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133 Pinefield Dr 03-2753 SFR
d 3 tom' '�►bcPERM13IT ADDRESS �SUBDIVISION En cn CONTRACTOR ADDRESS PHONE NUMBER. PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE Ll- PERMIT # DATE PERMIT DESCRIPTION ! SR PERMIT VALUATION I S MI SQUARE FOOTAGE Is I d y W COUNTY OF [ IMPACT FE[--STATEMEHT ICnU[D DY CITY OF SANFORD STATEMENT NUMBER 103-75636 DATE: - BUILDING PERMIT (CITY) COUNTY NUMBER: UNIT ADCRESS: ............ :________________-------'-_-_---' TRAFFIC ZONE ' JURXEDICTIONs P6, CITY_OF 'Awn - ADD APPLICANT NA ADDRESS: it ------------------------------------------------------------------- LAND USE CA7EGORY: 001 - Single Family Detached Houce TYPE US[: Reuidential WORK DESCRIPTION: Single Family House: Detached - Construction ��`�-'--------�����������----------�����������-���������-����` FEE BENEFIT RA7E FEE UNIT RATE PER # !� TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS -�����--------------------------------------------------------------------`-`-�� ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS . CO -WIDE O dwl unit $1,384.00 1 $ 1,304.0O STATEMENT RECFIVLD BY: L/ _ AMOUNT DUE $ 2,285.00 SIGNATURE DATE:: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENCORE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **&.'' DISTRIBUTION: 1-COUN1Y 3-CITY 2-APPLICANT 4-COUNTY **HOTET* P[RSOND ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. 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 WRIT7EN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OK OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENT3 OF THE COUNTY LhND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS PAY BE PICKED UP, OR R[QUES7ED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 [ACT FIRST STREET, SAXFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD PE KADE TO: CITY OF SANFORD DUILDIN8 DEPARTMENT 300 NORTH PARK AVENl1E S/\N|l3RD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REF|]l[H(XE 71|[ STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP ' LEFT OF THE NOTICE. =THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF =9 ' -~ FAMILY BUILDING a s CITY OF SA.NFORD ELECTRICAL PERMIT APPLICATION Permit Number: ___________ Date: The undersigned hereby cipplies for a permit to install the following electrical: Owner's Name: Nlaronda Homes Inc., of Florida Address of Job: ' Alv Electrical Contractor: DANIEL G. PUGLISI Residential: Non -Residential: By Signing this application I am stating that I I'm in compliance with City of Sanford Electrical Code. State of Florida County of Orange Sworn and subscribed before me this day of 2003. 11A _�hMu'-4n Notary Public ............................................ LAURIE PELLEGRINO = r Comnnr DD0232804 eadw r.0 teoo.4xa4 w itomAwn Nq cant's Signature EC0001663 State License Number i` ' iiY` �Y.M1LS.i 1��• CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: --__-- The undersigned hereby applies for a permit to install the following equipment: Owner's Name: _Maronda Homes Inc., of Florida Address of Job:—OOy Mechanical Contractor: GARY CARMACK Residential....A0_410 -- Non -Residential By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. ate of Florida ----__ -1 )unty of Orange ApplicLint Signature -- _____ CAC1043900 ✓orn and subscribed before me this day of State Li(,ense Number E"I)A003. -tary Public CmnftW DDM328N Sawed thu teioetis.� CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: " I I ---------- --n 1�,� 0�---- The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: Plumbing Contractor: WILLIAM T. SELF Residential: _ _ Non -Residential: By Signing this application 1 am stating that I am in compliance with City of Sanford Plumbing Code. State of Florida County of Orange Applicant's Sign t6re worn and subscribed before me this5l _______`__ CFC057039— day of � 2003. 'State License Number , daA" Ici �:R � Q �,) �.......................... . LAURIE PELLEI.,... _. Notary Public Lo'Ottv"'g- COMM#DD0232 ,�Exvkw 7narloo7 gonad art (MW32.4254 Flo�ld� NcftvApn. Inc City of Sanford 'The Friendly City" p"tw Application for Engineering Permit ,hwlP..1 p..,l . This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: Check One: Right -of -Way Utilization `� Driveway _. THIS APPLICATION IS SUBMITTED BV: PROPERTY OWNERS)/AP nPLIC (ANT: �/ ^ �( y�y�/p��� I- �Q�J�}-1-�. 1��j __r-_— _- Firm: 1��� VIC_l� _) �7'n • 6� Applicant Name: -Y�/)CI 1�()C�_/C Address: I��C I�S_I-IJL: , > Phone: lv�li 3_f _1�--1 �..�.01- - -- _ Fax: =. T /�- _ _i_I_��---_---- Date: 1. PR);)S.r�PC._1 LOCATION OR ADDRESS'--------- 2. TITLE OF APPROVED DEVELOPMENT PLANS: APPROVAL DATE: 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS 4. PROPOSED ACTIVITY: 7�� (� �J Driveway Installation L_� Aerial Installation rL_! Underground Utilities Bore and Jack LOpen Cutting of Roadway Sidewalk Installation LOther 5. SPECIFIC DESCRIPTION: 6. EXCAVATION INFORMATION: Total Length -- --- (Feet) Number of Open Roadway Cuts - -- 7. AERIAL INFORMATION: Length ------ (Feet) Number of Poles ------- (Existing) (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT, TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE. THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND, SAVE HARMLESS THE CITY OF SANFORD FROM AND AGAINST ALL LOSS, COST, DAMAGE, OR EXPENSE ARISING IN ANY MANNER ON ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS, UTILITIES, STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY, THE PERMITTEE SHALL REMOVE AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD, INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT-OF-WAY. ' CALL THE PBLIC WORKS DEPT. AT (407)330-5681 TO SCHEDULE A PRE -POUR INSPECTION ' 48 HOURS AEFORE YOU D1IGG CALL SUNSHINE 1-800-432-4770 I Applicant ` i Signature _ - W , Date: _In OFFICIAL USE ONLY Application No: Fee: _ _ Date: Reviewed: Public Works __--_— _ DATE: Utilities _.---- ------ ---- ---- - - ---- DATE: ------ -- Approved: Engineering -__ DATE: Eng-p—t.pdf • a r1 �, J CITY OF SANFORD PERMIT APPLICATION Permit #: y �— ZI Date: Auzust 18, 2003 Job Address: 133 Pinefield Drive Lot 119 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $83,188.00 Permit Type: Building X I"Icctrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service— # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,288 Construction Type: VI # of Stories: I # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-1190 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407A75-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 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 A-170RNFY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 f�Q l C� 8/ 18/03 Signature oAQwner/Agent Date Russell Keith Summers Print Owner/Agent's Name ul Q 1,C�)8/18/03 rta ..rx-Statc of FI rida Date E PELLEGRINO Comm* OD0232804 Ex0 is 7/1&2007 Bonded ttru (e00f432 47 Owner/Agent is _X_ Personally Known to Me or Produced ID r� 8/18/03 6 Signature of Cont�rac�torkAgent Date Russell Keith Summers Print Contractor/Agent's Name ��Q ! /(A--;%18/03 Signature oNotary-State of Flbrida ... Date LAURIE PELLEGRINO��....... L Comm S D00232804 E-*n 7t+tr/1&2007 a OW49d u WVA33 4M i......... RWft=Attttn 1tte Contractor/Agent is_X_ Personally Known to Me or Produced ID 6Z7-0`3 APPLICATION APPROVED BY: Bid f..r Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 133 PINEFIELD DRIVE Lot: 119 Panel: 3 ---------------------------------------------------------------- Plumbing