, nailing is specified for both sides. 7. Values listed are for 100% duration. Increase 15% for snow loaded roof condi- tions and 25% for non -snow loaded roof conditions. 8. All nail and bolting requirements use the 2001 edition of the NDS@ as a guideline. NDS@ does not purely apply to this con- nection problem. Bolt design assumes a worst case mode I single or double shear failure. Nail design assumes a worst case mode Ill failure. 9. For beams greater than 7" wide see a design professional for the bolting and loading requirements. 10. Screws cqn be used in place of bolts as long as the screw capacity is identical or greater than the 1/2" bolt capacity. see screw manufactuer literature. Specification Guide 1.0 GENERAL MASTER PLANKQ is a laminate construction of spruce veneers procured from forests managed and certified under the Finnish Forest Certification System audited by BVQI (Bureau Veritas Quality International) according to the IS014001 environ- mental standard and the ISO 9002 quality standard. It is composed of various qualities of veneer arranged to obtain optimum utiliza- tion of each veneer to develop maximum strength and reliability. All veneers are oriented with the grain parallel to the long dimension of the billet, and is commonly referred to as Laminated Veneer Lumber (LVL)_ 2.0 INTENDED USE This product is intended to be used as beams, joists, lintels or rafters under dry conditions of use. and for scaf- fold plank, staging, bleacher seats, cross arms, ladder. rails and other industrial applications. 3.0 DIMENSIONS AND COMPOSITION MATERIAL 4.0 Veneer Plies Face, back and inner plies are all of the same species and meet Pan European Forest Certification requirements. 4.1 Species Norway Spruce (Picea abies) 4.2 Grade The grade shall not be below Grade C, per ! American Product Standard PS 1. 4.3 Thickness The thickness of each veneer shall be nominal 3.0mm (0.110"). CONSTRUCTION 5.0 Glue Bond Requirements The glue shall meet or exceed American Product Standard PS 1-Exterior Type. 6.0 Grain Direction All veneers shall be oriented with the grain parallel to the long dimension of the billet. 7.0 Veneer Joints All individual veneer joints shall be scarfed and staggered, with a distance between joints of not less than 4" (10.16 cm). 8.0 Tolerances ' T�11C14ne55 Y all ^ 4 R $ vi. y} s r r? Width < 8 (200 mm) ± 1/16 (1.5 mm) w ... &;(2g0�€nrn)°Z4600 [iirpsa. >24"600mm ±0.5% g rem . ti„ ail ��r ,r� ,. Bearing Information Bearing at WaR�, 100 Al aring area. 4 Bearing at Concrete Wail �. Protect wood from direct contact with concrete per code requirements. ' Consider concrete and masonry connectors for this type of application. MANUFACTURE 9.0 . Finished Product - 9.1 Widths Widths shall be cut within tolerances given, and with square clean edges, for each order. 9.2 Lengths Lengths shall be cut within tolerances given, and with square clear edges, for each order. 9.3 Surface Surface may be sanded or unsanded as required by order. 9.4 Surface Surface (face) veneer maybe grade (clear) if requested. 9.5 Surface To enhance dimensional stability, seal coating can be provided upon request QUALITY CONTROL . 10.0 MASTER PLANK is manufactured under the ISO 9001 quality certification system. Quality control shall be under the supervision of the Technical Research Centre of Finland, Helsinki, Finland. IDENTIFICATION 11.0 MASTER PLANK 2NZ Straer code if top gearing for tinuous header. Door or Window - Header Trimmers. See page 4 item.k5, and following 12- Plywood tables for minimum or OSB filler number of trimmers. 5 aring at Wood or Steel Column \ Verity required bearing area. V r 2 r V7T BukihV and Trarapon Cerl F—A Ap.-y NE -, z9w F..2 E LAMa"TED VENEER LUMBER- Mµ�yMl6-02-E . Finnforest Marnd—h—d Fr0b 1 USA In Fh,land Er, remand wood M1.1— Minimum of 2 rows 16d (3 12'nail 12' o.c. Minimum of 3 rows 16d (3 127 nails at 12- o.c. for 14', 16" and 18" beams. Multiple pieces of Master Plank can be nailed or bolted together to form a header or beam of the required size, up to a maximum width of T'. Connection of Multiple Pieces of Top -Loaded Beams For side4oaded multiple member beams, see table on Pg. 3 M 2 WEB MEMBER PERMANENT BRACING BRACE IT FOR STABILITY BRACED WEBS MAY REQUIRE ONE OR TWO PERMANENT LATERAL BRACES. CHECK THE TRUSS DESIGN DRAWING FOR NUMBER AND LOCATION OF BRACES. TWO BRACES REQUIRED ON THIS WEB SHOWN BELOW: ALTERNATIVE DIAGONAL BRACING OPTIONS PERMANENT CONTINUOUS LATERAL BRACING \ DIAGONALLY BRACE THE PERMANENT CONTINUOUS LATERAL BRACING ONE BRACE REQUIRED ON THIS WEB CONTINUOUS LATERAL BRACE SPLICING DETAIL SHOWN BELOW SPLICE BLOCK :ONTIN000S ATERALBRACE WEB MEMBER SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION BRACING OF METAL PLATED CONNECTED WOOD TRUSS TECHNOLOGY IN BUILDING TRUSSES", FOR MORE DETAILS.. V/�V I J° INFORMATIONAL SERIES WEB MEMBER PERMANENT BRACING BRACE IT FOR STABILITY 1) INDIVIDUAL TRUSS DESIGNS DRAWINGS IN THIS PACKAGE SHOW THE LOCATION FOR ALL WEB MEMBER PERMANENT BRACING. 2) ALWAYS REFER TO THE TRUSS DESIGN DRAWING AS THE FINAL AUTHORITY FOR PERMANENT WEB MEMBER BRACING. 3) THE PURPOSE OF THIS BRACING IS TO SHORTEN THE BUCKLING LENGTH OF CERTAIN WEB MEMBERS. THE BUILDER/FRAMER IS RESPONSIBLE FOR THIS DETAIL SHOWN ON THE INDIVIDUAL FURNISHING AND INSTALLING ALL WEB BRACING. TRUSS DESIGN INDICATES THAT PERMANENT WEB BRACING IS REQUIRED. j 4) CONSULT THE BUILDING DESIGNER FOR INSTRUCTIONS ON PERMANENT BRACING FOR THE ENTIRE STRUCTURE. CONTINUOUS LATERAL BRACING: IF FOUR OR MORE SIMILAR TRUSSES WITH SIMILAR WEB CONFIGURATION EXISTS IN A ROW, A 2x4 CONTINUOUS LATERAL BRACE IS USED TO BRACE DESIGNATED WEBS (SECURE TO WEB WITH (2) 10d NAILS). "DIAGONAL" OR "END" ANCHORAGE IS REQUIRED TO STABILIZE THE LATERAL BRACING. (SEE HIB-91 BOOKLET & SUMMARY SHEET FOR ADDITIONAL INFORMATION ON DIAGONAL BRACING.) NOTE: MULTI -PLY GIRDER TRUSSES AND TRUSSES SPACED GREATER THAN 24"o.c. MAY REQUIRE SPECIAL BRACING. SEE INDIVIDUAL TRUSS DESIGNS FOR BRACING REQUIREMENTS. CONTINUOUS LATERAL BRACING NOTE: ENTIRE TOP CHORD AREA MUST BE SHEATHED OR LATERALLY BRACED (TYPICAL). PERMANENT CONTINUOUS LATERAL BRACE DIAGONALLY BRACE NOTE: IF VERTICAL THE PERMANENT MEMBER IS SHEATHED, CONTINUOUS LATERAL LATERAL BRACE IS NOT BRACING REQUIRED ON VERTICAL MEMBER. SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION BRACING OF METAL PLATED CONNECTED WOOD TRUSS TECHNOLOGY IN BUILDING TRUSSES", FOR MORE DETAILS. V/U° INFORMATIONAL SERIES WEB REINFORCEMENT "T" BRACING DETAIL & "L" BRACING DETAIL "T" BRACE USE AS ALTERNATE TO CONTINUOUS "L" BRACE LATERAL BRACING (SHOWN ON DRAWING SAME SIZE/GRADE BY ® ) AS WEB FOR SINGLE OR DOUBLE LATERAL BRACE: USE CONTINUOUS T-BRACE OR L-BRACE OF SAME SIZE, GRADE, AND SPECIES, ALONG THE FULL LENGTH OF WEB, FASTEN TO WEB - WITH 10d NAILS AT 6" O.C. "T" BRACE MUST BE THE MAXIMUM LENGTH ACHIEVABLE WITHOUT CAUSING DAMAGE TO JOINT CONNECTOR PLATES 10d @ 6" O.C. "T" REINFORCEMENT AND/OR PLYWOOD GUSSETS: DETAIL "A" 2 X 4 BRACE 2X4 WEBS 0 2x4 WEB MEMBER 6 10d @ 6" O.C. "L" REINFORCEMENT e-2 X 4 BRACE v 2x4 WEB MEMBER ATTACH A 2x4 "T-BRACE/L-BRACE" ALONG THE ENTIRE LENGTH OF A 2x4 WEB WITH 10d NAILS AT 6" ON CENTER. THE "T-BRACE/L-BRACE" MAY BE USED IN PLACE OF ONE OR TWO LATERAL BRACES RUNNING PERPENDICULAR TO THE WEB. 10d @ 6" O.C. "T" REINFORCEMENT DETAIL "B" -.-*--2 X 6 BRACE 2X6 WEBS -a- 2x6 WEB �4q, MEMBER 6 \\ 10d @ 6" O.C. "L" REINFORCEMENT / ® 2 X 6 BRACE 2x6 WEB MEMBER ATTACH A 2x6 "T-BRACE/L-BRACE" ALONG THE ENTIRE LENGTH OF A 2x6 WEB WITH 10d NAILS AT 6" ON CENTER. THE "T-BRACE/L-BRACE" MAY BE USED IN PLACE OF ONE OR TWO -LATERAL , BRACES RUNNING PERPENDICULAR TO THE WEB. SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION BRACING OF METAL PLATED CONNECTED WOOD TRUSS TECHNOLOGY IN BUILDING TRUSSES", FOR MORE DETAILS. lingo INFORMATIONAL SERIES MAN STANDARD GABLE END BRACING DETAIL 03/14/2003 VERTICAL BRACE LATERAL BRACING. NUMBER & LOCATION ON WEBS VARIES WITH 12 - DESIGN CONDITIONS. VARIES GABLE ALTERNATE WEB TYPICAL SECTION C-C GABLEWEBS EBS B B C (� VERTICAL v BRACE CONTIN O BEARING UNLESS NOTED OTHERWISE GABLE A WEB OVERALL SPAN SECTION B-B STRUCTURAL SHEATHING OUTRIGGER BLOCKING CUT TO FIT TIGHT BETWEEN TRUSSES ARIES 45 _ 5°} VARIES - N N Ix DIAGONAL BRACE /2DESIGN S REQUIRED ATTACHMENT TO RESIST BOTH PUSHING AND PULLING FORCES / / LATERAL / BOTTOM CHORD ATTACHMENT BRACING DESIGNED / // LATERAL BRACING BY BUILDING DESIGNER CEILING DIAPHRAGM ND WALL (ALTERNATIVE DIAGONAL BRACING OPTION) STANDARD END DIAGONAL BRACE MAY BE TIED INTO DROPPED TOP CHORD END BOTTOM CHORD LATERAL BRACING SECTION A -A NOTES: 1) ACTUAL BRACING REQUIREMENTS WILL VARY DUE TO WIND LOAD, CODE CRITERIA, BUILDING HEIGHT, TRUSS SPAN, WEB LUMBER GRADE/SPECIES/ON CENTER SPACING AND OTHER VARIABLES. BRACING (AND ATTACHMENT) REQUIREMENTS SHOULD BE DESIGNED FOR EACH SPECIFIC JOB. DESIGN OF BRACING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL, AS WELL AS THE DESIGN AND SPECIFICATION OF TEMPORARY AND PERMANENT BRACING OF THE ROOF SYSTEM IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. a MAY 2003 PIGGYBACK TRUSS CONNECTION DETAIL PIGGYBACK TRUSS OPTION: ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 - NAILS TOENAILED. NAILS TO BE A MINIMUM OF 12d OR 16d (SEE CHART BELOW) MAXIMUM PURLIN SPACING = 36" O.C. 2 x 4 x T-0" ATTACHED OR LESS IF REQUIRED BY DESIGN. TO ONE SIDE OF TOP SEE INDIVIDUAL TRUSS DESIGN FOR CHORD WITH 10d NAILS TOP CHORD BRACING REQUIREMENTS AT 6" O.C. STAGGERED. OF THE BASE TRUSS. (SCAB NOT NECESSARY FOR PIGGYBACK SPANS LESS THAN 16'-0") A �O ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH \ 2 NAILS. NAILS TO BE A MINIMUM BASE TRUSS OF 12d OR 16d (SEE CHART BELOW) Lumber Species MAXIMUM ALLOWABLE SYP DF HF SPF WIND UPLIFTS WITH Load Load Load Load TOE -NAILED CONNECTION Duration Duration Duration Duration 1.33 1.6 1.33 1 1.6 1.33 1 1.6 1.33 1.6 Nails Maximum Allowable Wind Uplift Pressure in PLF 16d Common .162" x 3 1/2" 52 62 41 49 28 33 27 32 16d Box .135" x 3 1/2" 43 52 34 41 24 28 22 26 12d Common .148" x 3 1/4" 1 47 57 37 45 26 31 24 28 12d Box .128" x 3 1/4" 1 41 50 32 38 22 26 21 25 '�/ PIGGYBACK TRUSS OPTION: 2 / MAXIMUM PURLIN SPACING = 36" O.C. OR LESS IF REQUIRED BY DESIGN. SEE INDIVIDUAL TRUSS DESIGN FOR TOP CHORD BRACING REQUIREMENTS 2 x 4 x 3'-0" ATTACHED OF THE BASE TRUSS. TO ONE SIDE OF TOP CHORD WITH NAILS 1 ATTACH EACH PURLIN TO TOP AT 6" O.C. STAGGERED. ` CHORD OF BASE TRUSS WITH (SCAB NOT NECESSARY. O 6� �rj2 - 16d NAILS. ► FOR PIGGYBACK SPANS �A LESS THAN 16'-0") 1 2 3 �\ USE ANY OF THE THESE BASE TRUSS THREE CONNECTION OPTIONS AT ALL PURLIN LOCATIONS. \ USP "RT7" (OR EQUIVALENT) 6" x 8" x 1/2" PLYWOOD (or 7/16" OSB) \ / FRAMING ANCHOR. ONE CONNECTING GUSSET EACH SIDE AT EACH PURLIN \ 1 / PURLIN TO PIGGYBACK TRUSS LOCATION. ATTACH WITH 4 - 6d COMMON AND ONE CONNECTING PURLIN,. WIRE (.113 DIA.) NAILS INTO EACH CHORD OR TO BASE TRUSS. FROM EACH SIDE (TOTAL - 16 NAILS) Connection designed to resist an Connection designed to resist an Uplift pressure = 165 PLF @1.33 INCR Uplift pressure = 83 PLF @ 1.33 INCR Uplift pressure = 195 PLF @ 1.6 INCR Uplift pressure = 100 PLF @ 1.6"INCR ATTACH MITEK 18ga 5H HAMMER -ON PLATES (3-7/16" X 6-1/4") ON EACH SIDE AT EACH PURLIN LOCATION. (OR MAY SUBSTITUTE WITH NAIL -ON TIE PLATES COMMERCIALLY AVAILABLE THRU ® Trussway, Ltd. MOST BUILDING SUPPLY OR LUMBER YARDS) `� ►�7 9411 Alcorn Connection designed to resist an Houston, Tx 77093 Uplift pressure = 113 PLF @ 1.33 INCR Uplift pressure = 136 PLF @ 1.6 INCR MAY 2003 VALLEY TRUSS CONNECTION DETAIL R OPTION: 1 ALL CONDITIONS THAT MEET THE FOLLOWING SPECIFICATIONS: 2 - 16d NAILS TOENAILED MAXIMUM LOADING: MAXIMUM @ 45 DEGREES TCLL 40.0 PSF ALLOWABLE ( SEE CHART BELOW FOR TCDL 10.0 PSF UPLIFT CAPACITIES) SLOPE LOAD DURATION INCR: 1.15 12 DESIGN WIND SPEED: 70 MPH (FASTEST MPH) 9 90 MPH (3 SECOND GUST) MEAN ROOF HEIGHT = 33 FT ALL BUILDING AND STRUCTURES EXPOSURE CATEGORY = C ENCLOSED BUILDING REFER TO INDIVIDUAL TRUSS 100 MILES FROM HURRICANE OCEANLINE DESIGN FOR LUMBER GRADES, COMPONENTS AND CLADDING TRUSS TYPE, ETC. i ( FOR ALL OTHER CONDITIONS REFER TO MAXIMUM ALLOWABLE UPLIFT TABLE BELOW OR SEE OPTION 2 OR OPTION 3 ) NOTES: 1) TRUSSES TO BE SHEATHED WITH PLYWOOD DECKING PRIOR TO APPLICATION OF VALLEY TRUSSES. 