Contractor: .......WILLIAM T. SELF Residential: __V _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Signa CFC057039 --------------------------------- State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: -------------------------------------------------------- 133 PINEFIELD DRIVE Lot:119 Panel: 3 Mechanical Contractor: GARY CARMACK ------ Residential /_ --____- Non -Residential _CAC043900 State License Number CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: ------------ Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 133 PINEFIELD DRIVE Lot: 119 Panel: 3 Electrical Contractor: DANIEL G. PUGLISI Residential: __� Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 5" New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: S w By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. — — ---------=------- pplicant's Signature EC0001663 State License Number it, Permit # • ©( Job Address: Description of Work: eCeC _t_ Historic District: CITY OF SANFORD PERMIT APPLICATION Date: ,SC(cen DeYCh tJj of +c �co-f lo' Zoning: Value of Work: $ 3, lCO , d 0 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 Cale. 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 1_1� Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: Owners Name & Address: (� e t 1 �3 t�t 11e-(�i•e�rkr.Szar Contractor Name 4c Address: Ir� a Q r l ",kdo . kq o s Phone & Fax: qoj - 140 O Bonding Company: 0 - qU 7 - Address: (Attach Proof of Ownership & Legal Description) Phone: W-0 t/ - to ' i - ei 1A_h n+&_ir -7ax d en State License Number. Contact Person: I, -IL•0d Mortgage Lender: I 1 1 Address: Architect/Engineer: —less Xhone: Address: ' Application is hereby made to obtain a permit to do the work and installations as indite a work or installation pas commenced prior to the issuance of a permit and that all work will be performed to meet standards of' laws re n n i t diction. I ur)derstand Uiat a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WBLLS, EATIkRS;: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 rt:Inrlating 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 Oil 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 requirements of Florida Lien Law, FS 713. cu 7-30 -oa Signatu fOwner/A ent Date Si a eofCon c r/Agent Date a Li W . Q wery- (Y.— Print Owner Agent's Na &*t ntractor/Agent's Name ojo ySignature of Notary -State of Florida Date No,4Nl38 4UT0N Date Owner/Agent is _ Personally Known to Me or _ Produced ID APPLICATION APPROVED BY: Bid': 0 Ct 49 Zoning: (Initial & Date) Special Conditions: (Initial & Date) MY COMMISSION # DD 188491 EXPIRES: February 25, 2007 RY . FL Nctery f)iwe nt A— Co Produced ID tnj e�9 Utilities: 1 1 w t a or -sue g 7 S,17 TIL FD: (Initial & Date) (Initial & Date) lqo)-3�6 S(,77/ "y- -) SEMINOLE COUNTY r U I_ FLORIDAS NATURAL CHOICE 1 SEMINOLE COUNTY RESIDENTIAL PERMIT APPLICATION Job Address Street: /.33 z>1 City:�i Directions To Jobsite:2a_yii /c: Owner Name: // Address: 13.3 X "', City/St/Zip: Phone#: Fax#: Contact Person: Daytime Phone: Scl Date: 7 // a --/ Zip Code: Contractor: Address: City/St/Zip: �if��..�/n� L/.->'.•SO� Phone#: Fax#: �167- a%S 60/v License Holder's Name:u�,�„�/ Ste Reg./Cert#: �- OSRDo U Attach proof of ownership: Tax Record from Seminole Co. Property Appraiser's Office, Tax Receipt, or Deed, etc. Parcel#: Plat Book: U/,.,Z Page(s): 7S - 76 Subdivision Name: �� Valuation of Work: (Estimate) $ Total Square Footage: Total HVAC/Living Space Square Footage: WORK DESCRIPTION Single Family Detached Addition/AIteration....� Electric .......................❑ Low Voltage..............❑ Duplex...............................❑ Roof ........................... Plumbing .................... ❑ Other .......................... Mobil Home ......................❑ Well ...........................❑ Mechanical ................❑ Garage/Carport .................. El Demolish .................... Gas ............................. Describe exact nature of work: /oo/ Identify type of structure or location within structure where work will be performed. i.e. Kitchen, Shed, Gazebo, etc.'Ie/*) Will trees be removed: Yes ❑ No If Yes, please complete Arbor Permit UTILITIES Septic Tank ............... ❑ Well.................... ❑ Public Water .............. Public Sewer .............. Existing Well ............ ❑ Utility Letter (Include utility letter from appropriate agency) ................. ❑ SUBCONTRACTORS Seminole County State of Florida Card Holder's Name Occupational Lic # License # Reg/Cert Elect. Mech. Plumb Roof Gas Low Voltage Other NOTICE SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL, PLUMBING, HEATING, VENTILATING OR AIRCONDITIONING. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 6 MONTHS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 6 MONTHS AT ANY TIME AFTER WORK IS COMMENCED. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not, the granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the permanence or construction. �1�e of Contractor Date Signatu�-Owner Date RESIDENTIAL WORKSHEET COMPLETE ITEMS ON WORKSHEET BELOW IF PERMIT TO BE ISSUED FOR OTHER THAN SINGLE FAMILY RESIDENTIAL NEW CONSTRUCTION. ELECTRIC Electric Company Florida Power Corp. ❑ Florida Power & Light ❑ Service Size Old Amps. Volts Phase 1 ph Phase 3 ph New Amps. Volts Phase 1 ph Phase 3 ph ITEMS UNITS Outlets & Switches (each) Lighting Fixtures Outlets (Window A/C) Continuous Receptacle Strip Per Outlet SERVICE Number of Amperes Each Sub Feed Panel Temporary Pole HVAC EQUIPMENT Number of Kilowatts OTHER ELECTRIC Electric Elevator Pool Wiring Change of Service Pump Service List other and describe: MECHANICAL: Valuation of Work: $ PLUMBING: Number of Traps: OTHER APPLIANCES UNITS Water Heater Dryer Dishwasher Electric Range Cook Top Built-in Oven Exhaust Fans Under ''/. HP ELECTRIC WELDER Transformer Type Up To and Including 50 Amps Over 50 Amps POWER TRANSFORMERS List No. of Kilowatts (KVA) MOTORS & GENERATORS Horsepower (List HP) GENERATOR TYPE Time Switch WELLS CONTRUCTION: Shallow Well ❑ Deep Well ❑ Abandonment of Well ❑ Pump/Pumping Equipment Installation ❑ NOTE: Water system supplying more than 25 people, a Construction Permit through St. John's River Water Management District must have approval through the Department of Environmental Services at State level. All wells over 4" in diameter shall have a construction permit and consumptive use permit prior to a permit being issued by the Building Division. Flat/Build Up ....................❑ Tile...................................❑ ROOF Wood Shingles/Shakes ............ ❑ Slate .......................... ❑ Asphalt/Fiberglass ................... ❑ Other ❑ I hereby certify that at the time of the application and issuance of the above permit, all necessary Workmen's Compensation Insurance required by the state of Florida has been obtained to effect the proper protection of those workers under my employ. DATE 111997 I hereby name and IM EEM=D POWER OF ATTORNEY Date: nt Giuenwlt., �30 04 to be my lawful attorney in fact to act for me and apply to v)C,l VLO 1'� _ �l' �'L 1� _ for a ZCIreen R76-M permit for work to be performed at a location described as: Section Township f Range Lot I Block Subdivision (iden j� I,, ��k�S 1�' I `a (- (Address of Job) I l l ern ICI I I3 c.n chi �-,l r. �ar ord %L (Owner of Property and Address) a �' and to sign my name and do all things necessary to this appointment. Kavm �'na006 or Print name of Certified Caktractor and License #) 117 /I , . / _ '(Signature of ' Acknowledged: Sworn to and subscribed before me this Day of A.D. Notary Public, State of Florida (Seal) My Commission Expires: Permit Number Parcel Identification Number Prepared by: 4� se-, Return to: NOTICE OF COMMENCEMENT State of County of 14ARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 05405 FAG 1129 CLERK' S 0 2112104120591 RECORDED 07/30/2.M %Sa21a21 PH RECORDING FEES 10.@0 RECORDED BY L McKinley CERTIFIED COPY MIRYANNE• MORSE (�%FRts i1F,(�/CIRUIT GOLRY SE 1 i'"L OD iTr, JUL J j L The undersigned hereby gives notice ithat improvement(s) will be made to certain real property, and in accordan with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property (legal description of the property, and street address if available) 74 /33 2. General description of improvement(s) •Pig /{J/ G �'JG iPOOf— 077 Si�i� 3. Owner Information Name /-10 Telephone Number Address /33 ���y� Fax Number 4. Ss�, ilorc/ G/ Interest in Property: Fee Simple Title Holder (if other than owner shown above) Name Telephone Number Address i Fax Number Contractor 1� \` Name �,v.o i Telephone Number Y67- -4-s-- /y�v Address �79,�,g Fax Number e/0 7- a9S- �oi0 6. Surety (if any) Name Telephone Number Address Fax Number Amount of bond $ 7. - — Lender (if any) Name Telephone Number Address j Fax Number 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. Name Telephone Number Address Fax Number 9. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice provided in §713.13(1)(b), Florida Statutes. Name Telephone Number Address Fax Number 10. Expiration date of notice of commencement (the expiration date is one year from the date of recordinc unless a different date is specified): dell Date Signed Signature f Owner Note: per §713.13(1)(g), "owner must sign ...and no one else may be permitted to sign in his or her stead." Sworn to an��bscribed before mth day of 20 O e/ by �/. ,�! /Z1 11911, who is personally as identification. to me OR prod Tonyo K. Aiamson T r My COMMISSION# DDOBS552 January 21, 2006 h• d<, BONDEDTHRUTROYFAININSURANI •�Rr;_ ry (notarial seal to appear below) Form Revised: 12/00 for 19_ to 20_ Seminole County Property Appraiser Get Information by Parcel Number Page 1 of I PARCEL DETAIL 1 Back 3� I t` Srmin(Ac Ctonly rn M� �tf A 1 101 K. Nira1 St. s,4ntord Irl.32". 1 1!1?-IS05-4�k, GENERAL Parcel Id: 32-19-31-515-0000-1190 Tax District: 31-SANFORD Owner: HEMPHILL HOLLY A Exemptions: Address: 133 PINEFIELD DR City,State,ZipCode: SANFORD FL 32771 Property Address: 133 PINEFIELD DR SANFORD 32771 Subdivision Name: CELERY LAKES PHASE 1 Dor: 00-VACANT RESIDENTIAL 2004 WORKING VALUE SUMMARY Value Method: Market Number of Buildings: 0 Depreciated Bldg Value: $0 Depreciated EXFT Value: $0 Land Value (Market): $20,000 Land Value Ag: $0 Just/Market Value: $20,000 Assessed Value (SOH): $20,000 Exempt Value: $0 Taxable Value: $20,000 SALES 2003 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp 2003 Tax Bill Amount: $226 SPECIAL WARRANTY DEED 02/2004 05211 0660 $131,800 Improved 2003 Taxable Value: $10,810 DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION 1`1 41.i. Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 119 CELERY LAKES PHASE 1 PB 62 PGS 75 LOT 0 0 1.000 20,000.00 $20,000 & 76 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re—web.seminole—county title?PARCEL=3219315150000l ... 7/28/2004 Tax Info Page 1 of 1 Semiyolg County Tax Collestoorr Prop�rt�/ Tax See rch Results ax- stimator Back to S.e tons_ _ur _e.nt_20.0.3 i age -Rates The Information contained herein does not constitute a title search and should not be relied on as such. Parcel 32-19-31-515-0000-1190 Owner & Address: Number: MARONDA HOMES INC OF FLA 411 CENTRAL PARK DR SANFORD FL 32771 Requester IP: 64.12.116.140 Date: 7/28/2004 Tax Year: 2003 Exemptions: *NONE* Questions About Total Assessed $10,810 Exemptions? Value: Widow, Disability, or Taxable Value: $10,810 Other: Gross Tax Amount: $225.52 Homestead: Millage Code: S1 SANFORD Map and Property Appraiser Information Legal Description: LOT 119 CELERY LAKES PHASE 1 PB 62 PGS 75 & 76 Current Tax: Amount Due Now: *NONE* Date Receipt Num. Amount Paid 03-24-04 R03/24/04PO33975 $225.52 Information below reflects the 2003 tax bill discounted and gross amounts. NOV 30 DEC 31 JAN 31 FEB 29 MAR 31 $216.50 $218.75 $221.01 $223.26 $225.52 Non -Ad Valorem Assessments: *NONE* Prior Years Unpaid Delinquent Taxes: *NONE* — Do not use this information for a title search. Current and historical legal descriptions may differ. Other Comments: 11 * UNPAID DELINQUENT TAXES MUST BE PAID BY A CASHIERS CHECK, MONEY ORDER, DEBIT CARD OR CERTIFIED FUNDS AND ARE DUE BY THE LAST BUSINESS DAY OF THE MONTH. http://www.seminoletax.org/dev/result.asp?txtAccountlD=32193 l 51500001190 7/28/2004 RMLOOG SYY ES aw YAW v AQ({f N AUSKSCW" IMMOSIMS MU K 17P. M ALL AIMup¢q AS PER AUK KM gVWL Q Q LEFT ELEVATION 3LA- o 0 - - - - - - - - - - - -Q;2- - - - CL. 0 / r. W AMF PANEL JFI 0"00 0, aJ wQ1AQ acnzEi Aasrs r•r -----------`--------------- - - - - a�nu fTYtEJ w rA► �i MCM5 ar AUNKSMEA Eenes rLCO� SM goLftaE IML BE nPJM ALL rFt"OPS AS KA MAIL REAR ELEVATION vo PARTIAL FLOOR PLAN PARTIAL FOUNDATION PLAN I SHEET: i 1parches\alum\l0x30al-3.dgn Sep. 17, 2002 09:10:19 PLAT OF BOUNDARY SURVEY for MARbNDA.HOMES .. Legal Description LOT 119, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 118 AI on--zo,9-7- 1- 1 )I 1 nl1 N d9_,_5b I i t 11-v.vv 12-0 SCALE: 1 "= 20' O -SET IRON & CAP (#3382) If I. Tz f SURVEY NOTES: 1) 'The street address of the above -described property is 133.PINEFIELD DRIVE. 2) The above- described property lies in a*Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SUR.VFYOR'S CERTIFICATE This is to certify that I have wade.• tSurvey of the above described property and that the Plait hereon delineated is an accurate representation of the same. I .further certify that this Survey sleets -the #inn Technical Standards set forth,by -the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. HLVl5lumt REVISED FOR FOW,IDAT(dN: 5 gEPT.6L4-HOLLY A.HEMPHILL REVISED FOR F(NALSOQ0EY. (6 JAN. 77TTRER SURVEYING, INC. MFC MORTGAGE. INC. OF FLORIDA R. BLAIR KITHER - P.L.S. NO. 3382 CHICAGOTITLE INSURMC.9, Y Post Office Box 823, Sanford. Fl. 32772-=. ,KAUPF.T(I AGUARANTY-CORPORATION (407) 322- ADNORAM TITLE COMPANY. INC. PROJECT NO: 03-1624 SURVEY DATE: Ir. 5 E FT. 2003 SCREEN, ACRYLIC / VINYL, GLASS 8 MODULAR ROOMS Table 3.1.5 Allowable Upright Heights, Chair Rail Spans or Header Spans For Screen Rooms or Vinyl Rooms Aluminum Alloy 6063 T-0 For 3 second wind gust at 110 MPH velocity; using design load of 11 #/SF SECTION 3 Sections Tributary Load width W s Pur11n Spacing 3'-0- 3'-0' 1 4'-0" 1 4'-0' 1 F-0' I ir-r I 6'-0" I 6'-0" I T Allowable Height 'H' / bending b' or deflection 'd' 2" x 2" x 0.044" Hollow 9'-5' b 1 8'-9' b 8-2' b I T-8' b •T-4' b F-11' bi 6'-8' b 8'-5' bl 6'-2' b 5'-11- b 2" x 2" x 0.05f Hollow 10'-3- bi 9'-6- b 8.11" b 8'-5- b T-11- b T-7' b i T-3- b 6'-11- b 6'-9' b 6'4' b 3' x 2" x 0.045" Hollow 11'-31' b I 10'-5' b 9'-9- b 9'-3' b 8'-9- b 8'-4' b T-11' b 7-8' b T,5- b T-2" b 3- x 2" -x 0.070" Hollow. 