2) CONNECT BOTTOM CHORD OF VALLEY TRUSS TO EACH BASE TRUSS WITH 2 -16d NAILS TOENAILED @ 45 DEGREES AT EACH POINT WHERE VALLEY TRUSS INTERSECTS BASE TRUSS. BASE TRUSS SPACING MUST NOT EXCEED 24" O.C. 3) VALLEY TRUSSES MUST BE SHEATHED AFTER INSTALLED. Lumber SDedes MAXIMUM ALLOWABLE SYP DF HF SPF WIND UPLIFTS WITH Load Load Load Load TOE -NAILED CONNECTION Duration Duration Duration Duration 1.33 1.6 1.33 1.6 1.33 T 1.6 1.33 1.6 Nails Maximum Allowable Wind U lift Pressure in PLF 16d Common .162" x 31/2" 1 61 74 49 59 1 33 40 32 38 16d Box .135' x 311Z' 1 52 62 41 49 1 28 34 26 31 (FOR TRUSSES SPACED 24" O.C. MULTIPLY "PLF" X 2 TO DETERMINE REACTION IN "LBS" APPLIED TO EACH TRUSS.) OPTION: 2 - CONNECT BOTTOM CHORD OF VALLEY TRUSSES TO EACH BASE TRUSS WITH SIMPSON "VCT2" (OR EQUIVALENT) FRAMING ANCHOR. Connection designed to resist an Uplift pressure = 155 PLF @ 1.33/1.6 INCR (AT 24"O.C., UPLIFT REACTION = 310 LBS.) OPTION: 3 - CUT HOLE OR SLOT IN DECKING TO ALLOW FRAMING ANCHOR TO PASS THROUGH. SIMPSON - CONNECT BOTTOM CHORD OF VALLEY VTC2 VALLEY TRUSSES TO EACH BASE TRUSS WITH TRUSS CLIP USP "RT7" (OR EQUIVALENT) FRAMING ANCHOR. Connection designed to resist an Uplift pressure = 247 PLF @ 1.33 INCR usP "RT7" (AT 24" O.C., UPLIFT REACTION = 494 LBS.) `— FRAMING Uplift pressure = 292 PLF @ 1.6 INCR ANCHOR (AT 24" O.C., UPLIFT REACTION = 584 LBS.) NOTES: 1) TRUSSES TO BE SHEATHED WITH PLYWOOD DECKING PRIOR TO APPLICATION OF VALLEY Trussway, Ltd. TRUSSES. VHTHTe 9411 Alcorn 2) VALLEY TRUSSES MUST BE SHEATHED qzpmmmmmw Houston, TX 77093 AFTER INSTALLED. FLOOR TRUSS LATERAL BRACING - "STRONGBACKS" TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" LATERAL SUPPORTS SHOULD BE LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. STRONGBACK MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH (3).16d SCAB WITH (3) - 16d EDGE OF CHORD INTO EDGE OF TO TOP CHORD COMMON WIRE NAILS COMMON WIRE NAILS STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO #12 x 3" RECOMMENDED WHILE BOTTOM CHORD WITH (2)- 16d WOOD SCREWS (.216" DIAM.) NAILING THE STRONGBACK COMMON WIRE NAILS IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH (3) - 16d SCAB WITH (3) - 16d EDGE OF CHORD INTO EDGE OF TO BOTTOM CHORD COMMON WIRE NAILS COMMON WIRE NAILS STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSSES 4-0-0 2x6 AS / (TYPICAL SPLICE) REQUIRED BLOCKING SIDEWALL i THE STRONGBACKS SHOULD EITHER BE SECURED TO ADJACENT PARTITION WALLS OR ALTERNATE "X"-BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB . CENTERED OVER THE SPLICE AND JOIN WITH (12) - 16d NAILS EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 16d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION BRACING OF METAL PLATED CONNECTED WOOD TRUSS TECHNOLOGY IN BUILDING TRUSSES", FOR MORE DETAILS. INFORMATIONAL SERIES RrT 0 Notes and Instructions. 0 TRUSSWAY, LTD. PUBLICATION# 31403 • These designs are based only upon the design parameters shown on the Individual truss drawings. Trusses are designed as individual building components to be installed in a plumb position and support loads in the plane of the truss only. Applicability of design parameters and proper incorporation of these components into the building system are the responsibility of the Building Designer — NOT the Truss Designer. ■ Bracing shown on truss drawings indicates the location of the lateral bracing required to prevent buckling and is for lateral support of individual truss members only. ALL other BRACING, BRIDGING, BLOCKING, etc., both temporary and permanent, IS OUTSIDE TRUSSWAY'S SCOPE OF WORK. ■ Additional temporary bracing to insure stability during construction is the responsibility of the Contractor. • Additional permanent bracing of the roof and floor system and of the overall structure is the responsibility of the Building Designer. • Refer to industry documents BCSI 1-03 Booklet (replaces HIB-91 Booklet) and the BCSI-131 Summary Sheet (replaces both the HIB-91 Summary Sheet and the WTCA Warning Poster) supplied with this design pack for general guidance regarding unloading, storage, handling, erection and bracing. For additional information contact the Truss Plate Institute or the Wood Truss Council of America. ■ The design of the truss support structure including headers, beams, walls and columns is the responsibility of the Building Designer. ■ Copies of the truss documents must be distributed to Building Designer, General Contractor and Erection Contractor. ■ Individual truss designs are dimensioned in feet -inches -sixteenths. ■ Exercise care in unloading, handling, storage, installation and bracing of trusses. ■ Girder trusses may consist of more than one ply. Builder/Framer is responsible for reviewing truss designs to determine number of plies and proper attachment methods to be used in the field. ■ Do not install trusses turned end -for -end nor up -side -down (Refer to individual truss designs sheets during installation). Some trusses have symmetric outside shapes but have special conditions such as concentrated loads, interior supports or mechanical chases that require proper placement.. ■ Chords shall be adequately braced in the absence of roof sheathing or rigid ceiling. ■ CONNECTIONS OF TRUSSES TO BEARING, anchorage and/or load transferring, are the RESPONSIBILITY OF OTHERS. ■ Do not stack construction material on floor or roof trusses in excess of design load. ■ Do not cut or alter truss members or plates without prior approval of a Professional Engineer. • All conventional framing to be designed by others. Truss Repair Information General Notes ➢ Trussway cannot be responsible for the structural integrity of trusses that have been damaged due to improper handling, storage, or bracing procedures. Should damage occur, an analysis by a professional engineer will be required and certain field modifications, repairs, and/or replacement of product may be necessary. ➢ Avoid installing damaged trusses. The nature of the truss damage may inhibit any type of repair for a truss that has already been installed. ➢ Repairs to damaged or field modified trusses should not be attempted without proper repair detail drawings from a professional engineer. ➢ Truss members shall not be cut, drilled, notched, spliced, or otherwise altered in any way without approval from the truss manufacturer, or a registered professional engineer. ➢ Alterations resulting in the addition of load (e.g., HVAC equipment, water heater), which exceeds the design load for the truss, shall not be permitted without verification from the truss manufacturer that the truss is capable of supporting such additional loading. ➢ A truss repair design will be based on information furnished to Trussway by the contractor. The truss should be inspected by the contractor for any alterations, defects, and damage to the metal connector plates and/or lumber. How to Obtain Truss Repairs ➢ Use a photocopy of the truss design drawing from the field package provided for truss installation. ➢ Mark clearly on the truss design drawing what is wrong with the truss and any circumstances that may influence the type of repair that is prescribed. See reverse side for additional information. ➢ Send a facsimile of the marked up truss design drawings to a sales representative, design technician or "Repair Department" at Fax # (713) 699-7342. Be sure to include a cover sheet containing the following information: • Trussway Job No. • Project name • Project builder • Field .contact • Telephone number • Fax number See reverse side for additional information TRUS�SW Trussway, Ltd. 9411 Alcorn Houston, TX 77093 Ph. (713) 699-7300 Fax (713) 699-7342. Truss repair Information (continued) How to Indicate Truss Damage The truss repair is based exclusively on the field notes faxed in on the truss design drawing. The more complete and accurate the information provided to the repair department, the faster and better suited the repair. Dimensions relevant to damage and location are important, and should be provided as often as possible. Preferred notation indicating truss damage is listed below for several situations. Enclosed in the dashed boxes below are interpretations of the notations. 2x3 B F D 47 The floor truss top chord has been notched for a pipe. The size of the notch is given, as well as a top view sketch showing how the notch is positioned in the top chord. By writing, "One face available" and drawing the HVAC duct, the field has indicated that the truss may be repaired on one face up to the truss duct opening. (It is important to note any ducts or pipes that may obstruct repair material). Last Updated on January 17, 2003 FLOOR TRUSS LATERAL BRACING - "STRONGBACKS" TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" LATERAL SUPPORTS SHOULD BE LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. ` STRONGBACK MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. ° USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH (3) - 16d SCAB WITH (3) -16d EDGE OF CHORD INTO EDGE OF TO TOP CHORD COMMON WIRE NAILS COMMON WIRE NAILS STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO #12 x 3" RECOMMENDED WHILE BOTTOM CHORD WITH (2) - 16d WOOD SCREWS (.216" DIAM.) NAILING THE STRONGBACK COMMON WIRE NAILS IN EACH CHORD n USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH (3) - 16d SCAB WITH (3) -16d EDGE OF CHORD INTO EDGE OF TO BOTTOWCHORD COMMON WIRE NAILS COMMON WIRE NAILS STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) a ° TRUSSES 4-0-0 2x6 AS REQUIRED BLOCKING (TYPICAL SPLICE) ° ° SI DEWALL -� THE STRONGBACKS SHOULD EITHER BE SECURED TO ADJACENT PARTITION WALLS OR ALTERNATE'X'-BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB CENTERED OVER THE SPLICE AND JOIN WITH (12) -16d NAILS EQUALLY SPACED. ° ALTERNATE METHOD OF SPLICING: ° OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) -16d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED. `(TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) o SEE WTCA'S "COMMENTARY FOR PERMANENT BASED ON WTCA PUBLICATION BRACING OF METAL PLATED CONNECTED WOOD TRUSS TECHNOLOGY IN BUILDING TRUSSES", FOR MORE DETAILS. RrR� INFORMATIONAL SERIES 0 Notes and InstruCtionse TRUSSWAY, LTD. PUBLICATION # 31403 • These designs are based only upon the design parameters shown on the Individual truss drawings. Trusses are designed as individual building components to be installed in a plumb position and support loads in the plane of the truss only. Applicability of design parameters and proper incorporation of these components into the building system are the responsibility of the Building Designer — NOT the Truss Designer. ■ Bracing shown on truss drawings indicates the location of the lateral bracing required to prevent buckling and is for lateral support of individual truss members only. ALL other BRACING, BRIDGING, BLOCKING, etc., both temporary and permanent, IS OUTSIDE TRUSSWAY'S SCOPE OF WORK. ■ Additional temporary bracing to insure stability during construction is the responsibility of the Contractor. ■ Additional permanent bracing of the roof and floor system and of the overall structure is the responsibility of the Building Designer. • Refer to industry documents HIB-91 (booklet), HIB-91 (orange summary sheet) and WTCA "Warning Poster' (wall poster) supplied with this design pack for general guidance regarding unloading, storage, handling, erection and bracing. For additional information contact the Truss Plate Institute or the Wood Truss Council of America. ■ The design of the truss support structure including headers, beams, walls and columns is the responsibility of the Building Designer. • Copies of the truss documents must be distributed to Building Designer, General Contractor and Erection Contractor. ■ Individual truss designs are dimensioned in feet -inches -sixteenths. 0 ■ Exercise care in unloading, handling, storage, installation and bracing of trusses. ■ Girder trusses may consist of more than one ply. Builder/Framer is responsible for reviewing truss designs to determine number of plies and proper attachment methods to be used in the field. ■ Do not install trusses turned end -for -end nor up -side -down (Refer to individual truss designs sheets during installation). Some trusses have symmetric outside shapes but have special conditions such as concentrated loads, interior supports or mechanical chases that require proper placement.. • Chords shall be adequately braced in the absence of roof sheathing or rigid ceiling. ■ CONNECTIONS OF TRUSSES TO BEARING, anchorage and/or load transferring, are the RESPONSIBILITY OF OTHERS. • Do not stack construction material on floor or roof trusses in excess of design load. ■ Do not cut or alter truss members or plates without prior approval of a Professional Engineer. ■ All conventional framing to be designed by others. COUNT OF SEMINOLE IMPACT YFEE STATEMENT I ISSUED. BY CITY OF SANFORD NAR4 4 2006,,.,. STATEMENT NUMBER 105-77123 DATE: FGRD BUILDING PERMIT NUMBER: S'kMv (CITY) COUNTY NUMBER: UNIT ADDRESS: , TRAFFIC.ZONE: JURISDICTION: 06 CITY OF 8ANFORD SEC: TWP: RNG: PARCEL: SUBDIVISION. I�� ,r .,� .. TRACT: _ PLAT BOOK: PLAT BOOK PAGE:,BLOCK: LOT; OWNER NAME: ADDRESS: APPLICANT N ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER � # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH 0 dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,285.00 1. STATEMENT ��// r'/iz.,�- /f RECEIVED BY; . s SIGNATURE: (PLEA E PRI T NAME) DATE:'7 NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF -A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY, THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE 1101. EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE'''OF A*** A;MILY BUILDING PERMIT"""""""""" Feb 24 06 00:59a P.11 10131TCI.41PIPP/C\T G1140101b, INC. February 23, 2006 Dan Florian City ol'Sunlord Building Official PO Box 1788 Sanford, FI 32772-1788 RE: Residence at 2433 Marshall Ave. Sanford, FI Dear Mr. Florian: We arc hereby requesting it 90 day time extension for the permit application for this project due to the extensive amount of time required to procure the septic tank permit from Seminole County after the application was submitted. "Thank you for your consideration in this matter. Regard. ubgins 129 ROBIN ROAU - ALTAMONTE SPRINGS, FLORIT)A - 32701 PHONE: 407-599-4711 - FAN! 407-599-4733 F 24 06 09:00a p.12 STATL OF FLUKIUA CE:NTKM 11; 59-S2-09282 DEPARTMENT OF HEALTH DATE PATIO: v ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM FEE PAID $ CONSTRUCTION 1PERMYT RFCrT1;T OSTDSNRR 05-9280—NW CONSTRUCTION PERMIT FOR: ( X ) Naw Sy5t0m HO),d.i,ny T,)ti e [ 1 J.ntvQvutivv ULhF`r ( ) Repair [ ] Abantionmant ( ) Temporary ( Un )-- APPLICANT: Metro Dcvolopment AGENT: 00-0000, N/A 1'KOPER'1'Y Ar)nRRSi; 2433 Marshall Ave Sanford rL 32771 LOT: 6 BLOCK: 4 SUBDIVISION: Dreamwold (;section/Township/Range/Par.ceI No.) PROPLR'lY ID it: 36-19-30-524-0400-00 fOR TAX .TU NOMNEKI ;Y:;'rLM MUST UIS CUN2;TI(UC LU iN ACCOKUANCE WiTH :A'6CiFiCATIONS AND STANDARDS OP C0APT)•:R 6417-6, 1-'AC DEVARTMLNT APPROVAL OF SYSTEM DUES NOT GUARANTEE SATISFACTORY PERtOKMANCk; FOR ANY SPECKIC TIME PERIOD. ANY CHANCE IN MATERIAL FACTS WHICH SERVED AS A BASIS FOR 1:33UANC.F. OF THIS PEKMiT' REQUIRE THE APVLrCANT TO MODIFY THE PF.RMTT APPT,TCATTON. SUCK MODIffCATIONS MAY RESULT IN THIS PERMIT DFTNG, MADE NULL AND VOID. ISSUANCE OC THIS PERMIT DOES NOT EXEMPT THr APPT,TC;ANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE OR LOCAL PERMITTING REQUIRED FOR PROPERTY DEVELOPMENT. SYSTEM DESIGN AND SPECIFICATIONS T ( 900 ) Go I Ion SEPTIC TANK MIIT.TT-CHAMFFrRE0/1N L;r_'KlI S: f X J A f 0 1 Gn).:(ona MULTI-CHAMBERED/IN L;ERILS: [Y J N ( 0 )�GA:I-1-ONS ORFASF TNTFRCRPTOR CAYAC:TTY K [ 225 ]GALLONS DOSING 'TANK CAPACITY [ % 00 J GALLON:i R ( ',3 ; DOSES PER 24 I)RS A PUMPS [ 1 ) D R A I N l•- E L D ( 462 1 SQUARE FEET PRIMARY DRATNFT):.T.r) 3YSTFM [ 0 ) SQ0ARI7 FEET SYSTEM TYPI: SYSTEM: mound � !