17-9" d 12'-2" d 11'-T' d 10'-11' b 10'-5' b 9'-11' b w-6' b 9'-2' b 8'-10' b 8'-6' b 2" x 3" x 0.045" Hollow 17-9' b 11'-9' b 11'-0' b 10'-5' b 9'-10' b 9'-5" b 8'-11- b Fir b 74' b 8'-1' b 2" x 4" x 0.050" Hollow 16'-3' b 15'-l" b 14'-1' b 13'-3' b 12'-T' b 12'-0" b 1 V-6" b 11'-0' blr-4* -0' b 2- x 5" x 0.050 S-M.B. 23'-T b 21'-10' b 20'-5' b 19'-3' b 1&-3' b 1 T-0' b 16'-8' b 16'-0' b 1' b tb' 2" x 6" x 0.050" S.M.B. 26'-1- b 24'-2' b 27-7 b 21'-0" b 20'-2' b 19'-3' b 18'-W b 1T-W b:6' b 2' x 2- x'0.044' Snap11'-3- b 10'-5' b 9'-9' b 9'-2' b 8'-0' b 8'-3' b T-11" b T-T b1' b 2" x 3" x•0.045 Sna 14'�' b 1T-4- b IZ-6- b 11'-9- b 11'-2 b 10'-T b 10'-2' • b 9'49' b 9a-. b 9'-1" b 2" x 4" x 0.045 Snap , 1 r.Tr b 16'-3- b 15'-0' b 14'-4" bi 13'-7' b 12'-11' b 12'-0' b 11'-11' b 11'41' b 11'-1' b For 3 second wind gust at 120 MPH'vel ;_ ;'using .410,$jgn load of 13 01SF Sections Tributary Load Width P. In Soacft 3'-0" 1 3'-0' 1 4'-0' 4'-0' 1 5'-0' ri 5'-0' y 6'-0' 1 F-6- T-0' T-0' Allowable Height 7f' /. ' or deflection 'd' 2" x 2" x 0.044" Hollow 8'-8' b 8'-0' b T-6" _ b T-1- b 6'-0' b1 6'-5' bl 6'-1' b 5'-11- bi 5'-8- . b 5'-6- b 2- x 2" x 0.055" Hollow. 9'-W b 8'-9' b 8'-2' b T-9- b T-0' b1 6'-11" b. 6'-8" b V-6' b 8'-2' .4 5'-11' b 3- KOBUK 117-5- b 9'•T b 8'41- b 8'-0- b 8'-0- b bi T-4" b T-1- b 6'-10'• b 6'-7" b 2" x 0.070' Hollow 12'-1' d 11'-5' b 10'-0' b 10'-1' b 9'-T kr 9-2" 111 8'-9 b 8'-5' b 8'-1' b T•10' b 2" x 3" x 0.045 Hollow .12'-10' b 11'-11' b 11'-2" b 10'-0' b 9'-1 V, I 9'-6" 9'-1. b 8'-0" b F-5' b 8'-2' b `x 4' x 0.050' Holl 14'-11' b 13'-10' b 12-11' b 17-2- b 11'-T' 1' 10'-T b 10'-2- b 9'-W b 9-5- b -n 2" x 6" x 0.050' S.M.B. 21'-8' b 20'-l' b 18'-9' b 1 T-9' b 16'-10' b 1&-0' bi 15'-4" b 14'4r b 14'-2' b 13'7b 23'-11' b 22-2' b 20'-9" b 19'-T b 18'-7' b 1T-9- b 16'-11- b 16'-3' b 15'-8' b 15-2' b 2" x 2- x 0.044" Snap 10'-4' b 9'-7.' b 8'-11' bi 8'-5' b T-11' b T-T' bi T-4' b T-0' b V4r b 6'-6' b Y x 3" x 0.045" Sna 13'-3" b 12'-3' b 11'-5' b 10'-9" b 10'-0' b. T-9 • b. F-4" b 8'-11' b 8.8' b 8'-4' b ; x 4" x 0.045 Sn 16-2 b 14'-11'- b 14'-0' b . 13'-2' b 12'-0' b 11'-11' bl 11'-0' b 10'-11- b 10'-T' b 10'-3' b For 3 second wind gust at 130 MPH velocity; using design load of.15:#/SF Sections T butary Load Width W w PuAIn Spacing 3'-0"' 1 3'-0" 1 4'-0" 1 4'-6- 1 S.-0' . r 5'-0" . 6'-0' 1 VA- T-0' T-0' .Allowable.Hei ht 'H' / bendin b' or deflection 'd' 2" x 2" x 0.044 Hollow 8'-1' b T-6' b 8'-11" b v-T' ,b 6'.9' : b 5'-11" b 5'-W b 5'-0' b 5'-3' b 5'-1' b 2" x 2' x 0.055' Hollow 8'-10' b 8'-2' b Tr b T-2- b 6'-10- 9-6-6- b 6'-3- b 5-11' b 5'-9' b 5'-T' b 3' x 2" x 0.045' Hollow 9'-8' b 8'-11" b 8'�' b T-11' b T-0' b T-2 b 6'-10' b 6'-T' b 6'-4' b 6'-1' b 3" x 2" x 0.070" Hollow 11'-0' b 10'-8- b 9'-11- b 9'-5' b 8'-11" b V-6' b 8'-2" b T-10" b T-6" b T-3" b 2' x 3- x 0.045' Hollow 11'-11' b 11'-1" b 1V-4" b 9'-9" b IF-3' b 8'40' b 8'-5' b 8'-2" b 710' b T-T b 2' x 4- x 0.050' Hollow 13'-11" bl 12'-11" b 12'-1' b 111-4' b 10'-9" b 10'-3" b 9'-10" b W-W b 9'-1' b 8'-10' b 27x 5" x 0.050" S-MI.B. 20'-2" b 18'-0' b 1T-0" b 16'-0' b 16-8" b 14'-11" b 14'-0' b 13'-9' b 13'-3' b 12'-9" b 2' x 6" x 0.050' S.M.B. 22'-4- b 20'-8- b 19'-4' b 18'-3- b 1T-3- b 16'-0' b 16-9- b 15'-2- b 14'-7b 14'-l' b 2' x 2" x 0.044" Snap 9'-T b 8'-11' b 8'�' b T-10- b TS' b T-1- b 6'-9' b 6'-6" b 6-3" b 6'-1' b 2" x 3" x 0.045' SnapIZ-4- b 11'-5" b 10'-0' b 10'-l' b 9'-6- b 9'-1- b 8'-8- b 8'-4- b 8'-1- b T-9' b 2' x 4' x 0.045' Snap15'-1' b 13'-11' b IT-0- b 12'�' b 11'-8' b 11'-1' b 10'-0' b 10'-3' b 9'-10' Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) M-4774 FAX (386) 787.85M I O COPYRIGHT NOTO BE REPRODUCED 003 PAGE RODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. I 3-39 I rl SECTION 3 SCREEN, ACRYLIC / VINYL, GLASS & MODULAR ROOMS EDGE BEAM 1' x 2' OPENACK ATTACHED TO FRONT POST W/ #10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END 24PT AND O.C. FRONT WALL GIRT 1' x 2" OPEN ACK ATTACHED FRONT POST W/ #10 x 1-1/2" S.M.S. MAX. 6" FROM EACH END OF POST AND 24" O.C. ALTERNATE CONNECTION: ?) #10 x 1-1/2" S.M.S. HROUGH SPLINE GROOVES IDE WALL HEADER TTACHED TO 1" x 2" OPEN ACK W/ MIN. (2) #10 x 1-112" .M.S. IDE WALL GIRT ATTACHED 1 ' x 2" OPEN BACK W/ MIN. (3) 10 x 1-1/2" S.M.S. IN SCREW OSSES RONT AND SIDE BOTTOM AILS ATTACHED TO ,ONCRETE W/ 1/4" x 2-1/4" 0NCRETE / MASONRY NCHORS @ 6" FROM EACH OST AND 24" O.C. MAX. AND VALLS MIN. 1" FROM EDGE OF :ONCRETE t �i TYPICAL & ALTERNATE CORNER DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CML ENGINEER . DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTON& FL 32121 TELEPHONE (386) 7676774 l FAX (386) 7676558 PAGE I © COPYRIGHT 2003 3�16 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 I SCREEN, ACRYLIC / VINYL, GLASS & MODULAR ROOMS I SECTION 3 COMPOSITE ROOF PANEL; (4) 1/4" x 4" LAG BOLTS V 1-1/4" FENDER WASHERS PE 4'-0" PANEL ACROSS TH FRONT AND 24" O.C. ALON, SIDE 2" x 2" OR 2' x 3" HOLLOY GIRT AND KICK PLATE 2" x 2' HOLLOW RAIL POST ATTACHED TO BOTTOM I/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES RISER PANELS ATTACHED CHAPTER 7 HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2"x2",2"x3"OR3"x2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2" S.M.S. IN SCREW BOSSES I" x 2" OPEN BACK BOTTOM ; AIL /4" x 2-1/40 MASONRY WCHOR @ 6- FROM EACH IOST AND 24" O.C. (MAX.) Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 2143M. SOUTH DAYTONA, FL 32121 TELEPHONE (366) 767.4774 FAX (386) 7674W6 Qc COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WfT}iOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 3-17 SECTION 5 1 ROOF OVER SYSTEMS F 1.0 # DENSITY E.P.S. FOAM & 3105 H-14 OR H-25 ALUMINUM ALLOY (PATENT # 4,769,963 AND 5,086,599) SNAP - N - LOCK PANEL SCALE: 3" = 1'-0- PAGE 5-22 Table 5.3 Structall Building Systems Inc. Snap & Lock® Composite Roof Panels Allowable Spans For Compostts Roof Pansis ® Various Loads for Roof Overs Manufacturers Proprietary ProductAluminum Alloy 3105 H44, H 28 Foam Core E.P.S. IS Density 3" x 48" x 0.024" Panels Wind Region Maximum Allowable .Span 1 & 2 Span 3 Span 4 Span. Max I Cantilever M.P. 27-9' 21'-11" 77 H. 181-8' 20'-1I" 20'-2' 4'-0' M.P. 123 M.P.H. 16'-11' 19-5' 18'-10' 4'-0- 18'=11' 18'-3' 4'-0- 130 M.P.H. 15'-11- 17'-9' 17'-2- 3'-11" 140 M.P.H. IZ-4" 13'-9- . 13'-3" 0'-0' 150 M:P.H. 17-4' 13'-9' 13'-3- 0'-(r 3" x 48" x 0.024" Panels Wind Region Maximum Allowable S n 1 & 2 Span 3 Span 4 Span Max Cantilever 100 M.P.H. 23'-5'' 26:-Y 25'-3- 4'-0' 110 M.P.H. 21'-6" 24'-1' 23'-0' 4'4' 120 M.P.H. 20'-0' 27-0' 21'-8' 4'-0' 123 M.P.H. 19'�b' 21'-9 21'-0' 4'.0' 130 M.P.H. 18'-3' 20'-5' 19'-9' 4'4)' 140 M.P.H. 14'-2' 15'-1 4'-0- 150 M.P.H. 14'-2' 15-10' 15'-4' 1 3'-11' Note: Spans may be Interpolated. 4" x 48" x 0.030" Panels Wind Region Maximum Allowable Span 1 & 2 Span 3 Span 1 4 Span Max Cantilever 100 M.P.H. 2Z-3" 24'-11- 24'-1" 4'-0' 110 M.P.H. W-6- 22'-11- 22'-2- 4'-0' 120 M.P.H. IVA' 21'-4- 20'-7' 4'-0' 123 M.P.H. 18 =6' I 20'4' W-(r 4'-0' 17'-5' 19'-0' 18'-10' 4'4' LM 13'-6' IVA" 14'-7- 1 4'-0' 13'-6' 15'-1' 14'-7' 4'-0' 4" x 48" x 0.030` Panels Wind Region Maximum Allowable Span 1 & 2 Span 3 Span 4 I Span Max Cantilever 100 M.P.H. 25'-W 28'-9- 2r-9- 4'-0- 110 M.P.H. 23'-0' 26';5- 25'4' 4'-0" 120 M.P.-H. 21'-11' 24'-7' 23'4' 4'-0' 123 K.P.H. 211-4* 2T-11- 23'-1- 4'4r 130 Y.P.H. 20'-1' 2Z-W 21'-8" 4'-0' 140 M.P.H. 15'-7' 17'-51 16%10' 4'-0' 150 M.P.H. 15'-7' 17'-5' 16=10' 4'-0' Lawrence E. Bennett, P.E. G� CML ENcwEER - DEMOPII Bff CONSUL TAW 8 T A V O TA L Lt P.O. BOX 214360. SOUTH DAYTORk FL 32121 TELEPHONE (386) 7874774 350 BURBANK. OL'DSMAR. FL 34677-4906 FAX ) NATIONWIDE 1-800-969-3706 FAX (8131864-2Re2 © COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. c SECTION 7 1 SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER #10 x 1-1/2' S.M.S. OR WOOD )OD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR OTHER CONSTRUCTION FOR MASONRY USE 1/4" x 1-1/4" MASONRY NCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES ROOF PANEL EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL SCALE: 3" = V-0" #8 x 1/2" S.M.S. SPACED @ 8' O.C. BOTH SIDES ....Q'•W.•.•..... ROOF PANEL ROOF PANEL TO WALL DETAIL SCALE: 3" = V-0' NOTES: WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386) 7674774 FAX (386) 767-65M PAGE © COPYRIGHT 2003 c 7-4 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WrmoUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 7 1 SOLID ROOF PANEL PRODUCTS HOST STRUCTURE TRUSS OR RAFTER 1" FASCIA (MIN.) BREAK FORMED METAL SAME THICKNESS AS PAN (MIN.) ANCHOR TO FASCIA AND RIZER OF PAN AS SHOWN #8 x 3/4' SCREWS @ 6' O.C. J #8 x 1/2" SCREWS @ EACH RIB ROOF PANEL icCo HEADER (SEE NOTE BELOW) #8 x 1/2" S.M.S. @ 8" O.C. FOR MASONRY USE 1/4" x 1-1/4" MASONRY EXISTING HOST STRUCTURE: ANCHOR OR EQUAL WOOD FRAME, MASONRY OR @ 24" O.C.FOR WOOD USE OTHER CONSTRUCTION #10 x 1-1/2' S.M.S. OR WOOD SCREWS Q 12' O.C. ALTERNATE ROOF PANEL TO WALL DETAIL SCALE: 3" = 1'-0" NOTES: ROOF PANELS SHALL BE ATTACHED TO THE HEADER W/ (3) EACH #8 x 1/2" LONG CORROSION RESISTANT S.M.S. W/ 1/2' WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2' SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN W/ (3) EACH #8 x 1.' OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. Lawrence E. Bennett, P.E. CIVIL ENGMNEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TEM*IONE (388) M-4T74 FAX (388) 7674LKW PAGE I ® COPYRIGHT 2003 7-6 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WRHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. Lmi�Lronda Homes : jj AN EASILY OBSERVABLE BETTER VALVEI 1101 NORTH KF_LLER ROAD, SUITE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAX.' 407-475-911 S LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 119, 133 PINEFIELD DRIVE at CELERY LAKES. [5��—VR44'" RUSSELL K UMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 18th day of AUGUST, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. LAURIE I ELLEGRINOmm Co/ DO�04 aea wro poo�ga� NOTARY PUBLIC go,Igo C:\Documents and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc FORM 60OA-2001 FLO FOR Project Name: A l Address: 153 I h City, State:San Owner: ELEqTRIC Climate Zone: Cent IDA ENERGY EFFICIENCY CODE BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A TO{�N 4BDR Builder: MARONDA HOMES 1�1�1 VP Permitting Office: Permit Number: I Jurisdiction Number: i New 12. Coo ' - ng systems I . New construction or existinE 2. Single family or multi-famil 3. Number of units, if multi-f Single family - a. Central Unit Cap: 40.5 kBtu/hr ' y 1 - 4. Number of Bedrooms - SEER: 12.00 4 b. N/A - 5. Is this a worst case? _ Yes - 6. Conditioned floor area (ft') _ 1875 fe c. N/A - 7. Glass area & type- Single Pane Double Pane - a. Clear glass, default U-factor b. Default tint - 196.0 Ile 0.0 ft= - 13. Heating systems - c. Labeled U or SHGC 0.0 Pe 0.0 fP - a. Electric Heat Pump I 0.0 ff Cap: 40.5 kBtu/hr 8. Floor types 0.0 ft= - HSPF: 8.20 a. Slab -On -Grade Edge Insulati _ - b. N/A n R-0.0, 198.0(p) ft - b. N/A - c. N/A - c. N/A - 9. Wall types a. Concrete, Int Insul, Exterior _ 14. Hot water systems - R=4.2, 1132.0 fl' a. Electric Resistance b. Frame, Steel, Adjacent _ R=11.0, 196.0 ft' Cap: 50.0 gallons - c. N/A bN/A EF: 0.93 - d. N/A - . e. N/A _ - 10. Ceiling types ; C. Conservation credits - a. Under Attic _ (I-IR-Heat recovery, Solar - R=19.0, 2085.0 ft' DHP-Dedicated heat pump) - b. N/A c. N/A - 15. HVAC credits PT 11. Ducts - (CF-Ceiling fan, CV -Cross ventilation, a. Sup: Unc. Ret: Unc. AH: G e - HF-Whole house fan, > Sup. R=6.0, 150.0 ft - PT -Programmable Thermostat, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/FloorArea: 0.10 Total as -built points: 27093 Total base points: 28742 PASS I hereby certify that the pla}sand specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: I hereby certify that this building, ing, as designed, is in compliance with the Florida nergy Code. OWNER/AGENT: -A 14�z) DATE: X I I f In l Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: _ DATE: coD wE�� EnemyGau e®(V 9 erst,ti. rL_mt rrs vs.sU) FORM 60OA-2001 Residenti ADDRESS: , , , !. SUMMER CALCULATIONS it Whole Building Performance Method A - Details PERMIT #: BASE I AS -BUILT GLASS TYPES .18 X Conditioned X B PM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 56.99 0.96 1759.7 Single, Clear SE 1.0 8.0 40.0 61.07 1.00 2432.5 Single, Clear SE 1.0 6.0 16.0 61.07 0.97 943.8 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear NW 1.0 8.0 15.0 40.72 0.99 606.5 Single, Clear SE 1.0 6.0 5.0 61.07 0.97 294.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 i Single, Clear SE 1.0 6.0 40.0 61.07 0.97 2359.4 As -Built Total: 196.0 10742.6 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 196.0 10.70 137.2 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 1313.1 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1509.1 DOOR TYPES Area X IBSPM = Points Type YP Area X SPM = Points Adjacent 17.0 11.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X PSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X 13SPM = Points Type YP R-Value Area X SPM = Points Slab 198.0(p) -31.8 -6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 Raised 0.0 0.00 0.0 Base Total: -6296.4 As -Built Total: 198.0 -6316.2 INFILTRATION Area X BSPM = Points Area X SPM = Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 EnergyGauge®DCA Form 600A-;001 I EnergyGauge(@/FlaRES-2001 FLRCPB OZ.) L. FORM 60OA-2001 ' SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT Summer Base Poin s: 35736.6 Summer As Total X -Built Points: Cap X Duct X System X Credit 38879.3 = Cooling Total Summer X Syst Points Multi m = Cooling p lier Points Component Ratio Multiplier Multiplier Multiplier Points I 38879.3 38879.3 (DM x DSM x AHU) 1.000 (1.087x 1.150 x 1.00) 0.284 1.00 1.250 0.284 0.950 0.950 13120.3 13120.3 35736.6 0.4266 15245.2 El EnergyGaugeTm DCA Form 600AI2001 Ener9yGauge(d/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , BAS GLASS TYPES .18 X Conditioned X Floor Area .18 1875.0 WALL TYPES Area X Adjacent 196.0 Exterior 1132.0 Base Total: 1328.0 DOOR TYPES Area X Adjacent 17.0 Exterior 40.0 Base Total: 57.0 CEILING TYPES Area X Under Attic 1875.0 Base Total: 1875.0 FLOOR TYPES Area X Slab 198.0(p) Raised 0.0 Base Total: INFILTRATION Area X 1875.0 M = Points Type/SC 5.86 1977.8 Single, Clear Single, Clear Single, Clear I Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: 31NPM = Points Type I i 1.80 352.8 Concrete, Int Insul, Exterior 2.00 I 2264.0 Frame, Steel, Adjacent 2616.8 As -Built Total: I WPM = Points Type 14.00 68.0 Exterior Insulated 15.10 204.0 Adjacent Wood Exterior Insulated I 272.0 As -Built Total: I WPM = Points Type 0.64 1200.0 Under Attic t 1200.0 As -Built Total: NPM = Points Type 11.9 -376.2 Slab -On -Grade Edge Insulation 0.00 i 0.0 i 1 -376.2 As -Built Total: VPM = Points i -0.28 -525.0 PERMIT #: AS -BUILT Overhang Ornt Len Hgt Area X WPM X WOF = Point; SW 1.0 6.0 32.0 11.59 1.01 374.7 SE 1.0 8.0 40.0 10.59 1.01 428.2 SE 1.0 6.0 16.0 10.59 1.02 173.0 SW 1.0 6.0 16.0 11.59 1.01 187.3 NW 1.0 8.0 15.0 14.97 1.00 224.3 