-� r CONFIGURATION: bod r 1 M Pl f7C' YAWS. '�) `l'Olil� LOCATION TO BENCHMARK: Oranae Dot At Center of Marshall Ave Front Lot 6 ELEVATION OF PROPO:'EU SYS]'LM �;-["1'E: f 1.00 1 ( INCHES ) [ BELOW ) BrNCNMARI{/RF.FI'RF.NCF: POINT BOTTOM 01' DRATNFIELD TO BE [ 17.00 ) ( INCHES J ( ABOVE ) 8k;NCNMArK/REFERENCr POINT OTI-IF;R RJ MARKS : 32,5 JTNC,1417.73 RXC'AVATTON REOUTRF,I); ( 30.0 1 INCHES The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with a. 64E-6.013(3)(f), FAG. A Minimum cat 3 tank is required with no more than 1B inhcas of Cover coil. Conditions apply only to the area investigated.if other conditions are encountered durning conetruction,the eng should be notified immediately, (1) $leave potable water lines within 10 feet of drainfield. Leave uncovered for inspection. (4) Private potable wells must be 75 ft from system, non -potable 50 it/locate and mark wells. (9) Maintain 75 feet from surface water. (18) No portion of drainfiold may be located in any oa'oment, (22) Spoil material from drainfield repair *hall not be used in system repair and shall be disposed of prior to inspection. If replacemont drainfiold io going back in existing location, total removal of old drainfield, regardless of depth must be accomplished. (23) This office will conduct a site evaluation which will be conducted at time of inspection to confirm that soils found below the b.o.d. are consistant and in compliance with CH 642-6 F.A.C. in addition any SPUCIr ICATIONS BY: Law, Donald � J/ ✓'� TITLE: ><�. A00ROVED BY: Dovo, Kim TITLE: EH Supervisor Sominolo C(ID DATE ISSUPD: 12/22/05 EXPIRATION DATE: 6/22/07 DH 401G, 03/97 (Obuoluteu prcvinu:; editions which may not be usrnd) (scuck Numbnr! r.744 nni 4n1r, 0) I.•.v._cv.-nnl�•11 P.1)i r,� F s-24 06 09:00a p.13 ''lacropaneios will be corrected and this office will chargo a foe of $75.00 for a site evaluation. Mound water shod cannot drain onto adjacent lot. 12/23/2005.P.E. Design Required. Maximum Dose Cycle a 6 x per day. , Ono Pump Required. Dose ✓Entire Drainfield each cycle. , , Pumps must be certified as suitable for distributing sewage effluent. SPCCIFTCAT MW; RY: Law, Donald APPROVED BY: Dove, Kim PATF. 7a;;Uk;U; 12/22/05 'rT')'(.P : TITLE: EH Supervisor Seminole L•;XCIRATION DATE. 6/22/07 CHD un 40)fi, 01/41 Ighs.;laTr.s prev.iour, oclition:; which may not Ue usrrl) (5toc:Y. Ntmb,:r: $744-001-401E-0) 1',..1J W 6-11 Page 1 of 2 R .... 1..nu... 1,..,.,...,... '.—.,.a.1.11.1-11-1,.a THIS INSTRUMENT WAS PREPARED BY AND SHOULD BE RETURNED TO: �LYNNE R. WILSON, ESQUIRE Shuffield, Lowman & Wilson, P.A. Post Office Box 2087 Orlando, Florida 32802-2087 PERMIT NO. MARYANNE MURSE, CLERK OF CIRCUIT COURT SEMINULE CUUNTY BK 05827 PGS 0557-0559 CLERK'S # 2005125557 kWJRDED 0'1/26/2009 020309 PM REUJNDINU FEES 27.00 RECURDED BY D Thomas S�M�N c0 TAX FOLI06 NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE 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: SEE EXHIBIT "A" ATTACHED HERETO AND INCORPORATED HEREIN BY THIS REFERENCE 2. General description of improvement: construction of seven single-family residences 3. Owner information: a. Name and address: JOHN B. MUROSKI 732 Keaton Parkway Ocoee, Florida 32761 b. Interest in property: fee simple c. Name and address of fee simple title holder (if other than Owner): 4. Contractor (name and address) METRO DEVELOPMENT GROUP, INC., a Florida corporation 129 Robin Road Altamonte Springs, FL 32701 a. Phone Number b. Fax Number (optional, if service by fax is acceptable). 5. Surety: N/A a. Name and address: b. Phone Number_ c. Fax Number d. Amount of bond: $ (optional, if service by fax is acceptable). SACUENTS\B\BB&T\I 188 Metro Development Group, Inc\I I88aip.wpd 6. Lender: (Name and address) BRANCH BANKING AND TRUST COMPANY 255 South Orange Avenue, Suite 112 Orlando, Florida 32801 a. Phone Number (407)563-4017 b. Fax Number (optional, if service by fax is acceptable). 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: (Names and addresses) a. Phone Number b. Fax Number (optional, if service by fax is acceptable). 8. In addition to himself, Owner designates CATHERINE W. MONTGOMERY, Vice President of BRANCH BANKING AND TRUST COMPANY, 255 South Orange Avenue, Suite 112, Orlando, Florida 32801 to receive a copy of the Lienor's Notice as provided in Section 713,13 (1)(b), Florida Statutes. a. Phone Number (407) 564-4017 b. Fax Number (optional, if service by fax is acceptable). 9. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a different date is specified): /J (Owner) STATE OF FLORMA COUNTY OF MUROSKI, Individually The foregoing instrument was executed, sworn to and acknowledged before me this July 02 , 2005, by JOHN B. MUROSKI, Individually. (SEAL Signa of Not ublic eu„ MARY E• SHUFFIEI.D �� c°""^e o�eet:er E.pr.. Wleoel L S�'1i e I c1 11�t....'" "•^•"• Name of Notary Public (Typed, Printed or stamped) Personally Known OR Produced Identification Type of Identification Produced: nil Ve—rf UC r raC- S \CUENTS\B\BB&T\l 188 Metro Development Group, Lnc\l 188aip.wpd EXHIBIT "A" Legal Description Lots 1, 2, 3, 4, 5, 6 and 7, in Block 5, of 3rd SECTION DREAMWOLD, according to the plat thereof as recorded in Plat Book 4, page 70, of the Public Records of Seminole County, Florida. S \CLIENTS\B\13B&T,1188 Metro Development Group, bic\I I88legal wpd FPb 06 02:18p Af + STATE OF FLORIDA �` •' +' DEPARTMENT 01' HEA1,11.1 SF'WA(.R TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: ( X J New 5ystvn I )L:xist-i.ng ,3y:,tf m ( ) llolding Tank [ ] RepcuX ( )AbandOnInOnt. [ )Temporary ( Un APPLICANT: Metro Development ACFNT.- 00-0000, N/A VROPr,RTY STRCET ADDRESS: 2433 Marshall Ave Sanford FL 32771 p.4 CLNTRAX 41; 59-$2-09282 DATE PAID: FFF, PAID $ RECEIPT V3'1D3NBR 05-9280—NW lru(vv�(CIVo Othr..r. LOT: 6 RL.00K: 4 SORDTVISION: Dro:unwold r ion /Township /Mange/Parcel No.) PROPERTY ID 0- 36-19-30-524-0400-00 (OR TAX 1D NOMBE;RI SYST.FM MUST BE CONSTRUCTr.D IN ACCORDANCE WITH SPECIFTCATTONn AND STANDARDS OF CHAL"1't;R 64E-6, rA(7 DCFARTMENT ALIPROVAL OF SYSTEM POE; NOT GUARANTEE SATISIFACTOKY 1%hFORMANC:F. FOR ANY SPECIFIC TIME PERIOD. ANY CHANCr IN MATERIAL VACTS WHT.CH SERVED AS A BASIS FOR 1:SSUANCN OF THT.; rjr.RMTT, REQUIRM THE APPLICANT TO MODIFY THE f%RMI T APPLICATION. SUCII MODIFICATIONS MAY RESULT IN THIS PERMIT DOING MADE NULL AND VOID. IS:UA.NCF Or THTS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE: WITH 0-1-HER F.FDFRAL, STATE OR LOCAL PERMITTTN(" RT:QUT.RrD FOR PROPCRTY DL VLLOL'MLxr. SYSTEM DESIGN AND SPCCIIICATIONS T [ 900 ) Gallon:; SEPTIC TANK A ( 0 )Gallons N ( 0 )GALLONS GRFASF. T.NTERCEPTOR CAI'ACI'lY K ( 225 )GALLONS DOSING TANK CAUACITY (10 0 D R n L N h' f E T. D MULTI-CHAMBERt D/1N S'0RII,:;: ( Y MULTI-CIIAMBERC•D/IN SERIES: [Y '. 1 GALLONS @ ['.i I DOSES PER 24 1111E 4 PUMVt� ( 1 1 [ 462 I�;QUAIlr FEET PRIMARY 0RA'IN1;'1)7Lr) .^.YSTEM ( 0 )SQUARE FEET SYSTEM TYPE, SYSTEM: mound GJ fDWS . �) �/rev) �t r,�� CONFIGURATION: bed j LOCATTON TO DENCHMARK: Orange Dot At; Cmnter of MAr.ihaall Avn Front Lot 6 ELEVATION OF PROPO:;RD SYSTEM SITE ( 1.00 1 ( INCHES ) [ BELOW )BENCHMARK/REFERENCE POINT BOTTOM OF T)RA.TNFTELD TO 86 ( 17.00 ) [ INCHES ] [ ABOVE ) BENCHMARK/RLF'LAEN(;E Po'f NT FILL REQUIRED: l 32.5 )INCH6:: 1;XKAVAT):ON RFOOTRCD: [ 30.0 ) INCIIES OTHER REMARK:-.: The licensed contractor installing the system is responsible for xnstalling the minimum category of tank in accordance with s. 64E-6.013(3)(£), FAC. A Minimum cat 3 tank is required with no more than 16 inhces of cover soil. conditions apply only to the area investigated.if other conditions are encountered durning construction,the Ong should be notified immediatoly. (1) $leave potable water lines within 10 feet of drainfield. Leave uncovered For inspection. (4) private potable wells must be 75 ft from system, non -potable 50 ft/locate and mark walls. (9) Maintain 75 foot from surface water. (18) No portion of drainfield may be located in any easement. (22) Spoil material from drainfield repair shall not bo used in system repair and shall be disposod of prior to inspection. If replacement drainfield is going back in existing location, total removal of old drainfield, rogardloss of depth must be accomplished. (23) This office will conduct a site evaluation which will be conducted at time of inspection to confirm that soils found below the b.o.d. are consistant and in compliance with CH 64E-6 F.A.C. In addition any 3PECTFTCATION5 BY: Law, Donald i !% 2RTITLE: , APPROVRD BY: Dove, Kim TITLE: EH Supervisor Seminole C11D DATE ISSUED: 12/22/05 EXPIRATION DATE: 6/22/0'7 utl 4016. 03/97 which may nor be, unnd) (•. .: U. :'r wwnl,n., .'17.1d-nna.-401(-01 � ..• -•ne.. _n i -�� '`^'�" )� -�� Feb .13 05 02:19p p•5 #1vcjY panci6o will bo corrected and this office will charge a fee of 075.00 for a ait9 evaluation. Mound water shod cannot drain onto adjacent lot. 12/23/2005:P.r. Design Required. Maximum DODO Cycle - 6 x per day. , One Pump Required. Doas Entir0 Drainfiold each cyclo. Pumps must be Certified as suitable for distributing sewage effluent. SPECIFICATIONS BY: Law, Donald TITLE: APMOVLD by: Dove, I<im TITLE: EH Supervisor Seminole CHU D<Yt`K 1:>SU�:O: 12/22/05 rXPIRATTON DATr: 6/22/07 0H 4014, 03/97 n iariona which may not be uied) 1:,rucx ivumn0rr luotde coat 11U11,1, P,iyi: VL L RECC171.( ) CITY OF SANFORD PERMIT APPLICATION CZ — Permit # : �` ) Date: JUL Job Address: 2433 Marshall Avenue Sanford, Florida Description of Work: Construct Single Family Residence Historic District: Zoning: SR -I Value of Work: $ Permit Type: Building X Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool A Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 0' L\ Construction Type: Block # of Stories: I # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel W 36-19-30-524-0500-0040 (Attach Proof of Ownership & Legal Description) Owners Name & Address: John B Muroski 732 Keaton Parkway, Ocoee, FL 32761 Phone: 407-654-1594 Contractor Name & Address: Metro Development Group Inc 129 Robin Road Altamonte Springs FL 32701 License Number: CBC1251965 Phone & Fax: 407-599-4711 Contact Person: Gary Huggins Phone: 407-468-9217 Bonding Company: Address: Mortgage Lender: BB&T Address: 255 South Orange Avenue Orlando, Florida 32801 Architect/Engineer: Distinguished Designs/Rod Vermillio: Ken Ehlers, P.E. Phone: 407-772-7768 / 352-383-0760 Address: 216 Markham Woods Rd., Longwood / 6034 Falconbridge Place, Mt. Dora Fax: 407-772-2162 / 352-383-8650 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 AFFIDAVIT: 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. N TI E: 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. 01 Acceptance of permit � v ification that I will notify the owner of the property of the requir eyofFl Lien Law, FS 713. Sigg "Oro-rilgent Date Signature of Contra gent Date �otY'aII n, otary-State of Florida Date Sign Lure of Notary -St to of o a D COMMISSION A DD 299770 ,!) tv3770 t * EXPIRES: March 27, 2008 + Son dadThruBudget NotarySorvicsS Nr <ir/A Cis`_ Person Known to Me or ntractor/Agen 's _ Personally nowiOfd i e or 'TFOF1; r '"ISi c� _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: 112 kitilities, D: nitial & Date) & Oatey If(Initim & Date)(Initial & Date) Special Conditions: Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 r►KLG1, Llt 1,i 17 417. 17.0 3.0 t? ?90101att.; Eli, DAvin JoHNsaom CFA, ASA 1 a ,G ti 1U 11 10:A 10 t1 PROPERTY 12 ,' F12.o '— 12 d 11.0 APPRAISER s 1'd ; 4 5— _'_8= q1! SEMINOLE COUNTY FL. 3'� a 1? 3.017 �r,4? � +' 3 18 _ 1101 E.FIRST ST 19 11,9.ii 1.41�.4 1.419.9 1 18•0 5AHFORI7, FL 32771-1468 407-665-7506 n 15.0411.00 � 2005 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 36-19-30-524-0500-0040 $0 Depreciated Bldg Value: Owner: MUROSKI JOHN B Depreciated EXFT Value: $0 Mailing Address: 732 KEATON PKWY Land Value (Market): $58,8 City,State,ZipCode: OCOEE FL 32761 $0 $0 Property Address: 2429 MARSHALL AVE SANFORD 32771 Land Value Ag: Just/Market Value: $58,800 Subdivision Name: DREAMWOLD 3RD SEC Assessed Value (SOH): $58,800 Tax District: S1-SANFORD Exempt Value: $O Exemptions: Taxable Value: $58,800 Dor: 00-VACANT RESIDENTIAL Tax Estimator 2005 Notice of Proposed Property Tax SALES Deed Date Book Page Amount Vac/Imp Qualified 2004 VALUE SUMMARY QUIT CLAIM DEED 07/2005 05827 0522 $100 Vacant No 2004 Tax Bill Amount: S916 WARRANTY DEED 04/2005 05714 0557 $185,000 Vacant No 2004 Taxable Value: $44,688 WARRANTY DEED 03/1982 01388 0895 $64,000 Vacant No DOES NOT INCLUDE NON -AD VALOREM WARRANTY DEED 01/1973 00982 1964 $8,000 Vacant Yes ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value FRONT FOOT & LEG LOTS 4 5 6 + 7 BLK 5 3RD SEC DEPTH 240 136 .000 250.00 $58,800 DREAMWOLD PB 4 PG 70 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. "" If you recently purchased a homesteaded property your next ear's property tax will be based on JusUMarket value. http://www.scpafl.org/pls/web/re_web.seminole_county_title?PARCEL=36193052405000... 9/28/2005 DEVELOPMENT FEE VYORKSHEET CITY OF SANFORD UTII,ITY — ADMIN P.O. BOX 1788 SANFORD, FL 32772-1788 Project Name: 46w Av Date g Z 2� • Phone: Owner/Contact Person: w Air Address: dt Type of Development: I) 2) 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: NON-RES�.E 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", 2", etc.) REMARKS: va CONNECTIONFEE CALCULATION' 5994n_ Name Signature - Date r ocvrrcn mina :512.50'(R&M) F Xy-yCUT LOT 5 x Ada O1.,i, T co Ui �1 CD 0) 1 SIR MARSHALL AVENUE _---- -- so' TOTAL RAW------ N 00°26'2 f " S 00°26'27" E NOTE: BOUNDARY SURVEY AND SITE PLAN LOT 15 60.00'(R&M) SIR (R) pi CORD OL 011,1, L11 MINI I•I• Il1iINN lII I`11't Nl:ltll NI I(n llitl<h ROHIlly l\—x-7r VIM I IJII. ,.t.FJ(fRf II: (M) Ml A:.t11:L.N 1)ln. I)1�+\IIiA(.L S Vill l [+`r 4t. �1 1 1+ �t:llrJl) Ili( 11 I .`Il ()L R Illi L l: I I (I t l Y 11.1. ,, -1 X- ' A/\: f_It (11\Y I<liii,-iil-w,\'i (.'il: N 1 1.. IC iii tl�i c+1 .t.� . r(INUIJrONI:Ii IIiJ /\111Nii (L I.t. Il M:Jf U\ItIN `_ill SLJ wo, Ill '�rY—' Slit A I IRON R.11l 00 0 U1 01 C) 0) LOT 7 NOI! S J) Nlr v,.11l) L,NILSS l'()I'it:`i ((Ilillt Ili S) ,V21 S 1JIIIRf :.IIO4N Ailf 1'r.H )) r rill OS`lFll 111 NOI I)[likd11N11) I ) I)11Y':Nf IISIAVrE Ill vilN wA;.l f�,i�(11 FLOOD INFORMATION: SI(NAWI& At,'[) NAIL 4ARIllll/lUN. Ii.r,i III s 0II01111 140i'11. llIIt OI IIIVf 1. rl.,ll11 III,ir', JJI I'(il'tl lltll 1T u. FLOOD ZONE 2((1 lllr Duran )II k(T.'IDIt) 1\ )Illit 1 11 tl H( IN , )I 1 (' tif)i 'S, Il Ann I l 11 104 1 t 11 ,11t 11 t:FA( IIt ICII rO r I Y. COMMUNITY NO. 1 SI(wa ItRtCh »Ilt rUj yr; <) An'Itl, l A111 ) 1 1(0 [r Nr 1, UPr.IA1 rl l utnlo PANEL NO, AN Il,A"fLl) FOR fA Ml.,ti l t I II.I< lilt l :\ M f I tk0f I \.'dill, Il.11S JJi; I I lit \L t Ml. 1 1 L I u [ n Y e 1r A(A hit I, SUFFIX iit ), !. r$uM11Ae: I Nr vuri. 1 y,. t �;: r r.,,t =:., 1 u(It) 1i—1 a.w.m ON PROPI 1 tAl 01 W l I,I, I'.JC J. I`) 1 A.t l )11. _ ..i. , i W,y KAk MA, DATE OF FIRM =II n ,) .,1J). ,,.11i . ..1 (. I. NC ql ;(,I[ IIA + 'I Ot WAI I ADDRESS: MARSHALL AVENUE DATE OF SURVEY SURVEY N0. SANFORC, FLORIDA y_ CERTIFIED 10: LEGAL DESCRIPTION: /` lA' METRO DEVELOPMENT GROUP. INC. LOT 6, BLOCK 5, DREAMWOL.D, ACCORDING TO THE PLAT r THEREOF AS RECORDED IN PLAT BOOK 4, PAGE 70. OF THE PUBLIC RECORDS OF SE.MINOLE. COUNW, FI ORILiA. �\ �;• , \ 11 I f Ih I< I tt.it Ant Ll.II (:Itt rl r F'Fi O1 t..S: 1{)1J AL. SURVEYOR (.i Il 11 .iUl A Y 110 Orllfllit L Irl. 1, 11 .. ()i Ili 11 1.N YlO S ,�h !1 III )I •tl. Uh r' NL.�:f h6(), 1 IA 1 SOIM II I ul:Ill ON 1 III Ill It It 11 -N; e b� O r 10 1 i 9 I t , V ' N 11 1 11 1 i 1 I, Ill 11 -. ; Al L 1= E3EALE CLOSING SERVICES el 011 1 U7 11 I I tl Ili fd 1 (II Il lI I .I - I IDJ tIl I l ,I I (if.l 1 1 It 11 It I I UI D! I l 1` BY: 111 t<rl AIM , I V IA 11 II ILI' r. x 120294 0045 E 4/17/95 6/21/05 28933 tl 1<U fell'liltl L f ill JI ilt"ilf Ill 111. I I I'' u1It ,GNPI >I1(t-lYli ., r'.( `•;'� ; � ;-1S Sl_✓��M �LJ 11;,;F.........—",2829RAVNUE.UITE 124 LONG4OOD,FLORIDA 32750 1 4073'57 I(ltl)nc (�NO,,2,-1,1 0/1III11% FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 5F08DIST ------- . __ _ ...... _...... - - Builder: Address: Permitting Office: SANFORD City, State: SANFORD, FL Permit Number: Owner: SPEC HOME Jurisdiction Number: Climate Zone: Central 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms S. Is this a worst case? 6. Conditioned floor area (ft') 7. Glass area & type Single Pane a. Clear glass, default U-factor 180.4 ft' b. Default tint 0.0 ft' c. Labeled U or SHGC 0.0 ft' 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Frame, Wood, Adjacent b. Concrete, Int Insul, Exterior c. NIA d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage b. N/A New _ Single family _ 1 _ 3 _ No _ 1440 ft' Double Pane _ 0.0 ft' _ 0.0 ft' _ 0.0 ft' R=0.0, 139.4(p) ft _ R=11.0, 416.3 ft' _ R=4.1, 690.7 ft' _ R=30.0, 1440.0 ft' _ Sup. 11=6.0, 50.0 ft _ 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.13 Total as -built points: 21299 PASS Total base points: 21989 Cap: 30.0 kBtu/hr _ SEER: 10.00 Cap: 30.0 kBtulhr _ HSPF: 7.50 Cap: 40.0 gallons EF: 0.88 PT, CF, _ I hereby certify that the plans and specifications covered j j Review of the plans and by this calculation are in lianc th Florida specifications covered by this tiO4�x$ srAT410. i Energy Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: l I �� this building will be inspected for ` a I hereby certify that this bui as designed, is in compliance with Section 553.908WE ooD� compliance with the Florida Energy Code. Florida Statutes. OWNER/AGENT: ! BUILDING OFFICIAL: DATE: ! ! DATE: FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, SANFORD, FL, PERMIT #: BASE AS -BUILT FGLASSPESditioned X BSPM = Points Overhang loor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1440.0 25.78 6682.2 Single, Clear E 0.0 0.0 15.0 63.97 1.00 959.6 Single, Clear S 15.0 7.7 40.0 48.22 0.50 958.5 Single, Clear N 0.0 0.0 24.0 30.19 1.00 724.6 Single, Clear W 0.0 0.0 30.0 57.68 1.00 1730.4 Single, Clear S 0.0 0.0 30.0 48.22 1.00 1446.7 Single, Clear SE 18.0 6.0 16.0 61.07 0.41 397.4 Single, Clear SE 18.0 7.7 19.4 61.07 0.42 495.4 Single, Clear E 0.0 0.0 6.0 63.97 1.00 383.8 As -Built Total: 180.4 7096.4 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 416.3 0.70 291.4 Frame, Wood, Adjacent 11.0 416.3 0.70 291.4 Exterior 690.7 1.90 1312.3 Concrete, Int Insul, Exterior 4.1 690.7 1.18 815.0 Base Total: 1107.0 1603.7 As -Built Total: 1107.0 1106.4 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Base Total: 20.0 96.0 As -Built Total: 20.0 96.0 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1440.0 2.13 3067.2 Under Attic 30.0 1440.0 2.13 X 1.00 3067.2 Base Total: 1440.0 3067.2 As -Built Total: 1440.0 3067.2 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 139.4(p) -31.8 -4432.9 Slab -On -Grade Edge Insulation 0.0 139.4(p -31.90 -4446.9 Raised 0.0 0.00 0.0 Base Total: -4432.9 As -Built Total: 139.4 -4446.9 INFILTRATION Area X BSPM = Points Area X SPM = Points 1440.0 14.31 20606.4 1440.0 14.31 20606.4 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, SANFORD, FL, PERMIT #: BASE AS -BUILT Summer Base Points: 27622.6 Summer As -Built Points: - — ---- _ ---- 27525.6 - _ - -- -- Total Summer X System = Cooling -- _ _ Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) _-___----- 27525.6 1.000 (1.087 x 1.150 x 0.95) 0.341 0.902 10059.8 27622.6 0.4266 11783.8 27525.6 1.00 1.188 0.341 0.902 10059.8 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCSB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, SANFORD, FL, PERMIT #: I BASE AS -BUILT FGLASSPESditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1440.0 5.86 1518.9 Single, Clear E 0.0 0.0 15.0 12.37 1.00 185.6 Single, Clear S 15.0 7.7 40.0 9.90 2.21 876.8 Single, Clear N 0.0 0.0 24.0 15.07 1.00 361.6 Single, Clear W 0.0 0.0 30.0 13.25 1.00 397.4 Single, Clear S 0.0 0.0 30.0 9.90 1.00 296.9 Single, Clear SE 18.0 6.0 16.0 10.59 1.94 328.4 Single, Clear SE 18.0 7.7 19.4 10.59 1.88 385.8 Single, Clear E 0.0 0.0 6.0 12.37 1.00 74.2 As -Built Total: 180.4 2906.8 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 416.3 1.80 749.3 Frame, Wood, Adjacent 11.0 416.3 1.80 749.3 Exterior 690.7 2.00 1381.4 Concrete, Int Insul, Exterior 4.1 690.7 3.31 2282.8 Base Total: 1107.0 2130.7 As -Built Total: 1107.0 3032.1 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Base Total: 20.0 102.0 As -Built Total: 20.0 102.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1440.0 0.64 921.6 Under Attic 30.0 1440.0 0.64 X 1.00 921.6 Base Total: 1440.0 921.6 As -Built Total: 1440.0 921.6 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 139.4(p) -1.9 -264.9 Slab -On -Grade Edge Insulation 0.0 139.4(p 2.50 348.5 Raised 0.0 0.00 0.0 Base Total: -264.9 As -Built Total: 139.4 348.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 1440.0 -0.28 -403.2 1440.0 -0.28 -403.2 EnergyGauge® DCA Form 60OA-2001 EnergyGauge@/FIaRES'2001 FLRCSB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, SANFORD, FL, PERMIT #: BASE AS -BUILT Winter Base Points: 705.2 Winter As -Built Points: 6907.8 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) ... ...... ...... ...... ....... _._..-- - 6907.8 1.000 (1.078 x 1.160 x 0.95) 0.455 0.950 3547.7 4005.2 0.6274 2512.9 1 6907.8 1.00 1.188 0.455 0.950 3547.7 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeO/FIaRES'2001 FLRCSB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS:, SANFORD, FL, PERMIT #: I BASE I AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 40.0 0.88 3 1.00 2564.00 1.00 7692.0 As -Built Total: 7692.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points 11784 2513 7692 21989 10060 3548 7692 21299 PASS EnergyGauge'" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS:, SANFORD, FL, PERMIT #: I 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS — - - - - . ... ... — - - - — - — -- - —,----—--- — ------ - -- -- . ..... — -- ----- SECTION FOR EACH PRACTICE . .... . ... — - - - . . ............ . — — - - -- - 'CHECK Exterior Windows &Doors _LREQUIREMENTS mali-45 —Cfm - - - — -- - ��imum:.3 cfm/sq.ft. window a tsq.ft. door area. Exterior & Adjacent Walls 1606.1.ABC.1.2.1 foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings > 1 /8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed the perimeter, penetrations and seams. Ceilings — --- ------- _to i 606.1.ABC.11.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; ...... - - — - — ------- ------- installed that is sealed at the perimeter, penetrations and seams. . .. ....... . Recessed Lighting Fixtures 606.1.ABC.1.2.4 conditioned space, tested. Multi -story Houses 696.1.ABC.1.2.5 Air ba - rrier on -- perimeter - of floor cavity between floors. . .... Additional Infiltration refits 606.1.ABC.1.3 have combustion air. .. 6A-11 nTUP92 Dl*P-QrPIPTIV9= MEASURES (must be met or exceeded by all residences.) COMPONENTS 1 SECTION . . . ... ..... 