SE 1.0 6.0 5.0 10.59 1.02 54.1 NE 1.0 6.0 16.0 14.70 1.00 235.3 NE 1.0 6.0 16.0 14.70 1.00 235.3 SE 1.0 6.0 40.0 10.59 1.02 432.5 196.0 2344.7 R-Value . Area X WPM = Points 4.2 1132.0 3.26 3690.3 11.0 196.0 2.60 509.6 1328.0 4199.9 Area X WPM = Points 20.0 5.10 102.0 17.0 5.90 100.3 20.0 5.10 102.0 57.0 304.3 R-Value Area X WPM X WCM = Points 19.0 2085.0 0.87 X 1.00 1813.9 2085.0 1813.9 R-Value Area X WPM = Points 0.0 198.0(p 2.50 495.0 198.0 495.0 Area X WPM = Points 1875.0 -0.28 -525.0 EnergyGauge®DCA Form 600A-J001 EnergyGauge(WFIaRES'2001 FLRCPB v3.30 I � FORM 60OA-2001 i WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... BAS PERMIT #: AS -BUILT Winter Base Points I 5165.4 Winter As -Built Points: 8632.9 Total Winter X Syste Points Multi = lifer Heating Points Total X Cap X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 5165.4 0.62 4 3240.7 8632.9 1.00 (1.078 107 1.250 x 1 �) 0.416 0.950 4268.5 EnergyGaugeTm DCA Form 600A 001 EnergyGauger8l/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER EATING & CODE COMPLIANCE STATU S Residential Whole Building Performance Method A - Details ADDRESS: " " , PERMIT #: I BASS AS -BUILT WATER HEATING Number of X Multi tier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms �! Volume Bedrooms Ratio Multiplier 4 25 4100 f10256J.0 50.0 0.93 4 1.00 2426.15 1:00 9704.E I As -Built Total: 9704.6 I' i CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating �+ Hot Water = Total Cooling+ _ tal Points Points Points Points PointHeating + Hot Points 15245 3241 I 10256 28742 13120 4269 9705 27093 I PASS 0� THE STq��0 r 0 wa ° EnergyGaugeT"" DCA Form 600A-2001 EnergyGauge®/FlaRES-2001 Fl_RCPR ,r3 FORM 60OA-2001 Code Compliance Checklist Residenti ;I Whole Building Performance Method A - Details I ADDRESS: , , , 6A-21 INFILTRATION RE Exterior & Adjacent Walls Floors Ceilings Recessed Lighting Fixtures Additional Infiltration reqts Water Heaters Swimming Pools & Spas Air Distribution Systems Insulation 61.0 PERMIT #: UCTION COMPLIANCE CHECKLIST )6.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area• .5 cfm/s .ft. door area. )6.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends 6.1.ABC.1.2.2 I Penetrations/openings > 1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed 1.ABC.1.2.3 1. 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; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is 3.1.ABC.1.2.4 1.ABC.1.3 1, 602.1 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ceilings -Min. R-19. Common walls -Frame R-11 or CI3S R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTu DCA Form 600A-�001 tnergyGauge®/FlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD 3TIMATED ENERGY PERFORMANCE SCORE* = 84.2 The higher the score, the more efficient the home. ELECTRIC_, , , 1. New construction or existing i New _ 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit 3. Number of units, if multi -family _ 1 4. Number of Bedrooms 4 b. N/A 5. Is this a worst case? _ Yes 6. Conditioned floor area (ft') 1875 ft' c. N/A 7. Glass area & type Single Pane Double Pane a. Clear -single pane - 196.0 ft' 0.0 ft' - 13. Heating systems b. Clear - double pane 0.0 fe 0.0 fe _ a. Electric Heat Pump C. Tint/other SHGC - single par e , 0.0 fe 0.0 fe d. Tint/other SHGC - double pane _ b. N/A S. Floor types a. Slab- O -Grade Edge Insulati n R=0.0, 198.0(p) ft c. N/A b. N/A - c. N/A 9. - 14. Hot water systems Wall types a. Electric Resistance a. Concrete, Int Insul, Exterior _ R=4.2, 1132.0 ft- b. Frame, Steel, Adjacent _ R=11.0, 196.0 ft' b. N/A c. N/A - d. N/A c. Conservation credits e. N/A _ ! (I-IR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R-19.0, 2085.0 fe 15. HVAC credits b. N/A ! - _ (CF-Ceiling fan, CV -Cross ventilation, c. I HF-Whole house fan, 11. D Ducts Ducts a. Sup: Unc. Ret: Unc. AH: G - PT -Programmable Thermostat, ge Sup. R=6.0, 150.0 ft MZ-C-Multizone cooling, - b. N/A W-H-Multizone heating) I certify that this home has co i plied with the Florida Energy Efficiency Code.For Building Construction through the abo elenergy saving features which will be installed (or exceeded) in this home before final insp fion. Otherwise, a new EPL Display Card will be completed based on installed Code comp iant features. I Builder Signature: Date: tdo- Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 12.00 Cap: 40.5 kBtu/hr _ HSPF: 8.20 Cap: 50.0 gallons - EF: 0.93 WE PT, *NOTE: The home's estimatea energy performance score is only available through the FLARES computer program This is not a Building Energy sting. Ifyour score is 80 or greater (or 86for a USEPAIL)OEEnergyStar "designation), your home may qualify for energy efficiency mortgage (EEM incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Ho line at 321/638-1492 or see the Energy Gauge web site at www.fsec. ucfedu for information and a list of certirwt Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Co I m, unity Affairs at 8501487-1824. EnergyGaugeg) (Version: FLRCPB v3.30) I Maronda Systems Engineer of Record: Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 Tomas Ponce, P.E. 1005 Vannessa Dr. Design: Matrix Analysis TEE-LOK software (407) 321-0064 Fax (407) 321-3913 Oviedo, FL 32765 FL PE # 50068 . PLAN JOB # LOT ADDRESS DIWSUB MODEL ARLINGTON K 3 & 4 6CL11901 119 133 PINEFIELD DR ORLN-CEL ARLK4 RIGHT +2'-0" @ GARAGE ADD 1- TRUSS 11P1" This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss Inadinn is in ar_rnrdancP with ASCi= 7.QR Thaen +rnccoc n— deci.,. A f— -- L—N-j:__ Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed/ No. of Eng. Dwgs: 44 Layout 10-7-02 0 4-21-03 L Roof Loads - VT 4-11-01 �/ 01 4-21-03 ✓ TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 02 4-21-03 A 6-26-03 P 4-21-03 ✓ B 4-21-03 P1 4-21-03 ✓ C 4-21-03 0 4-21-03 Total 33.0 psf C 1 4-21-03 R 4-21-03 D 4-21-03 ✓ R1 4-21-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D1 4-21-03 ✓ S 4-21-03 E 4-21-03 �/ S1 4-21-03 El 4-21-03 c/ T 4-21-03 F 4-21-03 U 4-21-03 F 1 4-21-03 V 4-21-03 ✓ G 4-21-03 W 4-21-03 G 1 4-21-03 X 4-21-03 H 4-21-03 X1 4-21-03 I 4-21-03 Y 4-21-03 J 4-21-03 `/ Z 4-21-03 K 4-21-03 Z1 4-21-03 L 4-21-03 L 1 4-21-03 L2 4-21-03 M 4-21-03 N 4-21-03 N1 4-21-03 INV # DESC QNTY JUL 1 2003 DATE: 18331 THD26 2 18330 THD28 18360 1 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 18336 THD28-2 1 SEAT PLATES 130 40-0 14-8 I 6-0 - I - 19-4 - I JOB NUMBER: ARLK +2.0 @ GARAGE DRAWN BCUy DATE: 10.7.02CUSTOME: 1-61 E)YT-,q?m- �s JOB NAMERARIINGTON K 3 6 4 BDRM BIEARING?88 4�12 0OAD:3�01 HI -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° is the responsibility of the installer(builder, buf/dinacontractor licensed contractor -ector or erection contractor) to properlvreceive unload store handle install and •ace metal plate connected wood trusses to protect life and property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are Ised upon the collective experience of leading technical personnel in the wood �p'�alndavt�il�^Aal��'�,uS�Se.,T7.!.:.' i. �hs�' �. 'A Q' Igo' l ot�����RRyyr�l tn� es�se"s r�+aan�a Donaus� ca�nagec't�- vt..:.6i....v�l,�.x*��•?n`'k°xr'w'+M�e`�I"�'��' -ad i TRUSS PLATE INSTITUTE 683 D'Onofrlo Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer orinstailer. Thus, the Truss Plate Institute, Inc, expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright 0 by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. =,Il r �� *GAIN a �C igwlltt pofary bracingshould E no less . 