1 REQUIREMENTS — - - - CHECK Water Heaters '612.1 I breaker (electric) or cutoff ( s must be provided.. External or built-in heat trap required _provided._ . . .. . ...... . .... ..... . .... .. ---- - - --------- Swimming Pools & Spas 612.1 must have a pump timer. Gas spa & pool heaters must have a minimum thermal — ------------------ efficiencv of 78%. - — - --- Shower heads - - - 1612.11 1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 ...PSIG. . .. . ..... ....... . . . Air Distribution Systems 610.1 attached, sealed, insulated, and installed in accordance with the criteria of Section 610. l� Ducts in unconditioned attics: R-6 min. insulation. - — -- - . . ...... . ....... .. —- — - — - -- - -- - HVAC Controls ----------- - - . . ...... ! Separate readily accessible manual or automatic thermostat for each system. — - each — ------ - ---------- Insulation 604.1, 602.1 Ceilings -Min. R-1 9. Common walls -Frame R-1 1 or CBS R-3 both sides. Common ceiling & floors R-1 1. EnergyGauge Tm DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCSB v3.30 DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.1 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms S. Is this a worst case? 6. Conditioned floor area (ft2) 7. Glass area & type Single Pane a. Clear - single pane 180.4 ft2 b. Clear - double pane 0.0 ft2 c. Tint/other SHGC - single pane 0.0 ft2 d. Tint/other SHGC - double pane 8. Floortypes a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Frame, Wood, Adjacent b. Concrete, Int Insul, Exterior c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage b. N/A SPEC HOME, , SANFORD, FL, New _ 12. Cooling systems Single family _ 1 a. Central Unit _ 3 _ b. N/A No _ 1440 ft2 c. N/A Double Pane _ 0.0 ft2 _ 13. Heating systems 0.0 ft2 _ a. Electric Heat Pump 0.0 111 _ b. N/A R=0.0, 139.4(p) ft _ R=11.0, 416.3 112 _ R=4.1, 690.7 ft2 _ R=30.0, 1440.0 ft2 _ Sup. R=6.0, 50.0 ft _ c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: Cap: 30.0 kBtu/hr _ SEER: 10.00 Cap: 30.0 kBtu/hr _ HSPF: 7.50 Cap: 40.0 gallons _ EF: 0.88 PT, CF, _ *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. TM your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efciency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGaugeg (Version: FLRCSB v3.30) RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House CEE BEE AIR SYSTEMS, INC. Job: SF08DIST 6-8-05 P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886.5960 Fax: 407-886-6326 Email: ceebeealrsystems®c8.rr.com Web: ceebeeair,com Project• . • For: DISTINGUISHED DESIGNS "SPEC HOME" SANFORD/SEMINOLE CTY, FL Notes: 1440 SQ FT Design• . • Weather: Orlando AP, FL, US Winter Design Conditions Outside db 38 OF Inside db 70 OF Design TD 32 OF Heating Summary Building heat loss 24724 Btuh Ventilation air 50 cfm Ventilation air loss 1760 Btuh Design heat load 26484 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Coolingg Area (ft') 1422 1422 Volume (ft') 11372 11372 Air changes/hour 1.00 0.50 Equiv. AVF (cfm) 190 95 Heating Equipment Summary Make Trade Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range Relative humidity M 50 % Moisture difference 43 gr/lb Sensible Cooling Equipment Load Sizing Structure 18240 Btuh Ventilation 990 Btuh Design temperature swing 3.0 OF Use mfg. data n Rate/swing multiplier 0.98 Total Sens. equip. load 18845 Btuh Latent Cooling Equipment Load Sizing Internal gains 920 Btuh Ventilation 1474 Btuh Infiltration 2795 Btuh Total latent equip. load 5189 Btuh Total equipment load 24035 Btuh Req. total capacity at 0.70% SHR 2.2 ton Make Trade Cooling Equipment Summary Efficiency 0.0 HSPF Efficiency Sensible cooling 0.0 EER 0 Btuh Heating input Heating output 0 Btuh @ 47°F OF Latent cooling 0 0 Btuh Btuh Heating temp rise Actual heating fan 0 1000 cfm Total cooling Actual cooling fan 1000 cfm Heating air flow factor 0.040 cfm/Btuh Cooling air flow factor 0.055 cfm/Btuh Space thermostat Load sensible heat ratio 79 % Bold/italic values have been manually overridden wrigtitsoft Right -Suite Residential- 5.5.06 RSR30434 2005-Jul-11 10:46:21 AM F:\RIGHT J ARCHIVES\2005\5F08DlST.rsr Page 1 RIGHT-J SHORT FORM Entire House CEE BEE AIR SYSTEMS, INC. P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-5960 Fax: 407-886.6326 Email: ceebesairsystems®cfl.rr.com Web: ceebeeair.com For: DISTINGUISHED DESIGNS "SPEC HOME" SANFORDISEMINOLE CTY, FL Job:5F08DIST 6-8-05 Htg Clg Infiltration Outside db (OF) 38 93 Method Simplified Inside db (OF) 70 75 Construction quality Average Design TD (OF) 32 18 Fireplaces 0 Daily range - M Inside humidity (%) - 50 Moisture difference (gr/lb) - 43 HEATING EQUIPMENT COOLING EQUIPMENT Make Trade Efficiency Heating input Heating output Heating temperature rise Actual heating fan Heating air flow factor Space thermostat 0.0 HSPF 0 Btuh Qa 470F 0 OF 1000 cfm 0.040 cfm/Btuh Make Trade Efficiency Sensible cooling Latent cooling Total cooling Actual cooling fan Cooling air flow factor Load sensible heat ratio 0.0 EER 0 Btuh 0 Btuh 0 Btuh 1000 cfm 0.055 cfm/Btuh 79 % ROOM NAME Area (ft2) Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Clg AVF (cfm) MAST BED 212 5817 4573 235 251 DINING 89 2492 1277 101 70 FOYER 56 1628 661 66 36 LAUNDRY 71 834 1018 34 56 KITCHEN 105 261 273 11 15 BATH 2 52 130 136 5 7 BED 3 174 4198 4200 170 230 BED 2 163 3651 2685 148 147 FAMILY 364 3324 2112 134 116 MAST BATH 74 1831 1081 74 59 I r n nr 1e11n co cc7 1)" 012 17 Bold/italic values have been manually overridden c wnghtsoft Right -Suite Residential- 5.5.06 RSR30434 2005-Jul-11 10:46:21 Z& F:\RIGHT J ARCHIVES\2005\5F08DIST.rsr Page 1 Entire House d 1422 24724 18240 1000 1000 Ventilation air 1760 990 Equip. @ 0.98 RSM 18845 Latent cooling 5189 T/ Al [I .1 An--$ • -I AOA 7A A9C 4AAA 4AAA V 1 /1LV 1"1LL. f.V�V'T L'TVVV � vvv .vvv Bold/italic values have been manually overridden wrightsoft Right -Suite ResidenGalTM 5.5.06 RSR30434 F:\RIGHT J ARCHIVES\2005\5FOBDIST.rsr 2005-Jul-11 10:46:21 Page 2 RIGHT-J COMPONENT CONSTRUCTION REPORT Entire House CEE BEE AIR SYSTEMS, INC. Job: 5FA8DIST 6-8-05 P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886-59W Fax: 407-886-6326 Email: ceebeeairsystems@c8.rr.com Web: ceebeeair.com Project • • For: DISTINGUISHED DESIGNS "SPEC HOME" SANFORD/SEMINOLE CTY, FL Design Information Htg Clg Infiltration Outside db (OF) 38 93 Method Simplified Inside db (OF) 70 75 Construction quality Average Design TD (OF) 32 18 Fireplaces 0 Daily range - M Inside humidity (%) - 50 Moisture difference (gr/lb) - 43 CONSTRUCTION DESCRIPTIONS AREA R-VAL A/R HTG HTM LOSS CLG HTM GAIN (W) (tt'-°F/Btuh) (BtuhPF) (Btuht"') (Btuh) (Btuh1w) (Btuh) WALLS 13C Wd Fr Part,R-11,1/2" Gypsum,R0.5 Sheath 11 1.4 583 1.2 87 422 14B Masonry Wall,8" or 12" Block + R-5 691 691 6.9 99.5 99.5 4.6 3183 2.1 1422 WINDOWS 1 C Metal Frame, Single Pane, Clear Glass 121 0.9 140 37 4472 58 7025 9A Door,Wood Fr,Single Pane, Clr Glass 19 1.1 18.2 30 581 29 571 8C SGDoor,Metal Fr,Single Pane,Clear Glass 40 0.9 46.2 37 1477 29 1175 DOORS 11 A Metal, Fiberglass Core 20 1.7 11.8 19 377 13 255 CEILINGS 16G Under Unconditioned room, R-30 insulation 1422 30 46.9 1.1 1501 1.4 1970 FLOORS 22A Slab Floor on Grade, No Edge Insulation 139 1.2 113 26 3614 0.0 0 At. wrrgljtsoft Right -Suite Residential- 5.5.06 RSR30434 2005-Jul-11 10:46:21 )9C�td'� F:\RIGHT J ARCHIVEs\2005\5F08DIST.rsr Page 1 Sheet 1 Job #: 5F08DIST CEE BEE AIR SYSTEMS, INC. Scale: 1 : 86 Performed by JAS for: Page 1 P.O. BOX 2247 Right -Suite Residential (tm) DISTINGUISHED DESIGNS APOPKA, FL 32704-2247 5.5.06 RSR30434 "SPEC HOME" SANFORD/SEMINOLE CTY Phone: 407-886-5960 Fax: 407-886-6326 2005-Jul-11 12:55:55 FL ARIGHT J ARCHIVES\200515F08DIST. DUCT SYSTEM SUMMARY Entire House CEE BEE AIR SYSTEMS, INC. Job: 5F08DIST 6-8-05 P.O. BOX 2247, APOPKA, FL 32704-2247 Phone: 407-886.5960 Fax: 407-886-6326 Email: ceebeesirsystems@c8.rr.com Web: ceebeeair.com Project Information For: DISTINGUISHED DESIGNS "SPEC HOME" SANFORD/SEMINOLE CTY, FL External Static Pressure: Pressure Losses: Available Static Pressure: Friction Rate: Actual AVF: Total Effective Length (TEL): HEATING COOLING 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.00 in H2O 0.000 in/100ft 0.000 in/100ft 1000 cfm 1000 cfm 359 ft Supply Branch Detail Table Name Htg (Btuh) Clg (Btuh) Htg (cfm) Clg (cfm) Dsn FR Vel (fpm) Dia (in) Rect Sz (in) Duct Matl Trnk MAST BED 5817 4573 235 251 0.000 0 0 9x 0 VIFx SO DINING 2492 1277 101 70 0.000 0 0 6x 0 VIFx st1 FOYER 1628 661 66 36 0.000 0 0 5x 0 VIFx st1 LAUNDRY 834 1018 34 56 0.000 0 0 5x 0 VIFx st1 KITCHEN 261 273 11 15 0.000 0 0 5x 0 VIFx st1 BATH 2 130 136 5 7 0.000 0 0 4x 0 VIFx st1 BED 3 4198 4200 170 230 0.000 0 0 8x 0 VIFx st1 BED 2 3651 2685 148 147 0.000 0 0 7x 0 VIFx st1 FAMILY 3324 2112 134 116 0.000 0 0 7x 0 VIFx st1 MAST BATH 1831 1081 74 59 0.000 0 0 6x 0 VIFx st1 MAST WIC 557 223 23 12 0.000 0 0 4x 0 VIFx st1 Supply Trunk Detail Table Name Trunk Type Htg (cfm) Cig (cfm) Vel (fpm) Diam (in) Rect Duct Size (in) Duct Material Trunk SO Peak AVF 1000 1000 0 0 12 x 0 RectFbg Boldlitalic values have been manually overridden wnghtsoft Right -Suite Residential- 5.5.06 RSR30434 2005-Jul-11 10:57:54 FARIGHT J ARCHIVESl2005t5F08DIST.rsr Page 1 Return Branch Detail Table Diffus Design Design Design Vel Dia Rect Sz Stud/Joist Duct Name Sz (in) AVF (cfm) (in H2O) FIR (fpm) (in) (in) Opening (in) Matl Trunk rb1 0 x 0 274 0.00 0.000 0 0 14 x 0 VIFx rt1 rb2 0 x 0 71 0.00 0.000 0 0 9 x 0 VIFx rt1 W 0 x 0 142 0.00 0.000 0 0 8 x 0 VIFx rt1 rb4 0 x 0 514 0.00 0.000 0 0 10 x 0 VIFx rt1 Return Trunk Detail Table Name Trunk Type Htg (cfm) Clg (cfm) Vel (fpm) Diam (in) Rect Duct Sz (in) Duct Material Trunk rt1 Peak AVF 1000 1000 0 0 14 x 0 RectFbg A:.wrvghtsoft Rlght-Suite ResidentialTM 5.5.06 RSR30434 �� FARIGHT J ARCHIVES\2005t5F06DIST.rsr 2005-Jul-I1 10:57:54 Page 2 DUCT TREE DIAGRAM Entire House CEE BEE AIR SYSTEMS, INC. Job: 5F08DIST 6-8-05 P.O. BOX 2247, APOPKA, Fl- 32704-2247 Phone: 407-886-5960 Fax: 407.886-6326 Email: ceebeeairsystems@cfl.rr.com Web: ceebeeair.com Project• • For: DISTINGUISHED DESIGNS "SPEC HOME" SANFORD/SEMINOLE CTY, FL HEATING COOLING External Static Pressure: 0.00 in H2O 0.00 in H2O Pressure Losses: 0.00 in H2O 0.00 in H2O Available Static Pressure: 0.00 in H2O 0.00 in H2O Friction Rate: 0.000 in/100ft 0.000 in/100ft Actual AVF: 1000 cfm 1000 cfm Total Effective Length (TEL): 359 ft Attn: lines indicate branches and trunks, numbers indicate AVF's SUPPLY TRUNKS AND BRANCHES - SCHEMATIC TREE DIAGRAM MAST BED —250. DINING —69. FOYER —36. LAUNDRY —55, KITCHEN —14. BATH 2 —7. BED 3 —230. BED 2 —147. FAMILY —115. MAST BATH —59. MAST WIC —12. RETURN TRUNKS AND BRANCHES rb1 —273. rb2 —70. rb3 —141. rb4 —513. Bold/Italic values have been manually overridden wrigljtsoft Right -Suite Residential TM 5.5.06 RSR30434 F:kRIGHT J ARCHIVES\2005\5F08DIST.rsr 1 1000 1000 2005-Jul-11 10:57:54 Page 1 Job #: 51F08DIST Performed by JAS for: DISTINGUISHED DESIGNS "SPEC HOME" SANFORD/SEMINOLE CTY FL Sheet 1 CEE BEE AIR SYSTEMS, INC. P.O. BOX 2247 APOPKA, FL 32704-2247 Phone:407-886-5960 Fax:407-886-6326 Scale: 1 : 117 Page 1 Right -Suite Residential (tm) 5.5.06 RSR30434 2005-Jul-11 10:57:45 IT J ARCHIVES\2005\5F081 • 1 Job:(RPVRML30) /Rod Vem%ft Metro / CJ3C Tap enord 2x4 SP #1 Bot Chard 2x4 SP #1 Sub -fascia beam assumptions: 4-3-8 sub -fascia beam on the 0-3-8 cantilever side. 4.3-8 sub -fascia team on the 0-3.8 cantilever side. N T M n 536 3X4(A,) 1'10'10 2.83 v I� 4•,5 — F�- 8.11 R%-2130 U-1800 W-CI5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg. Located anywhere in roof, CAT It, D(P B, wild TC DL=5.0 psf, wind BC DL=5.0 psf. The following trusses need concentrated loads at the end of their overhangs: 2-11.8 spantselback member on the 0.3-8 cant side requires 27 Ibs and the 2-11.8 span/setback member on the 0-3.8 cant side requires 27 lbs. Hipjack supports 2-11-8 setback jacks with 0-3.8 cantilever one face; 0-3-8 caMlever opposite face. TCt 6713 "180 U=1QOM WAILED �NINETH He Eylvx', p. 4LCONA 6C, JUN 0 6 l�S� - -�,C.$ U-IWX NAILED FL FEE & 18242 973 ti' LEFT RAKE = 1'11"4 LEFT JIG = 4'4"9 RIGHT JIG = 60"13 DESC. = CJ3C SEQ = 30715 PLT. TYP: WAVE FBC/TPI1995(STD) QTY= 2 TOTAL= 2 REV. 7.02.0527.10 SCALE=1.3802 TC LL 20.OpSf REF THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TC DL 10.0pSf BC pL 10. OpSf BC LL O.OpSf _ DATE 06-01-2005 DRWG O/A LEN. 40203 WARNINGS. TOT.LD. 40.Opsf DUR.FAc. 1.25 SPACING 24.0" TYPE hipjack Job:(RDVRML30) /Rod Vermilko /Metro / CJ3 Top chord 2x4 SP 91 Bat chord 2x4 SP #1 Deflection meets 1-1360 live and 1.1240 total bad. sae T 3X4(A1) T m h 1 LEFT RAKE = 1'11"4 LEFT JIG = 4'4"9 DESC.= CJ3 PLT. TYP.-WAVE FBC/TPI1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 15.00 It mean hgt, ASCE 7-98, CLOSED bidg, Located awe in roof, CAT 11, EXP B. wind TC DL=5.0 psf, wind BC OL=5.0 psf. Hipjack supports 2-11-8 setback jacks with no webs. TC1 M13 Rv�o` NAILED 2.83 v RWi87# U-1W# W-10'9 SEAT PLATE REQUIRED QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. N it 973 8' 1 377 473 Sc,. 03A ktt&ME PLACE U N 0 6 2005 MOUNT DORm,� 3275? FL. REG.'19243 RIGHT JIG = 50"13 SEQ = 30674 REV. 7.02.0527.10 SCALE=1.3802 TC ILL 20.Opsf REF TC DL BC DL BC LL TOT.LD. 10.0psf 10.0pSf O.OpSf 40.Opsf DATE 06-01-2005 DRWG O/A LEN. 40203 DUR.FAC. 1.25 SPACING 24.(r I TYPE hipJack Top chdrd 2x4 SP #1 Bot chord 2X4 SP #1 Webs 2x4 SP #3 / etro r GJ7C1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR•S LAYOUT 120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg. Located anywhere in roof, CAT It, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 W. The folbwing trusses need concentrated load at the end d their overhangs: 3 0 0 spaNsetbadc member on the 0 1 8 cant Sub -fascia beam assumptions: 44-0 sub -fascia beam on the 0-1-8 cantilever side. 4.4-0 sub -fascia beam on the 0-1-8 side requires 26 Ibs and the 3-M spantsetbac k member on the 0-1-8 cant side requires 26 lbs. cantilever side. Hipjack supports 6-11-8 setback jacks with 0-1-8 cantilever one face; 0-1-8 cantilever opposite face. Deflection meets U360 five and U240 total k1ad. T cis 1 s» TC1 11'8"11 f 6612 I 4'405 NAII.lrD I V4'3 B' i 1110"10 I 710"1Llii t,_i. _ 7�;T �ajEra Rw428# 219# WWII6C, J wwt P CE MOUNT DORA,R 32M LEFT RAKE = 1'11"4 F, REG. 8243 LEFT JIG = 10'2"4 RIGHT JIG = 1 t'8"11 DESC. = CJ7C1 SEQ = 30694 PLT. TYP: WAVE FBC/TPI1995(STD) QTY= 1 TOTAL= 1 REV, 7.02.0527.10 SCALE=0.7142 TC LL 20.Opsf REF THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TC DL 10.Opsf OpS f BC LL BC DL 10. 0PS DATE 06-M -ZOOS DRWG O/A LEN, 91001 WARNINGS. TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" ITYPE hipjack /Rod Vermiio /Metro / CJ7 Top chord 2x4 SP #1 Bat chord 2x4 SP 91 Webs 2x4 SP 93 Deflection meets L/360 five and U240 total load. sit THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR S LAYOUT 120 mph wind, 15.00 R mean hgt, ASCE 7-98. CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC OL=5.0 psf. Hipjacc supports 6-11-8 setback jacks with no webs. TC1 11,8111 i -- 6612 "'I' 4W5 _ - NAILED I0'4"3 8' F- e'11 I F$'12 \ 6"10 I'�-1'10'10 I 9't0.1 B01 H. EH+17'RS, P.E. SEAT PLATE REQUIRED 644MItWhIDGE PLACE JUN 0 6 2005 MOUNT DORA, 9- 32757 LEFT RAKE = 1'11"4 FL RE �{, 6243 LEFT JIG = 1074 RIGHT JIG = I V8"11 DESC. = CJ7 SEQ = 30871 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 4 TOTAL= 4 REV. 7.02.0527.10 SCALE -0.7142 TC LL 20.Opsf REF DATE 06-01-2005 TC DL 10.0pSf THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,INIPORTANT SPECIFICATIONS AND WARNINGS. BC DL 10.0pSf BC LL 0.0pSf TOT.LD. 40.OpSf DRWG O/A LEN. 91001 DU R. FAC. 1.25 SPACING 24.0 TYPE hipjack 9):(KUVKML3U) /RUC Vemdlio Metro / BJ1C1 THIS MG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord SP 91 120 mph wind, 8.27 It mean h9t, ASCE 7-98, CLOSED Bat chord 2X4 x4 SP #1 wind BC OL-5 0 Bldg. Located anywhere in roof, CAT II, EXP B. wind TC DL=5.0 psf, psf TC1 6'4'4 B' <• iE3'H N. Eti"13S, p L r L Cf: 4 FALCONBRIDGC PLACE r Rv=25dii W4' 1h,82e V lip--7N t,%-lg� �{##��"n"NryryAqq.ILEO ;y{'► Rvw-M U5J4J17 1 0 b 2VU5 �4UR ©DRAM! 32757 LEFT RAKE = 1'414 ��G� FL LEFT JIG = 1'7'6 DESC. = BJ1 Cl RIGHT JIG = 74"1 PLT. TYP -WAVE FBC/TPI1995 STD SEQ = 30707 ) QTY= 2 TOTAL= 2 REV. 7.02.0527.10 SCALE=3.3790 TC LL 20.OpSf REF THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND TC DL 10.OpSf 0.00.Ops ps BC LL BC OL 1 f DATE 06-M -2005 DRWG O/A LEN. 1 WARNINGS. TOT.LD. 40.OpSf DU R. FAC. 1.25 SPACING 24.0" TYPE jack Job (RDVRML30) /Rod Vermffho /Metro / BJ1C THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT " Top chord 2x4 SP #1 120 m wind, 8.27 ft mean bldp anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, Bot chord 2x4 SP #1 wind BBC DL=5.0 psf. ASCE 7-98, CLOSED Located LEFT RAKE = V414 LEFT JIG = 176 DESC. = BJ1 C PLT. TYP.-WAVE FBC/TPI1 TC1 B'4"4 B' rL— 4'14 .{. 7'2 IV ,' : �l k. Eli! -:?S, p.Fe R,-3240 L%240# W 3'8 ".4 Ai, iNE NSAID PLACE Rv=-ctAg1 lOWN NAILED Rv=-+348 U-,80# NAILE/7 JUN 4 6 ZOOS 4 TOTAL= 4 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. MOUKRWHAFll Ma f RIG6RJ119977140243 Gz SEC = 30721 REV. 7.02.0527.10 TC LL 20.Opsf TC DL 10.OpSf BC DL 10.Opsf BC LL 0.0psf TOT.LD. 40.Opsf SCALE=3.3792 REF DATE 06-01-2005 DRWG O/A LEN. 1 DUR.FAC. 1.25 SPACING 24.0" TYPE jack Top chord 2x4 SP #1 Bot chord 2x4 SP #1 /metro / Eiji THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.27 ft mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC OL=5.0 psf. TCt r4'4 IF 1• jam._.. 1 �jY I - _'„�`� f Rw �1 U�iBO# W8• �'�i ETN H. EHI�S, P.E. SEAT PLATE REWIRED ff=AQ=Rl0Ck PLACE AIN09Z05 MOUNT DORA, R M'57 LEFT RAKE = 1`4"14 LEFT JIG = RIGOJOZ410243 1`2"6 DESC.= BJ1 SEQ = 30690 PLT. TYP.-WAVE FBC/TP11995(STD) QTY= 10 TOTAL= 10 REV. 7.02.0527.10 SCALE=3.3790 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. TC LL 20.Opsf TC DL 10.Opsf BC DL 10.Opsf BC LL O.Opsf TOT. LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" REF DATE 06-01-2005 DRWG OIA LEN. 1 TYPE Job:(ROVRML30) /Rod VermA6o nM4Wo / BJ3C1 Top chord 2x4 SP #1 Bot chord 2x4 SP #1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.61 ft mean hgt. ASCE 7-98. CLOSED bide, Located anywhere in roof, CAT II, EXP B. wind TC DL=5.0 psf, wind BC OL=5.0 psf. TCi 3X4(A 1) Rv-&W U-180# NAILED M4 S, I4.14 }. P7'2 �.J2 rr I- & EH! _' G, ' Rr=2521 U=1800 W.r ec1 RE 7C �CE OUNTDORM, FL 32751 LEFT RAKE = 1'4"14 LEFT JIG = 3'3"6 RIaFFFAFrV4Q243 DESC. = BJ3C1 PLT. TYP -WAVE FBC/TPI1995(STD) QTY= 2 TOTAL= 2 REV. 7.02.0527.10 SEQ = 30704 SCALE=1.9320 TC LL 20.Opsf REF TC DL 10.OpSf DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED BC DL 1 f 0.Ops O.Ops DRWG PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND BC LL O/A LEN. 3 WARNINGS. TOT.LD. 40.OpSf DUR.FAC. 1.25 SPACING 24.0" TYpF iack Mt Wo / BM THIS DWG. PREPARED BY THE Top Chord 2X4 SP #1 Bot chard 2X4 SP #1 a M 3X4(A7) 1'4' Rv-248# U-1800 W*8' SEAT PLATE REWIRED TC1 120 mph wind, M ft mean h¢, ASCE 7-98, CLOSED bldg. Located anywhere in roof, CAT II, ECP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. LEFT RAKE = 1'4'14 LEFT JIG = 33 6 DESC.= BJ3 PLT. TYP.-WAVE FBC/TP11995(STD) QTY= 8 TOTAL= 8 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. Rv-530 U=180# NAILED Y0'4 F Vi . EVL=QS, P.E. BC1 w4 S1 E'LACE ,SUN 0 6 2005 MOUiff W , R 32757 FL.AEG. 18243 RIGHT M = 4'4' SEQ = 30687 REV. 7.02.0527.10 SCALE =1.9320 TC LL 20.Opsf TC DL 10.Opsf BC DL 10.Opsf BC LL O.Opsf TOT. LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0' REF DATE 06-01-2005 DRWG O/A LEN. 3 TYPE jack /metro / BJ5C1 b:(RDVRML30) /Rod 1 Top chord 2x4 Sp # 1 Bot chord 2x4 SP #1 3X4(A1j THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.94 ft mean hgt. ASCE 7-98, CLOSED bldg, not located whin 4.501t from roof edge, CAT 11, EXP B, wind TC DL=5.0 psf, ward BC DL=5.0 psf. Deflection meets L/360 live and L/240 total bad. TC1 Rv=120k U=1 NAILED 9T4 r Fes— 4.14 I 47.2 J i I r4- Rw3 8# U=18Q4 IN•4' 6034 -V� _NMV36E PLACE LEFT RAKE = 1*4"14 LEFT JIG = 64"10 DESC. = BJ5C1 PLT. TYP -WAVE FBC/TPI1 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. JUN 0 4 2005 MOIiNU A,F!- 3w, SEQ = 30701 REV. 7.02.0527.10 SCALE=1.3219 TC LL 20.Opsf TC DL 10.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 40.Opsf DU R. FAC. 1.25 SPACING 24.0' REF' DATE 06-01-2005 O/A LEN. 5 TYPE Job:(RDVRML30) /Rod \ Tap chord 2x4 SP #1 Bat chord 2x4 SP 91 13x«A1; T M 1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.94 it mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 it from roof edge, CAT 11, EXP B, wind TC OL=5.0 psf, wind BC OL=5.0 psf. Deflection meets L/960 live and L/240 total bad. TC1 Rvt22# U-180# NAILED 9'S'4 i"— 4'14 I 472 J r 1'4' 1 cc [i� f4!`�MET Rv315# U•t80# Vk8' BCt ^QJ. i l 1 / • � SEAT PLATE REQUIRED603 FALCON' �iu- PLACE JUN 0 b 2005 MOUNiT DORM, �� 32767 DELEFT RAKE = 1'4"14 �� C.FT = 8 54"10 RI P = 4 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 8 TOTAL= 8 SEQ = 30684 REV. 7.02,0527.10 SCALE =1.3219 THIS DRAIMNG SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. TC LL 20.Opsf TC DL 10.0pSf BC DL 10.0psf BC LL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" REF DATE 06-01-2005 O/A LEN. 5 TYPE jack Job:(RDVRML30) /Rod Vermilho Metro / EJ3C Top chord 2x4 SP #1 Bot chord 2x4 SP #1 3X4(A1) Ir LEFT RAKE = 1'414 LEFT JIG = 33" 6 DESC. = EMC PLT. TYP.-WAVE FBC/TPI1 TC1 i-- 4'14 Rw2670 U-180N VWTS THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.61 R mean hgt, ASCE 7-98, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. QTY= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. Rw39# U•180N NAILED Y0'4 Ir 2 7'2YA -3' , r . 'HL=?S,P..E. BCI Wild Cat IQ _ PLACE JUN 0 n Z005 MOU10 DORA, Per 32757 1FL. REG.18243 RIGHT JIG = 44' SEQ = 30718 REV. 7.02.0527.10 SCALE=1.9321 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf BC LL O.Opsf TOT.LD. 40.Opsf DU R. FAC. 1.25 SPACING 24.0" DRWG O/A LEN. 3 TYPE THIS DWG. PREPARED BY DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Job:(RDVRML30) iRod VerrrM6o Metro / Top chord 2x4 SP #1 Bat chard 2x4 SP #1 h 3X4(Ai) 1'r Rv=248N U=180N W-8' SEAT PLATE REQUIRED TC1 120 mph wind, 8.61 ft mean hgL ASCE 7-98. CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC DL=5.D psf. LEFT RAKE = 1'4'14 LEFT JIG = 3'3"6 DESC. = EJ3 PLT. TYP: WAVE FBC/TP11995(STD) QTY= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. Rv=53# U=1800 NAILED YO"4 8' �x..- -3' �r}� Eu py ecl 803ffileffi PLAN MOUKDORA,9R, 3M RIJagG•4 82 SEQ = 30681 REV. 7.02.0527.10 SCALE=1.9321 TC LL TC DL BC DL BC LL TOT.LD. 20.Opsf 10.Opsf 10.Opsf 0.Opsf 40.Opsf REF DATE 06-01-2005 DRWG O/A LEN. 3 DUR.FAC. 1.25 SPACING 24.0" TYPE ejack Tap chord 2x4 SP #1 Bot chord 2x4 SP #1 Weiro I WIL11 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.27 It mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 R from roof edge, CAT il, EXP B, wind TC DL=5.0 psf, wind BC OL=5.0 psf. Deflection meets U360 We and 1-/240 total load. r 1'4' i�' a•14 Rw3g2V'U=180# 1*,r LEFT RAKE = 1'4"14 LEFT JIG = 7'5"14 DESC. = EJ7C1 PLT. TYP.-WAVE FBC/TPI1 TCt NAILED QTY= 4 TOTAL= 4 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTESJMPORTANT SPECIFICATIONS AND WARNINGS. itY4"4 I* - T , KL.kf1YC 14. 1EHL77S✓ 0 E. BC, 'c PLACE „Utv 0 10 ?.OtiS MOUNT DOPLA,R RI 96'1,0243 SEG = 3060 REV. 7.02.0527.10 SCALE=1.0047 TC LL 20.0psf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.0psf DRWG BC LL O.Opsf TOT.LD. 40.Opsf OfA LEN. 7 DUR.FAC. 1.25 SPACING 24.0" TYPE ejack O:(KUVKMLJU)/KOO VOrtlMg0 Top chard 2x4 SP #1 Bot chard 23(4 SP #1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.27 It mean hgt, ASCE 7-96, CLOSED bidg, not located within 4.50 tt from root edge, CAT 11. EXP B, wind TC a.=5.0 psl, wind BC DL=5.0 psi. Deflection meets Lr" live and 1-/240 total load. TCt NAILED 1174"4 IF I- ru F eTz re' ---I RV-killLki90N vrae• �, UH S . SEAT PLATE REOUIRED 6034 F�jLCONSI GE LEFT RAKE = 1`4"14 LEFT JIG = T5"14 DESC. = EJ7 PLT. TYP.-WAVE FBC/TPI1 QTY= 18 TOTAL= 18 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTESJMPORTANT SPECIFICATIONS AND WARNINGS. JUN 0 6 2005 OUNTDCiW! 3W RIG vX-44"18243 SEQ = 30678 REV. 7.02.0527.10 SCALE=1.0047 TC LL 20.Opsf REF TC DL 10. OpSf DATE 0"1-2005 BC DL 10.Opsf BC LL O.Opsf TOT.LD. 40.Opsf DRWG O/A LEN. 7 DU RYAC. 1.25 SPACING 24.0" TYPE ejac io.kmuvmffl�) rnoa vermuo rmeao i tt Top chard 2x4 SP #1 Bot chord 2x6 SP #1 VVebs 2x4 SP #3 THIS GIRDER DESIGNED TO SUPPORT 21-2-8 SPAN FRAMING TO THE BOTTOM CHORD FROM ONE SIDE OPPOSITE SIDE SUPPORTS 30.0 JACKS. JACKS HAVE NO WEBS. LEFT JIG = 3'3"6 DESC. = E2 PLT. TYP.-WAVE TCi -3 3' 3. 1701# U•765N Wks" BC1 SEAT PLATE REWIRED FBC/TPI1 THIS DM. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 15.00 It mean hpt. ASCE 7-98, CLOSED bldg. Located anywhere in roof, CAT II, ECP B. wind TC DL=5.0 psf, wind BC DL=5.0 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L1360 Eve and U240 total load. QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. — TC2 —4'- 3'8'8 — 5xS(R) 3-8 +-I 8' EN ER O. P.E. 4. WIN FA! v N 3RIDGE PLACE 3X4 JUN 0 6 200; Rv=15610 tp698M H-Simpson HUSH w/(6)10d Common, 0.1489A.0 netts w/(14)10d Common, 0.1485t3.0'rrdl Us1 DORA, FL 32757 Girder K (1) 1.50Dc 5.50 SP j t/(w�' {�lj�/� �� REG. f Of:':�i RIGHT JIG = 42"9 REV. 7.02.0527.10 SEQ = 30588 SCALE=1.1960 TC ILL 20.Opsf REF TC DL 10.0psf DATE 06-01-2005 BC DL 10.0pSf DRWG BC ILL 0.0psf TOT.LD. 40.Opsf O/A LEN. 7 DUR.FAC. 1.25 SPACING 24.0" TYPE hipm Job:(RDVRML30) /Rod Vemul6o /Metro / E1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Bot chord2X6SP#� 2 Complete Trusses Required Webs 2x4 SP #3 SPECIAL LOADS NAILING SCHEDULE: (10d box nails) ----(LUMBER DUR.FAC.= 1. 25 / PLATE DUR.FAC.=1.25) TOP CHORD: 1 ROW 121 o.c. TC - From 60 PLF at 0.00 to 60 PLF at 7.00 BOT CHORD: 2 ROWS' 6" o.c. (EACH ROW) BC - From 20 PLF at 0.00 to 20 PLF at 7.00 WEBS :1 ROW Q 4 o. c. BC - 2345 LB Conc. Load at 1.46 USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS BC - 968 LB Conc. Load at 3.40, 5.40 IN EACH ROW TO AVOID SPLITTING. H = recommended connection based on manufacturer tested capacities and calculaborm Conditions may exist that require 120 mph wind, 15.00 It mean hot, ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge, CAT 11. EXP B, wind TC different connections than indicated. Refer to manufacturer publication for additional information. DL=5.0 psf. wind BC DL=5.0 paf. Right end vertical not exposed to wind pressure L TC1 I 4710 28'10 rss 1'l1"4 z 234W RV-1X U-1083M Nk8' BCt SEAT PLATE REQUIRED LEFT JIG = 75"14 DESC. = E1 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 1 PLIES= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. --i —1T4 95" 3X4 e' I EaH Kmctr,poc 4FAI.CGNERINGE MCE Rv1880# U-5M H=SlmpsonHHUS26-2 JUN 0 6 2005 w/(6)10d Gammon, 0.14M.0' naNa in T= w/(14)10d) I-50x . 0.148' Soh nab In grder A � Mot y araer Is (z) 1.Sox 5.50 SP Sogdsewn t FL 32757 FL REG.16243 RIGHT JIG = T0"1 SEG. = 30637 REV. 7.02.0527.10 SCALE=1.0251 TC LL 20.Opsf REF TC DL 10.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" DATE 06-01-2005 DRWG O/A LEN. 7 TYPE mono lob:(RDVRML30) /Rod Vermillio M1etro / D2 I Cp CMM 2X4 SP #1 Bot chore) 2x4 SP #1 Webs 2x4 SP #3 Left side jacks have 3-M setback with 0-4-0 cant and 1-4-0 overhang. End jades have 3-0.0 setback with 0-0-0 cart and 14-0 overhang. Right side jacks have 3-M setback with 0.4.0 card and 14-0 overhang. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 15.00 ft mean hgt, ASCE 7-96, CLOSED bidg, Located anywhere in roof, CAT II, IXP 8, wind TC OL=5.0 psf, wind BC OL=5.0 psf. #1 hip supports 3-04) jacks with no webs. DeHectlon meets U360 live and L/240 total load. TC1 TC2 I TC3 i 3' 1. -4- 3, I 3' 4X4 04 12 4 p `-.J' X4(A1) 1 T irig t LU I. 3X4 3X4 a' 4• I 64• 4• c� t / —mot ��" I za•,a 8•e -f- ze•,a a•u - 6034 FALOQNBRIDGc PLACE9 ,02# ,aRE Rv=4 U-236# Wh3.8 8401 LEFT RAKE = 1'4"14 LEFT JIG = 33"6 DESC. = D2 PLT. TYP.-WAVE FBCITPI1 QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. R1+468# U=2391r w=3•8 -1 J U N 0 u 2005 MOUNT OORA, AFL- 32757 RIG1iTJftf1d43 SEQ = 30712 REV. 7.02.0527.10 SCALE=0.8661 TC LL 20.Opsf REF TC DL 10.Opsf DATE 06-01-2005 BC DL 10.Opsf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 7 DU R. FAC. 1.25 SPACING 24.0" I TYPE hips Job:(RDVRML30) Mod VerrrAgo Metro / Top chord 2X4 SP #1 Bat chard 2X4 SP 91 Webs 2x4 SP #3 LEFT RAKE = 11"1 LEFT JIG = 39"11 DESC.