7�`cywii u. i, tf�ari� gtrdge rym�arked lumberla1! connections 8 I 4e; t�1 nY0 It�be,�ia� �W�tfl�,<rnlnlMUM GT 2-16d 'galls. All m 4 t seaSsuN� o,gen er or Tess. AlC na�llti- )ly tr es sf�n`tl' cQr��tected together in accor- ft4i+ �$C3P rF1� �� 3tlir9r sx� h iix3i "�1 arrce�witb desfgn dra imgsRpr_0r,to insta'iztion ;TOR ruses should n0Ybe`.; rough terrain or-un ' rsvr"raich oorild.cs.aA`;: 7e truss. Frame l i"�'WIAEi N 1 N C.7'"'j`' ,+..g 'ir`�' r� •7 • '� . al`4x+Yi1ij,'r yt)I ...'`$ 'If'! - i r 'dWill f7�i ,� 3aln , �4;�e �.fSAD zt3�1 so° 60' �McCt tA�11CALI'' �orlessINSTAL�TIC!� /or less Tag Approximately Approxlma et ly Tag ' Line '�� truss length 'I truss length Line Truss spans less than 30'. Lifting devices should be connected to the truss top chord with a closed -loop Spreader Bar attachment utilizing materials such as Strongbackl s chains cables nylon strapping, slings, / 9 Y PPing, Toe In —a Toe In etc. of sufficlent strength to carry the t �I Less than or equal to 60' Less than or equal to 6o' Tag Line Strongbacki SpreaderBar I •"�. "} � , "{��i tlnyrytp,,r,npiln� ryp�+��iipn��,�+. oU ...; N r.-X ,...p..� R . d J Typical vertical / End Wall attachmeni Plan fNA, r. ��� - Blocking . Typical hortzontsl tie member with muhiple stakes (HT) 1prusa of brat cup of trusse (ES) Frame 2 12 4 or greater `.R .c Topchordethalarelaterallybracedcanbuckle togethera nd cause collapse it there la no diago- nalbracing. Diagonal bracing shouldbenailed to the underside of the top chord when purlins I are attached to the topaide of the top chord. Over 28' - 42' 3.0 6' 11 9 6 Over 42' - 60' 1 3.0 5' S 3 Over 60' See a registered professional engineer )F - Douglas Fir -Larch SP - Southern Pine iF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —� Required t 10" or Greater Attachment Required - All lateral braces lapped at least 2 trusses. J n,1 u r i M r I I I 1�i1 III t TOf� CHOFtD �dd ��"h Iy, iVl 4 i y `TOP"CHOii' Yc ill I It 'n Diu„ Y u�,N!I!�'1 �illll i 1flIINIMUIN MI�LATERb llmlNCE! M4 t a-. nl i w n D,YtGONAL BRACE SPACING (DB SPAN n�p G N ,6 I. f n�TC�id ,I' $PACING'i LBg) �U,i� I iq ill #trusses �h Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' n.. . en g 4 I - -- -- i yFnvics5mmi engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous ToD Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10" or Gre Attachme Required ""I; PITCHED TRUSS Frame 3 SCI+SSORS TRUSS IIIIII Io r411'I Uii"N fCHORD. I ;� va'E�# i '" V a" t „i U to 32' 1 4/12 75' 20 1 5 'Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 80 See a registered professional engineer _ icy ' Douglas r Larch SP Southern Plne DFFra 4y,'w� bLrE411�i�fi �W •S y Nf " i{ 1 r' j HF Hem Fir �i SPF _Spruce-Pl6e,=jr h �rty�7 � �,• t i,Y4, a '>L �1�,,,s j 1 , r - �� u: GEL "��lY/ �7u�i 55,,,,,,Y.. �• y�'�Sl �„ J 1 rr ti' I e i 'J, r lateral �Y `�il ic7t,G�gr wl �":. 3 c s _ 1� ed ai '7 �y��-yy - IeaSi 2 �i .., trusses, i �' ; 'r4',1 twy lh w! l TY 4 I D - 4ss r0� ialwy'r I I M1w1 v rI { zght V z. ;:I I � t°sv ,LiS`i r t�i� {p,le�r•1 , � (' Ily _ + $ � I it � hteli c P r Sfk � rAk`h Ji , i II 20 ? t i� lrJs I t y f it r yy,l5ls�i ''rf ��LffF f ''11tyi��,y){e4AJ y�'n1 ur. 1 , I I i$i}hY ^4 {W' ev ,y nt�—ry,.�✓,5�,,� f R%' p •1.71�,yy '1 I 1 I r �:i i 11,^,yt.{�y,Y*SP r'1 rilyflN-``rttf €!Lp r tl t� r rr�ofr.t •rr t/rT-l�lll'A�'{, I r �}v,- ne 3lCrizi�Y'ir,;.•,ti,�{4•'u flw�i ��ra�(u h,�rl�... ;rL - -•'_: ,. .;' Bottomchord d{aganal b�aCYingarepeateC�'ay at each end of tt�e bulitlln and at se er�'I lit �I +.R„L.61 aII�uNwr1 �i{-�t r7• k}� spacing asrtap chord dla or'rah'braoin '' I :r n'I'' I�'Nai.�4t4;Y� �Ingll^IlllurlAralOArrLlllllulr„IrrItI,IIIII;,INI hr ,� II , ;1 -1 _� :,4 r y,.:,ufi::;.,•,s l:��, •g,vsr. 2 urn,.:_ al , r,{ .,LG. ;-f��l;lya ,��; "!��III�IIIBO+ I ONi1 iyz u H L PI P�1E 1, �:._ �r'Ye^',�i-,,.' . t. EL ,, . uw�gl. .ki.. � •�r•'n a t yv?�•f.0 , 1 ,..u,;%: .. �•���.. Jarvnr. w,., Jytq •1'T.; 'I'3:..• .r, �rir nlfN,,llw�NrwulnN rM1lllll r f .a x tr f . ,,na -.a ,r r l +r ti q i y 4r n .K�ii i. � ,rP•4, tt _.�dr r�r`r"4 ♦tr l9'�I'��X�� ,l*!iP r^�� G', ^5'It �h ±Sy ,q� r e iGna b w , r -'' t :I 'i i k 1 �{- a ,Ltz A . ,`r`Xr ly •_ ' , 1 I. ^ Irll , It'- t rt- TI gar I � •����(. I, � ''- I I tl z P a I - I tk,} I l CCOSS', rat in if re' ated I�rylr r , ly „i r :. I¢ 11 ir41 a CSc, er"{Cd'of tfle-. ;, „I nth P 1 1r,�1`ti .,�4�1 rr ili �i„24rn �t'1:ry I rryyll f 41 r • , , t 4 jrit �7 tip {. YN �� - bUi{Y�ih1i and at 2%' ilr LI F+r Lin AI Nrf snil r ijj�i Nyky t�i��"91 ��i W1. rr..l.:y' _1 arsscl_ari 1M:�n'11 a t.,(o��r'rn4+�`W}is(rAIyF t. inier�rals';.. Up to 32' i 30" Over 32' - 48' 42" Over 48' - 60' 1 48" Over 60' See a DF Douglas Flr Larch SP": HF He Fir s+(, �F SRF 66'5 S. le tifvI rhg 5N al. 711 d 1 Y 40, T The end ; ,r,S dligoild4btace f'or cantilevered trusses °Must be ed on verticala'' . � a I 1 plac r I .:webs tnAlne with the support - Top chords that are laterally braced can buckle together and cause collapse if therein no diago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purling aro attached to the topside of the top chord li! Ip •r F a r_a .. rtt 41. -Y LX4/1Xbi� t''41F3p' 3.w�lrpa I ea�pn�t Continuous Top Chord P L"BRACEAC�V N��aaMry1u 1 nil I I�DBti 1 NI Ill�lpfll q ISI CtHlINw1 ICI h9 I� k , 1 l IRF..v.nw''1G .: 'n 51i1. A",•.4.ii's�N'-'n,'xi7.IN..%'RJ'.+.wV3 S t Lateral Brac F " w "`I thalars laterally braced can bucks Required q ICHOYi1i�t�laHl� 7,i�IplfbW:JF$P�,/�R;F�j�G191PF-1'HFaJX�Whµ�' togetherendcause collapse lfthereisnodia o- ^ ' O 8' 16 10`s`1 nai bracing. Diagonal bracing should be nailed '•' S 6' 6 4 '• �„ loth* underside of the top chord when purlins ''�+t sre attached to the topolde of the top chord Attachment Required v *u 1 t is l 30"or greater.. , a Continuous Top Chord Lateral Brarc Required 10" c Attachmem Required_ �?,;�".r4' •, ��tJt�m,, lit i • = 3t�e=�"�i,U• • A rtF r - 1 31/2" t I �: Ili7fwi - II I ifl lr 1. r d� N r� MtlI I I I I 1f d l t d �y"d i I i I 'TOPCHCIR 6 I I il!� sill d,l r Gi H d >d, ri a, wa , I".I L'I r'.l idt. I phy �I f�INIMUM I P C AHOFifJ r' („,pE�RAL BRACE DIAGONAL lli�#ACE SPACING~ DBS�` SPAN 41 4 L. IaU4?i �P1d, rPTC,III�i iII N o'Il4 h��4rM�L,!111•;N,� SPACING{L`B5)Ma k ail M(I s sj Up to 24' 3112 SPu.' 1. 8' SP DF +I SPF HF 17 12 Over 24'- 42' 1 3/12 7' 10 6 Over 42' - 54' 3 12 1 6' 6 Over 54' See a registered professional engineer ur - wouglas rir-Larcn 5P - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that ere laterally braced can buckle together and cause Cal lape if there inna diago- nalbracing. Diagonal bracing should benalled to the underside of the top chord when purling are atieched to the topside of the top chord iViD!q(j Tr` OIsi S'`:I r 4 12 L 73or \ greater All lateral braces lapped at lust 2 trusses. Continuous Top Chord Lateral Brace Required I � 10' or Greater Attachment Required INSTALLATIONJOLERANJ '�•iw hhy .:" 1 n.nm!i�iFMkM f BOW PLUMB �' D(in) D/$o D(70 12" 1/4" 24" 12, 2' 36" 3/4" 3' 4811 111 4. I 60" 1-1/411 5' I 72" 1-1 211 61 I 84" 1-3 4" 7' L(In) Length L(in) Lesser of L1200 or 2" L(in) I Truss Depth 108" 2" g' T..........4 .......................... t::::::::::::::::::::.:............. D(in) I Lesser of I Lesser cif L/200 or 2" D/50 or 2 e4 4aximu rn 11splacernent Line Line L(in) L/200 L'(f1) 501, 1 4" 4 2' 00" 1 150" 3/4" 112.5' :{in -.JI A. 200" 1 " 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES, OUT -OF -PLANE INSTALLATION TOLERANCES. a .