= D1 PLT. TYP: WAVE THIS 1) BY THE ALPINE JOB DESIGN FROM TRUSS MFR'S LAYOUT 120 mph wind, 8.77 ft mean hgt. ASCE 7-98. CLOSED bldg, not boated within 4.50 ft from roof edge. CAT 11, EXP B, wind TC CL=5.0 psf, wind BC DL=5.0 psf. Deflection meets U360 five and L/240 total bad. TC1 TC2 3'8• 36• I 3V 36. I----1T8 111 u=,6oar 1N=3.8 BC, FBCrrPI1 QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 31•2 4•14 --{ r � 34 ti.O RR1�u PLACE Rr--336# 1k1800 W=3'8 JUN 0 9 M5 IAOUNT D, FL 32757 RIGIAMIC G-48124 RIGHT JAG = 3711 SEQ = 30709 REV. 7.02.0527.10 SCALE =0.9568 TC ILL 20.Opsf TC DL 10.0psf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" REF DATE 06-01-2005 DRWG O/A LEN. 7 TYPE comn /Rod Vermillio /Metro / CS THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Left side jade have 7-M setback with 0-0.0 cant and 1-" overhang End jades have 7-0.0 setback with 0-" cant and 1-" overhang. Right side jacks have 7-M setback with 0.0.0 cart and 1-4-0 overhang. �- Ile TC1 r I"--.710.14 3'1'2 vir 120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg. Located anywhere in roof, CAT II, EXP B. wind TC OL=5.0 psf, wind BC DL=5.0 psf. #1 hip supports 7.0-0 jacks with no webs. Deflection meets L/360 live and L/240 total bad. TC2 TC3 r4• r �{+ 3'W TM 3'10'14 .{ 2T4• / I[GRt#JYT,, r � ,P1 H. EHI FRS, P.F. r r4• ,& r 4 I'ALCCI%9RIDUE PLACE Rvnsca u•e, Lv=e• BC, SEAT PLATE REOURED LEFT RAKE = 1'4"14 LEFT JIG = 75"14 DESC. = C5 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE Al00 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. SC2 ",T30 L1=617p .� JUN 0 O 2 i+,5 SEAT PLATE REOUiRED RIGORO 3 SEQ = 30641 REV. 7.02.0527.10 SCALE=0.3488 TC LL 20.Opsf TC DL 10.OPSf BC DL 10.OPSf BC LL O.OPSf TOT. LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" REF DATE 06-01-2005 O/A LEN. 210400 TYPE hi /Rod Vem-Alio (Metro / C4 Tap chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.61 It mean hgt, ASCE 7-98, CLOSED bide, not located within 4.50 It from roof edge, CAT 11, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets U360 live and L/240 total bad. TC1 TC2 + TC3 9 TV + 9 4',0',4 }. f1'2 T4' + 4'1'2 'ri(r 4 F. a s•u I --1-'r + '— e• Bc, Rv-939M U-251M W= SEAT PLATE REQUIRED LEFT RAKE = 1'4"14 LEFT JIG = 97"2 DESC. = C4 PLT. TYP.-WAVE FBC/TP11 32'4 + e7'2 '� 4NETIi H. E�iL=aS, P.E. Bcz 214• • i ILIXWD BRIDuE PLACE R -WO U=25110 W18- SEATPLATE REWRFD JUN 0 0- 2005 MOUNT DORA,, FL 32757 FL REO.18243 RIGHT RAKE = 1'4"14 RIGHT JIG = 9T'2 QTY=1 TOTAL= 1 REV. 7.02.0527.10 SCALE =0.3488 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. TC LL 20.Opsf TC DL 10.Opsf BC DL 10.Opsf BC LL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" REF DATE 06-01-2005 DRWG O/A LEN. 210400 TYPE hips .t ob (RDVRML30) /Rod Vermdfio /Metro / C3 Top chord 2x4 SP 91 Bot chord 2x4 SP #1 Webs 2x4 SP #3 SPECIAL LOADS ---{LUMBER DUR.FAC.=1.25 / PLATE OUR.FAC.=1.25) TC - From 60 PLF at -1.33 to 60 PLF at 22.67 BC - From 4 PLF at -1.33 to 4 PLF at 0.00 BC - From 20 PLF at 0.00 to 20 PLF at 0.81 BC - From 50 PLF at 0.81 to 50 PLF at 20.52 BC - From 20 PLF at 20.52 to 20 PLF at 21.33 BC - From 4 PLF at 21.33 to 4 PLF at 22.67 TCt — tow � sa•1a S AMA/1 T 3't 5 1 BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.88 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge, CAT 11. EXP B, wind TC DL=5.0 psf, wind BC OL=5.0 psf. Direction meets L/360 live and 1-/240 total load. -I- TC2 lair 011.2 + 4'11'2 5.6•14 �( 2,•4•. W13 Rv=12340 U•42 Nk8' -- scl + SEAT PLATE RECMRED LEFT RAKE = 1414 LEFT JIG = 11'4"4 DESC. = C3 PLT. TYP.-WAVE FBC/TPI1 QTY= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. —K �MWI j!��}. EHL-iat p. Rw12W UU „ .�"U'l RR1DUc. Vrr SEAT PLATE RECURED JUIN 0 6 2005 M UN WORA, fL 32757 R( NW RIGHT JIG = 11'4"4 SEQ = 30650 REV. 7.02.0527.10 SCALE=0.3488 TC LL 20.Opsf REF TC DL 10.0pSf DATE 06-01-2005 BC DL 10.0pSf DRWG BC LL O.Opsf TOT.LD. 40.Opsf O/A LEN. 210400 DU R.FAC. 1.25 SPACING 24.0" TYPE comn lob:(RDVRML30) Mod Vemallio MteOo / C2 THIS DWG. BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 0 Top chord 2x4 SP 91 Bot chord 2x4 SP #1 Webs 2x4 SP #3 SPECIAL LOADS —(LUMBER DURFAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 22.54 BC - From 20 PLF at 0.00 to 20 PLF at 0.69 BC - From 50 PLF at 0.69 to 50 PLF at 20.40 BC - From 20 PLF at 20.40 to 20 PLF at 21.21 BC - From 4 PLF at 21.21 to 4 PLF at 22.54 576 Tci 1d68 4'11'2 04 12 4 p 3X4 W1 3X4 120 mph wind, 9.85 R mean hgt, ASCE 7-98. CLOSED bldg, not located within 4.50It from roof edge. CAT 11. EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets L/360 live and L/240 total load. 4'11'2 5X6 — TC2 10'8' — 68'14 W 2178 p`jR!![.� [[,�� - c C f'T 610'18 ♦ 66'13 `}• ell"I1 iY!'i��i7 H. EH 99, P.E. 21" . ?� NBRID+u� f.ACE Rv=1142lr U=3 Nk6'8 �l SC2 RV-1231# U-4250 VA48' SEAT PLATE REQUIRED SEAT PLATE REQUIRED JUN Q OR 2005 MOUNT rulAum., FL 32757 R. REG.18243 RIGHT RAKE = 1'4"14 DESLEFT JIG = 11'213 RIGHT JIG = 11'4 4 PLT.TY C2 SEQ = 30655 LT. YP.-WAVE FBC/TP11995(STD) QTY= 1 TOTAL= 1 REV. 7.02 052710 SCALE =0 3714 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. TC LL 20.Opsf TC DL 10.Opsf BC LL BC DL 10. Ops f TOT.LO. 40.Opsf REF DATE 06-01-2005Ops DRWG O/A LEN. 210208 DUR.FAC. 1.25 SPACING 24.0" TYPE comn IC1 1 DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT e1 Top chord 2x4 SP #1 Bot chard 2x4 SP 91 Webs 2x4 SP 03 SPECIAL LOADS ----(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 22.54 BC - From 20 PLF at 0.00 to 20 PLF at 0.69 BC - From 50 PLF at 0.69 to 50 PLF at 20.40 BC - From 20 PLF at 20.40 to 20 PLF at 21.21 BC - From 4 PLF at 21.21 to 4 PLF at 22.54 120 mph wind, 9.88 It mean hgt, ASCE 7-98, CLOSED bidg, not located within 4.50 R from roof edge, CAT II, EXP B, wind TC DL=5.0 psf, wand BC DL=5.0 pat. H = recommended connection based on manufachlrer tested capacities and caladations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 five and L/240 total load. TC1 A TC2 I 10F6.8 Va• 576 4'11'2 411'2 5'8'14 4X4 ire &UN5 RvO139# 3930 H=SimpsonHUS2s aC, w/(S)10d Gammon, 0.148'4.0' naffs In Truss w/(14)10d Common, 0.148'x3.0' news In Girder Grder Is (1) 1.50x 5.50 SP SoAdSawn LEFT JIG = 11713 DESC. = C1 PLT. TYP.-WAVE FBC/TPI1 a S 38 611.11 ETHKEHir"R7fRE' 2178 at-ONBA)DGE PLACE QTY= 3 TOTAL= 3 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. BC2 Rw/234# U-428# VWS' .j SEAT PLATE REQUIRED JU N ` 0 6 2005 MOUNT1-d0—s A, ft757 ,,32I FL REC3. 18243 RIGHT RAKE = 1'4"14 RIGHT JIG = 11'4"4 SEQ = 30660 REV. 7.02.0527.10 SCALE =0.3714 TC LL 20.OpSf TC DL 10.0psf BC DL 10.0pSf BC ILL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24Z REF DATE 06-01-2005 DRWG O/A LEN. 210208 TYPE comn /Rod Vermwwo /Metro / 83 THIS DVVG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR S LAYOUT Top chord 2x4 SP #1 Bot chord 2x6 SP #1 :BC2 2x4 SP #1: V%Wx 2x4 SP 93 SPECIAL LOADS ---(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at 0.00 to 60 PLF at 25.67 BC - From 20 PLF at 0.00 to 20 PLF at 24.33 BC - From 4 PLF at 24.33 to 4 PLF at 25.67 BC - 1561 LB Conc. Load at 3.06 Deflection meets U380 live and U240 total load A 2 Complete Trusses Required NAILING SCHEDULE: (10d box nails) TOP CHORD: 1 ROW 12' o.c. BOT CHORD:1 ROW 12" o.c. WEBS 1 ROW o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. 120 mph wind, 15.00 ft mean hpt, ASCE 7-96, CLOSED bldg, not located within 4.50 ft from roof edge. CAT 11, EXP B, wind TC OL=5.0 pelf, wind BC DL=5.0 pet. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. TCi + TC2 r TC3 TC4 T 3' i Mr 1018' {� 4'6.4 25'12 3' I 38, — ♦ fI I'2 5'8"14 +I I 3'8'107T8—♦-28"8—+-311'8 103"2 rj MINE PLACE 24'4" i�, ii'L�i' i( u �— 3V12 2174 IWIS JUN 0 & zoo Rw236d. 1a H=Sknpson HGuszB 2 t>C, t>c2 SEAT PLATE � N7 Q AA, FL 327 w/(4)145 0.1 91031 S news M Truss WIWI, led. 0.16M.V rurws in Girder 57 Gwdsr is (2) 1.50x 5.50 SP SowdSewn FL REG.18243 LEFT JIG = T514 DESC. = B3 PLT. TYP -WAVE FBC/TPI1995(STD) QTY= 1 PLIES= 2 TOTAL= 2 THIS DRAVMNG SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. REV. 7.02.0527.10 TC LL 20.Opsf TC DL 10.Opsf BC DL 10.OPSf BC LL O.Opsf TOT. LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" RIGHT RAKE = 1'4"14 RIGHT JIG = 11'4 3 SEQ = 30614 SCALE=0.3262 REF DATE 06-01-2005 DRWG O/A LEN. 240400 TYPE SP@C /Rod Vermillio /Metro / B2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 Bot chord 2X4 SP #1 V*bs 2X4 SP #3 Deflection meets U360 live and L/240 total load. 120 mph wind, 9.88 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge, CAT 11, ECP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacb" publication for additional information. fL" TC1 A.TC2 TC3 - + TC4 9 3' tow r 4'10'14 { fl 2 - f 3' --{_— 1'8' } 4'11'2 eC1 Rv=9680 249# H-Smpson HUS26 w/(4) ,6d, 0.16r4.5' reds In Truss w/(14) 16d, 0.162')Q.5' nags In Gkder Eder Is (2) ,.50x 5.50 SP SosdSawn kE. 46'4 10*2 t >a LCGNERIfl% PLACE 244' -}' Bcz Rw,a64a U•283N v` JUN 0 6 ?00; SEAT PLATE REQUIRED M0UW(DMq,FL 32757 FL REG.18243 LEFT JIG = 9T'2 DESC. = B2 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. REV. 7.02.0527.10 TC LL 20.Opsf TC DL 10.0psf BC DL 10.Opsf BC LL O.Opsf TOT. LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" RIGHT RAKE = 1'4'14 RIGHT JIG = 11'4"4 SEQ = 30619 SCALE=0.3262 REF DATE 06-01-2005 O/A LEN. 240400 TYPE SPeC THIS DV,/G. Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Wets 2x4 SP #3 Deflection meets U360 live and L/240 total bad. 120 mph wind, 9.94 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP B, wind TC DL=5.0 psf, wind BC 01-4.0 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. TC1 TC2 4'11'8 24' — TC3 11' ' e0`10 �{ F:{� S8' 5714 22'4 5'1'2 S'6' a, �'� G ��I��KNONETH H. AL �� 24'4' 60 BCi Rv-9M 0=2NO H=Simpson HUS26 w/(4)16d, 0.1677Q.5' riMs In Truss w/(14)16d. 0.162 W.5- nalls in Girder EnderIs (2) 1.SM 5.50 SP So6dSawn LEFT JIG = 11'87 DESC. = B1 PLT. TYP.-WAVE FBC/TPI1995(STD) QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 6C2 Rv IWO U-264# 'Ma' :'t 1N V n GVId.' SEAT PLATE REQUIRED'' ii J� (U J� 0 to �] MVVli% D03U79ft 3Q,7SY RL. REG.182 RIGHT RAKE = 1'414 RIGHT JIG = 11'9 7 SEQ = 30624 REV. 7.02.0527.10 SCALE=0.3262 TC LL 20.Opsf TC DL 10.0psf BC DL 10.Opsf BC ILL 0.0psf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" REF DATE 0"1-2005 DRWG O/A LEN. 240400 TYPE hips -- /Rod Vermilho tMetro / A14 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS Top chord 2x4 SP #1 Bot lard 2x4 SP #1 Webs 2x4 SP #3 120 mph wind, 15.00 ft mean hgt, ASCE 7-98, CLOSED bldg. Located anywhere in roof, CAT II, EXP B, wind TC DL=5.0 psf, wind BC 01-4.0 psf. #1 hip supports 7-M jails with no webs. Deflection meets U360 live and L/240 total load. r TC/ TC2 f T F 24 — I� 3'10'14 — — 71'2 82'S I 7*75 12 T 4 p us 5X8 1 �3X4 yy2 (A) W3 W5 I 3x6(A1) W1 T;! 2 Complete Trusses Required NAILING SCHEDULE: (1 Od box nails) TOP CHORD: 1 ROW 126 o.c. BOT CHORD: 1 ROW 12" o.c. WEBS • 1 ROW Q� o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. (A) #3 or better scab brace. Same size & 80% length of web member. Attach with 1 Od nails Q 6" OC. Left side jails have 7-0-0 setback with 0-2-0 cant and 1-4-0 overhang. End jails have 7-0.0 setback with 0-0-0 card and 14-0 overhang. Right side jails have 7-0.0 setback with 0-0-0 kart and 14-0 overhang. TC3 TC4 —� T T $75 3'1'2 —+— 710`14 T M h ih. EHL— ' i r 16'6' .}. 21'4' NO Izi',-8IM ♦ 710"13 1 19� 65'3 710'13 1 87-2-- 39 w" CNBITNE PLAC9 I T T 2,f SCi Rva1021# U=291# a• LEFT RAKE = 1'414 LEFT JIG = 7614 DESC. = A14 PLT. TYP.-WAVE FBC/TPI1 SC2 wBC3 R4045# U•10841i 4' QTY= 1 PLIES= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. WN G 0 LUM 6C4 Rv=14279 U=396i# N��8' SEAT PLATE REf p WV U'e� FL 3 pp�� FL REIGM 18243�av• RIGHT RAKE = 1'4"14 RIGHT JIG = 75"14 REV. 7.02.0527.10 TC LL 20.Opsf TC DL 10.OPSf BC DL 10.Opsf BC ILL 0.0psf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ = 30666 SCALE =0.2059 REF DATE 06-01-2005 DRWG O/A LEN. 38 TYPE hips ob:(RDVF;ML30) /Rod Vermilho /Metro / Al Top chord 2x4 SP #1 :TC2 2x6 SP #1: Bot chard 2x6 SP #1 Webs 2x4 SP # 3 SPECIAL LOADS ------(LUMBER OUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC - From 60 PLF at -1.33 to 60 PLF at 7.00 TC - From 127 PLF at 7.00 to 127 PLF at 13.54 TC - From 60 PLF at 13.54 to 60 PLF at 39.33 BC - From 4 PLF at -1.33 to 4 PLF at 0.00 BC - From 20 PLF at 0.00 to 20 PLF at 7.00 BC - From 44 PLF at 7.00 to 44 PLF at 13.54 BC - From 20 PLF at 13.54 to 20 PLF at 38.00 BC - From 4 PLF at 38.00 to 4 PLF at 39.33 BC - 484 LB Cone. Load at 7.00 BC - 1860 LB Cone. Load at 13.54 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ;omplete Trusses Required NAILING SCHEDULE: (10d box_nails) TOP CHORD: 1 ROW 1? o.c. BOT CHORD: 1 ROW 12' o.c. WEBS 1 ROW 0_� o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. 120 mph wind, 15.00 ft mean hgt, ASCE 7-98. CLOSED bldg, not located within 4.50 It from roof edge, CAT 11, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 Five and L1240 total load. Calculated vertical deflection is 0.57' due to live load and 0.51" due to dead bad at X = 13.84. r TC1 + TC2 A. TC3 + TC4 ITS" 57 -127 4'1"14 210'2 611'12 1;f.. 68"4 �� 66.6 =2" -67.10- w! 611"12 611"12 g� 57 98"2 5'10•-��K0�IDGE P�CE 4'S"8 .Jll� Ef Imo'- 38 R� n T �w 66'8 2%LS7 BC1 Rv=3bW# L-1043# W=8' SEAT PLATE REQUIRED LEFT RAKE = 1'4"14 LEFT JIG = 7614 DESC.= A13 PLT. TYP -WAVE FBC/TPI1 BC2 BC3 SEAT PLATE R MT f Fi,4f� F1. AEO. 1 QTY= 1 PLIES= 2 TOTAL= 2 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. Y , REV. 7.02.0527.10 RIGHT RAKE = 1'414 RIGHT JIG = 12'11 "3 SEQ = 30632 SCALE=0.2059 TC ILL TC DL BC DL BC LL TOT.LD. 20.Opsf 10.OPSf 10.OPSf 0.0PSf 40.Opsf REF DATE 06-01-2005 DRWG O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0" TYPE Spec vi /Rod Vertrid6o /Metro / All Top chord 2x4 SP #1 Bot chord 2x4 SP 91 Webs 2x4 SP #3 Deftection meets U360 live and Ll240 total load. fL' TC1 + TC2 9 ♦ 2d. �- 4'10"14 4'1'2 ♦ 6712 608 THIS DWG. PREPARED BY THE PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.61 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11. EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. 4Continuous lateral bracing equally spaced on member. Or 1x4 #3 or better " f" brace. 80% length of web member. Attached h 8d nails @ 5' OC. TO TC4 +.I 4 v/2 Us6 a 3x4 (a) (A) ;2f3x4 , M AG W5 ioW7y,9 3x6(A1) 3:dsf lr ra 3x4 x X" i t 3x4 21'4' 39 'i Rr567# U•,80N 4' BC1 d # 4' BC2 Rv=7848# lkW= LEFT RAKE = 1'414 LEFT JIG = 9'7"2 DESC. = Al2 PLT. TYP: WAVE FBCITP11 QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. H- EHUF98, p.E, INBRfRut.-1.A"E aC3 R�796# u•z,2N�-��N 0 6 2005 SEAT PLATE REQUIRED MOUNT DDAA, FL 32757 FL. REG. 18243 REV. 7.02.0527.10 TC LL 20.Opsf TC DL 10.OPSf BC OL 10.OPSf BC ILL O.OPSf TOT.LD. 40.Opsf DUR.FAC. 1.255 SPACING 24.0" RIGHT RAKE = 1'4"14 RIGHT JIG = 97"2 SEQ = 30725 SCALE =0.2059 REF DATE 06-01-2005 DRWG O/A LEN. 38 TYPE Mo:kK V V KMLJV) /Koo V OfT6Bo R W= I Al l Top chord 2X4 SP #1 Bot d»rd 2X4 SP #1 Webs 2X4 SP 93 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.13 It mean hgt, ASCE 7-98. CLOSED bldg, riot located within 4.50 It from roof edge, CAT 11, EXP B. wind TC DL=5.0 psf, wind BC OL=5.0 psf. Deflection meets L/380 Bve and L1240 total load. fL' TC1 + TC2 TO TC4 i= 9 ♦ 13V 37 "•I 127 I� C10.14 4'8.7 44"15 37 — — 96.6 61r10 +I 5X6 12 5X8 3X4 3X4 5X6 o T 4 W10 3X4 a 3X4 v W/ vW W12 3X6(A1) Y jI ]1S65(A1) A Rw16060 L*429# ' V0M" SEAT PLATE REWIRED LEFT RAKE = 1'4"14 LEFT JIG = 97"2 DESC. = A11 PLT. TYP: WAVE 39 —872 + 4'4.15 4'G/1'vrI53'5'8 ♦ S8'Z "{. 61" FBC/TPl1 38' — sc1 + ea QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS, 0 IIi. EHQRS, PA lN814 Dot 1 011 Rv-15180 th3M Wu8' MEAT PLATE RE 0 b z_go5 MOUNTDGRA., f 32►ff FL BEG.18243 REV. 7.02.0527.10 TC LL 20.Opsf TC DL 10.0psf BC DL 10.Opsf BC LL O.Opsf TOT. LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" RIGHT JIG = 12'11 "3 SEQ = 30746 SCALE=0.2129 REF DATE 08-01-2005 DRWG O/A LEN. 38 TYPE Spec /Rod Vermillio /Metro / Top chord 2x4 SP #1 Bot chard 2x4 SP 91 Webs 2x4 SP #3 Deflection meets 1-1360 five and L240 total bad. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 9.94 It mean hit ASCE 7-98, CLOSED bldg, not located within 4.50 it from roof edge, CAT 11, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 pef. (A) Continuous lateral tracing equally spaced on member. Or 1 x4 #3 or hetter'T' trace. 80% length of web member. Attached with 8d nails @ 6" OC. TCt TC2 TC3 I�—"1041 + 710'4 + &1'12 4'11'6 .}. 60"10—.� T sxs 1 12 4 p � 3X4 (A) 3X4 W2 'W WB ( " 1 a 3X6(A1) 1 W/0 ''CJ 3X4 5X5 193X4 5X8 3X4 ( 77uu {j! c 3X4 ii��f�:� ii� ENL�R�f P.E. �h- 188' ♦ 21.4' Z°:.[ge�l#r s Ns ;, 5'6'--- —5'1'2 68' �75'12 TWAT eP2----5'6'-� �� B�y��-3- BC1 BC2 SC3 -I `t Rv-5350 U+180p tlzr Rv-1905# LI 5W Who' R-711# U=20&1 vv/ JUN 0 a 2005 SEAT PLATE RECIORED LEFT RAKE = 1W14 LEFT JIG = 11'8'7 DESC.= A10 PLT. TYP: WAVE FBC/TPI1 QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. MOUNT DORA,FL 32757 FL. REG.182/43 REV. 7.02.0527.10 TC LL 20.Opsf TC DL 10.0pSf BC DL 10.Opsf BC ILL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" RIGHT RAKE = 1'4"14 RIGHT JIG = 11'67 SEQ = 30728 SCALE =0.2059 REF DATE 06-01-2005 DRWG O/A LEN. 38 TYPE Job:(RDVRML30) /Rod Vermillio Mletro / A9 Top chord 2x4 SP #1 Bot chord 2X4 SP #1 Webs 2x4 SP #3 THIS DWG. ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.13 It mean hgt, ASCE 7-96, CLOSED bidg, not brated within 4.50 ft from roof edge, CAT I1, EXP B. wind TC DL=5.0 Psf, wind BC DL=5.0 psf. Deflection meets U360 Sve and L1240 total bad. TC1 + TC2 TC3 r TC4 +� 9 11' ♦ 13'8' = ♦ 127 I-61710 4'11"6 5'11*12 a'8.4 •{—� ♦ scs 51r10 -i 5X8 I - - 39 36' .}. 61'2 ♦ 8'84 68'4.{+p .}. 58'2 14''i 39 Rv-t808# U=4290 Y1taB' ect SEAT PLATE REWIRED LEFT RAKE = 1'4"14 LEFT JIG = 11'87 DESC. = A9 PLT. TYP -WAVE FBC/TPI1 QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. 0 .EnL-9Is, P.E. WBRIDUGC "t"1ACE RV-1510 r�=39M VW W SEAT PLATE RZq 0 t1 MOUNT DORA,FL 3275? FL. REG.18243 RIGHT JIG = 1711 "3 SEQ = 30749 REV. 7.02.0527.10 SCALE=0.2129 TC LL 20.Opsf TC; DL 10.0psf BC DL 10.0pSf BC LL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" REF DATE 08-01-2005 DRWG O/A LEN. 38 TYPE Spec 0:lnUVKMLJU1 IKOG Vermlllro Metro i Atf Top chord 2x4 SP #1 Bot chord 2x4 SP #1 Webs 2x4 SP #3 r TC1 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.27 ft mean hgt, ASCE 7-98, CLOSED bldg. not located within 4.50 ft from roof edge, CAT II, EXP B, wind TC OL=5.0 psf, wind BC OL=5.0 psf. Deflection meets Lf360 live and U240 total load. TC2 TC3 13, } 12 �TO"10 { 61116 } 610"4 I 61"12 5'11"6 13' T0" 10 --- y 61"21 T4"13——29"15610"4 'TH E. EI7I S-8y BE �- -I BR ii E PLACE RW47n U-1606 t;'r �1 Rv 991# U•5220 W-5"11 B� � Rv747# U•20341 Y`rS SEAT PLATE REG.UIr % 0 no LEFT RAKE = 1'414 LEFT JIG = 13'912 DESC. = AS PLT. TYP: WAVE FBC/TPI1 QTY=1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. Mainz DORA, FL 3 F.. EEG.18243 RIGHT RAKE = 1'4"14 RIGHT JIG = 13'9"12 SEQ = 30731 REV. 7.02.0527.10 SCALE=0.2059 TC LL TC DL BC DL BC LL TOT.LD. 20.Opsf 10.Opsf 10.Opsf O.Opsf 40.Opsf REF DATE 06-01-2005 DRWG O/A LEN. 38 DUR.FAC. 1.25 SPACING 24.0 I TYPE hips O. kmWvmml ) IKOO VerfWNO/MOUO I A/ Tap chord 2X4 SP #t Bot chard 2x4 SP #1 Webs 2x4 SP #3 h R r'y3k TC1 — I 13, 7710 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.27 ft mean ha ASCE 7-98, CLOSED bldg, not boated within 4.50 ft from roof edge, CAT 11. EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets U360 live and L1240 total bad TC2 TO I 1Z ♦ IT slrei { s I e ! s11•e 7'0•10—{ I!I 6V e1-2 .;. e 1'a• . t_ RV-1600 U•4288rNk8' BC1 SEAT PLATE REWIRED LEFT RAKE = 1'4"14 LEFT JIG = 13712 DESC. = A7 PLT. TYP.-WAVE FBC/TPI1 + + e1.2 + -. 'NTH H. ElLr, P.E. a + iNSRIDGE PLACE QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. SEAT PLATE R'uJJM /1 C! `One MOUNT DOP,A, FL 32757 R . REG.18243 REV. 7.02.0527.10 TC LL 20.0psf TC DL 10.0psf BC DL 10.Opsf BC LL O.OPSf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" RIGHT JIG = 13712 SEQ = 30752 SCALE=0.2129 REF _ DATE 06-01-2005 DRWG O/A LEN. 38 TYPE hips Metro / A6 Top chord 2x4 SP It Bot chord 2x4 SP #1 Webs 2x4 SP #3 Deflection meets 1-/360 live and L/240 total load. r TC1 TC2 .I TC3 8'0"5 e11.11 + g'• THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.61 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50It from roof edge, CAT 11, EXP B, wind TC DL=5.0 psf, wind BC OL=5.0 psf. (A) Continuous lateral bracing equally spaced on member. Or tx4 #3 or better'T' brace. 80% length of web member. Attached with 8d nails Q 6' OC. TC4 TC5 16 611'11 1=1 —76' + es•1s 6'57 + 7z14 - i�= + 39 SC1 BC2 BC1 Rv=39M Lk1800 4' Rv+1952# LOS" 5'11 LEFT RAKE = 1'4"14 LEFT JIG = 1511" DESC. = A6 PLT. TYP.-WAVE FBCITPI1 QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. re•—MMETH H. EHIrQS, P.E. RM&NBRID E PLACE Rv=860 U•2377# VYW SEAT PLATE REQUIRED O 6 2005 MOUffr DORA, FL 3279 FL REG. i$fpa RIGHT RAKE=1'4"14 RIGHT JIG = 15'11" SEQ = 30734 REV. 7.02.0527.10 SCALE=0.2059 TC LL TC OL BC DL BC LL TOT.LD. 20.Opsf 10.Opsf 10.OPSf 0.Opsf 40.Opsf REF DATE 06-01-2005 DRWG O/A LEN. 38 DU R. FAC. 1.25 SPACING 24.0" TYPE hips 6:(RDVR1&4L30) /Rod Vermillio /Metro / A5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 120 mph wind, 10.61 ft mean hgt, ASCE 7-98, CLOSED bldg, not located within 4.50 It from roof edge, CAT 11, EXP B, wind TC Bot chord 2x4 SP #1 DL=5.0 pelf, world BC DL=5.0 psf. Vvebs 2x4 SP #3 Deffection meets L/360 live and L1240 total bad. TC/ TC2 TC3 T04 15 ♦ s I 16 -' s11'11 + 4- -}-- 4 I s11-s + 8 10 12 4 � m 5X6 M 3x6(A1) L 38' 7V T1'2 4' 4' ♦ T1'2 r4^ 3s e� Bc1 —I - Ba Rv=16osx U=4271#' W-Ir SEAT PLATE REOUIRED LEFT RAKE = 1'414 LEFT JIG = 1611" DESC. = A5 PLT. TYP.-WAVE FBC/TPI1 QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTESJMPORTANT SPECIFICATIONS AND WARNINGS. 1 NB Rv=1 R DGE PLACE SEAT PU.TE RECUIKED JUN 4 6 2005 REV. 7.02,0527.10 MOUNT DORA, FL 32757 FL. REG-18243 RIGHT JIG = 15"1" SEQ = 30755 SCALE=0.2129 pSf REF psf DATE 06-01-2005 psf DRWG f �f O/A LEN. 38 TC LL 20.0 TC DL 10.0 BC DL 10.0 BC LL 0.0pS TOT.LD. 40.0 DUR.FAC. 1.250 SPACING 24." TYPE u.tmuy Rmi j /RODyeR VRO lN1000 / A4 Top Chad 2X4 SP #1 Bot chord 2x4 SP #1 V*bs 2X4 SP 03 i TCt THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.94 It mean hgt, ASCE 7.96, CLOSED bidg, not located within 4.50 It from roof edge, CAT 11, E(P B, wind TC DL=5.0 psf, wind BC DL=5.0 pelf. Deffeclion meets U360 live and L/240 total load. TC2 i TC3 + TC4 17 v iT TC5 f �— 6'73 ♦ 515"1 ♦ 54"12 — i 4' ♦ 5511 ♦ 547 ♦ era --.{ 5X8 12 3X10 5X6 4 v V%05 we m SX6 X W7 4 via 0 w1 3X6(A1) ) 0 I.. 1Zr13 I 257.3 �u i Sr3'S'13 ♦ 4'S`15— —310"4 .}. Sr----- Ejfnr H �9 %. C Rv-321# U-18010 rVOW BC1 .}• BC2 .+. BC3 BC4 4FAI.��NBRI 6E. f RICE SEAT PLATE REQUIRED Rv=1698# U•498# w=5"11 Rw991# U•264# V1W11W SEAT PLATE REQUREd i, N 0 LEFT RAKE = LEFT JIG = 18'0"5 DESC.= A4 PLT. TYP.-WAVE FBCrrPI1995(STD) QTY= 1 TOTAL= 1 REV. 7.02.0527.10 RIGHT RAKE = 1'4"14 RIGHT JIG = 18'0"5 SEQ = 30737 SCALE=0.2059 TC LL 20.Opsf REF DATE 06-01-2005 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEEPAGE A100 FOR GENERAL NOTESNPORTANT SPECIFICATIONS AND TC DL BC DL BC LL 10.Opsf 10.Opsf O.Opsf ORWG O/A LEN. 38 WARNINGS. TOT.LD. 40.Opsf OUR.FAC. 1.25 SPACING 24.0" TYPE hips y:(KuyKMLau) /KoayermuNo imetra I A3 Tap chord 2x4 SP #1 Bot chard 2x4 SP #1 Webs 2x4 SP #3 TC1 + TC2 THIS DVNG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 10.94 It mean hgL ASCE 7-98, CLOSED bldg, not located within 4.50It from roof edge, CAT 11, EXP B, wind TC DL=5.0 psf, wild BC DL=5.0 psf Deflection meets L/360 Five and L240 total bad. TC3 i - TC4 .i TC5 iT 4' ♦ IT r�'-- 673 ♦ STI ♦ 54.12 4' .}. 5'Yt --+- 547 ♦ 676 -� 36 f�f-----Sr ♦ 6714 710'4 ♦ 8'1'2 ♦ 68• 1�= I 38• L H. EHI :QS, P.E. INBR1DGE PLACE r 8C1 Rv=1605# u=a2sa vu=8- ec2 ec3 W4 h-16051► UU-4=P `* n SEAT PLATE REQUIRED SEAT PLATE REOUiREII U (� 6 N V 2GU Jnr LEFT RAKE = 1'414 LEFT JIG = 1875 DESC. = A3 PLT. TYP.-WAVE FBC/TPI1 QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTESNPORTANT SPECIFICATIONS AND WARNINGS. MOUR DORA, R 42757 FLREG.18243 REV. 7.02.0527.10 TC LL 20.Opsf TC DL 1 O.OpSf BC DL 10.0psf BC LL O.Opsf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24Z RIGHT RAKE=1'4"14 RIGHT JIG = 18'0"5 SEQ = 30758 SCALE=0.2059 REF I DATE 0"1-2005 1 O/A LEN. 38 TYPE hips JOD:(Kuv!V 3U) /Kod Vem-00 /Metro / A2 Tap chord 2x4 SP #1 Bot chard 2X4 SP #1 Webs M SP #3 TC1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 11.27 ft mean hgt ASCE 7-98. CLOSED trldg, not located within 4.50 R from roof edge, CAT 11, E)(P B. wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets U360 live and 1-/240 total load. TC2 .i TC3 19 19 677 8'1'1 F 61'1 8'0'7 TC4 5X8 12 50 Us 4 v W4 3X4 5 3X4 r; V1L1 W8 WI (S(A1) 3XS(A1) I i 9 5 I 5X8 I�----10'1'12 .L i BC1 Rv=-181# U=mw'vw SEAT PLATE REOURED LEFT RAKE = 1'4'14 LEFT JIG = 20'1 "10 DESC. = A2 PLT. TYP.-WAVE FBC/TPI1 Rw1917# U=503# W=11'13 SEAT PLATE REOURED 2T10.4 91'2 ♦ 91112 — 38 BC2 + 80 — QTY= 1 TOTAL= 1 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. ge. KkMTH H. EHLE91,3, P.E. �. WANBRI U� 'LACE -� Rv111310 U-2950 '108' SEAT PLATE REcyJtREM 0 b '1005 MOUNT 130509A, F! 32757 EL. REG.18243 RIGHT RAKE=1'4"14 RIGHT JIG = 20'1 "10 SEQ = 30740 REV. 7.02.0527.10 SCALE=0.2059 TC LL 20.Opsf REF TC DL 10.0pSf DATE 06-01-2005 BC DL 10.0psf BC LL O.OPSf TOT.LD. 40.Opsf DRWG O/A LEN. 38 DUR.FAC. 1.25 SPACING 24Z TYPE comn J�Ur (R=V f�11LJlJ) /K06 Y Top chord 2x4 SP 91 Bot chord 2x4 SP #1 Webs 2x4 SP #3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 120 mph wind, 11.27 ft mean hgt, ASCE 7-98, CLOSED bidg, not located within 4.50 It from root edge, CAT 11, EXP B, wind TC DL=5.0 psf, wind BC DL=5.0 psf. Deflection meets U360 live and L/240 total bad. TC1 TC2 TC3 TC4 ram- 19 -- { 19' I---e1a•s SV7 + art er1 + 677 L_ BC1 Rv"1605p U-424i#rW=6" SEAT PLATE REQUIRED LEFT RAKE = 1'4"14 LEFT JIG = 20'1 "10 DESC. = Al PLT. TYP: WAVE FBC/TPI1 9'12 BC2 ♦ 9'1'2 ♦ 96" (�,{ 3a i�3 BIRRS, F�, . A- Bq �Iwxtr,GNBRIDUE PLACE Rv-IjQ34 FA SEAT PLATE REQUIRED JUN 0 6 �QuS MGMOORA,FL 327Fo RIJL .Jf 2 4; RIGHT JIG = 20' '"i U APO = 1ma3 QTY= 4 TOTAL= 4 THIS DRAWING SHOULD BE APPROVED BY A REGISTERED PROFESSIONAL ENGINEER BEFORE USE. SEE PAGE A100 FOR GENERAL NOTES,IMPORTANT SPECIFICATIONS AND WARNINGS. REV. 7.02.0527.10 TC LL 20.Opsf TC DL 10.0pSf BC DL 10.Opsf BC LL O.OPSf TOT.LD. 40.Opsf DUR.FAC. 1.25 SPACING 24.0" REF DATE 06-01-2005 O/A LEN. 38 TYPE comn