-� I t 19i � • !_ F' �-1c�`s •r'.Q I r� '� f i � ,. F ' Q .l"�.ii. 'rt+l�lvt:ai^��;,<:�i5a r.'sil w ��" tr .ar_v,,nr, ' c ry .,:w R '� 1 {�`� '• � _ �, L !n � ,CI [ a •Jrvu razw?+.vmN Ik...�c. �``� k 1� .¢�hl Frame 6 .y, MARONDA SYSTEMS' 4005 Maronaa Way Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #005006s Subject: Valley Trusses tems Sanford, FL 32771 (407) 321.0064 Fax (407) 321-3911 All valley1russes labeled VT-1 thru 100 are covered under the general val➢ey sheet provided in the truss Package signed and sealed by the engineer of record. Fhe connections are voted e the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any Questions please feel free to call at 407-321-0064. 5. RMerely Tom s Ponce, P.F. Date: PSe �r- 04fF�f, ��•� ! i of �+�,. �"\ �- w ° mn aiATE . %f F� ''••......•.•'''•ern w• DESIGN INrORMATION ls dalgrl Is fur an Ipdh ideal bWWb,g lmncnt cad loss bccri Rrscd on tnforrn.uo P�wlrfal by the ellenL line dalgr,er dlscLums 'rV rapousihWry(ardamagcs as a tlsul[ of 6 WIy or wsmrxel wwrm g aPR "o of and/or dby e olgo. (rrrrrtsly d I- the tries dnigrer of Ids laf t and the mrr-a- a or ac_X_7 rule Pq-L..d -Pt. m3, �IronsthW s{a- eatUaes po conpal wtlh rc ty a tar,. baoe,mg, abrPmeet a,d trcwuum of filtaks. 1115 truss has heerl datned as m IridT"�� I--R cuvP---L m amordanm am A1rS1/Tiq 1-190 aria ND_-97 to be m�ror�,y u Part Of the baddwg datgn by a Bufldhrg Detgner bcgtsteled archned orafrns IorIaj eogaced. whm mw d defw aPpr._L t,.,. b"Uding dcm M_. (be d-10, Imdings atmwn must be checked m be sure that the data champ are m agreemm[ mlth Ule 1041 b PJicrt r_"m far wh,d es. 6 ad tl. Uoks> 6howo,-ntlons or.P--" OPPUed.md. Ywrnge or oeu, Po be,, d fired for .. tomprcawn )words (top or bnttoml arc o.U. - aanslp braced by.haUrmg unless m ePeciOed. where boUoo, ehords en�.sm�nea "I ILQy booed btmpy 1, a pmpera Tgbl 'xllTob !hey ahrPy oWd be braced at ��� btu laewg of j(r4r o.c Cooa P lac mauulaa cted from 20 Pm hot dipped gaMntre4 sledw,ncpn,g ASTNI A 653, Grade 40. rmlas otherwise straari. FABRICATION NOTES Prior to Illuketleq the fahltmmrsbaU reylcm thb drawing to oertfy that thb draarbrg b tr, m`Jarmanc• aglh the falnt-'fe' PI-- a„d to mine a eontwuwg ra for a.neh an l- Ttun uonay dba elaocjclea e arcre To to he put In PhlIng (bcfo" ciAII- f or hbrlatlr o. h'n riot be h,stallad Doer kO ww- k-t- or dhtwled grata. 6lember.:ball be art for l o OLpluea a wrxd w mood - b.'h Con. lbe trr a lth r,—yUa �-ee on both hall be of sym.aboutthetatnl,.dess boSldhduwbes d andsho•m. A SR4 plate I. 5-owe c 4- long. A tir8 plate 1, E Widtha prhtBe tb g-gth Slots molest run PuaDd to members sha specN d. Double cats oO web U meet of the a-wabl oflhe arch. ,udw oth-a'be aborvrn. ConnectorPlate aI.- are -1-Ym Demred .ua ""d on the force. ah-- Wag aod may m L.a lo1c..cd for Certain had. ad/ar era-uan suesso. Thb truss b not be Lsmreated -ILb pre ret+ndant trot+.! ++mbC+'wil- oth.-he stmtet>_ .fFar addBlaoaP orma All an Qu.Uty Conhol ref- m AJ1SIfTpI 1-1995 PRECAUTIONARY NOTES LII o k fo og ad �o ruommendalloos ue to homed to ac-'dauee adlb -Hap ar �nr'�C. IiIB-91. 'hove. areg. p � wdkd ph e[U�'Idhr care aarmg banding "e*Y d b+.lamrlan to Avoid �c. Tcmpo,ary and Parrua-a brae o g t-- to . aU kbL and plumb Poe - Too and for ""Ung 6tcn1 for. :ball be cst ' ad Bed bl -era.caraw hand. nl goLred- Nwro1 pzrCam a� cOOU for a5se51equbm sub ltmPumry bracing dwlog tamtlon be6m , tans_ to awl) topplwL ha0 g. The suPacrrb,m. of ereetwa of be under lba control of persaaa Pcdmccd In the Inswllauoo of lrnsso. o(eslooal adalce sha0 be sought If needed. meenlrallpp of -o buctlou I—& greater n the d-4- I-da A.0 not be aPPU«( to as.a al ariy u. No wad. nth- woo the TtJlt 'I"" eneciora shall be aPpUcd to . rmW alter all f-te-t rQ and I-etng uamptctod. MONO VALLEY VALLEY TRUS Iw COMMON VALLEY I MAMA SY TESSY TES MS .SUPPORTIRO TRUSSES If II VALLEY TRUSSES ITYP.) SUPPORTING TRUSS COMMON OR GIRDER COMMON TRUSSES (TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET .WO: VALLEY SET IF LESS THEN 3-0.0 THEN IdOVE DIAGONAL WEB TO NEXT PANEL _'r 41�s rl TI: VT QTY:1 (t1 WHEN DIGAOUAL WEB PRESENT USE 4x6 PLATE (1) WHEN NO DIAGONAL WEB PRESEIIT USE 2X4 PU i 1r4 214 , on 516 OR OIAOONALVJEBS t 416 416 316 VALLEY MEMBERS AT 3x6 4t8 1116 REQUIRED WITH SPANS . 24 - O.C. (TYP) 2t4 OR / GREATER THEN 26-0.0 316 214 2r4 Ito 310 0-0-! 2t4 21/ I VARIES I—ELNU •—.12 J UP i0 316 2x4 11 2t4 2r4 214 4110 316 OR 316 214 3t6 Ito 2X4 316 an t 416 on t4.6 214 YAX 6-0.0 O.C. (TYP) S 214 LIAX TRUSS SPACING VAX 6-0.0 O.C. (TYP) r �® BELOW . 40 • O.C. 'I I� I{ SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOP CHORDS: 2X4 SP 82 WEB$: BELOW VALLEY SET. VALLEY MEMBERS 2X4 SP 83 PROVIDE ALL NECESSARY TOP CHORD BRACING, VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION. OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 1 Od NAILS OR (1) 16d NAIL PER INTERSECTION, OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8. O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. 014E BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14r-tt e:xc Eff AS SHOWN rr rrs.ATLT TLZB CA - - rES1'CD PER ANSU111T 1.1995 Haronda Systefils 4005 MARONDA WAY SANFORD, FI_ 32771 (407) 321-0064 Paz (407) 321 _3913 TOMAS PONCE P.E. LICENSE 015W68 COWL Support READ ALL NOTES ON Th11S SHEET. A COPY OF MIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Rracu,g xhrny, on the )"tog a not erectwn bmcing, wind bracing, portal blartng or slmtLv bnctng` adrb•.L b a Put of Ibe b dldmg deatgn and which mull be m shown is for Pa teml support d truss m n.tdcrcd by the hu0awg des lgou Hnepg onde w anchor bteral bracin ®ben ody to red,rea b,, P AddUlapal bra gat cnds'.nd sp=Uicd Loa UoIm e,gth. Pro',Mmu core[ be flTusa Plate I �jRgrl� lbe _emit structure rmy be requ md. ISee Ptrmincd y 1he b�t�B d,103 r. e. JPL Is faceted 21 sR1 n•n..,,r.r. n-... _. Scuds 6-A-0 G.c. L'ng. T It,: Dwg: Dsgur: 'rLY Cull: 1'C Live 16.0 I,r 1'C Dead 7.0 psr 13C Live 0.0 11Sr BC Dead 7 n _-a Irtlss ID: VT Dole: 4-1.1-01 DurFac - Lbr 1.25 DLIIFaC - Pll: 1.25 o.c, spacing: 24.0" I DESIGN INFORMATION 17h1s drslgn is for an 6ldhnlual buihlblg taanp.oent aul has been b..nl on btror—U.n pruAded b Ute dient. The designer dlsdafnts .ny repomn,Ully for d.00gv ...._. It .r fantq or Incorrect hdornlallun. Speclllfallnrls and/or dea-k, tumbled co the Int.a dolp.er Try• the ebent Grid the enrrrdlless or acalracp of this lnl.rm.U,n .. It ncy.ci.t. I . . spa_ eUk ptofcd and accepts rto roporulbWlI. or eccrcbra ,.o co.+Uol o.Uh rega,d to fabnm- Ik.n. La ndlb,g. ahfF n..t end 1—t.n.e.n or Irv»a. Thisdesigned as an btdt.ldual building tbrnponat In acrnrda we with ANSirm 1-1995 and 14OS-97 to be hunrporated ..s I— of the bulidh,g dolgn IV. P.U.b.g Designer (registrred ruehneci or pmfoslorul -Igtnenl. LVI,— realetccd for uppmaI by the bulldt„ it ddp,er, the Aealgn �•aJb,ga aha,•n must be eheched to be sure Ib.t the data shom, arc b, -19 wn ut -ill, Utc 1-1 building codes. Ittml elbnaUe reemds for,sb+d orsno,+ IwJs. prl,, spceUlwtlo,n or sped.l applied loads. unte,a I" —.buss ims riot been deigned for slolaSe or occupancytriads. The design assume, eo..prmro,. d—J. tI.P or b,.tto,nl ore mntlnu- auslybnccd by shaU,b,g uni_ .thelntse -permed, lVhrre bottom cbw,b In lenalo„ .r. not fully bnccd htcrally br a properly appUed rigid ccUing, lh 7 should be bnccd .I a maM,ttm spacb+g of I(T�0' o..c Connector ' plate, shall be manufactured bon ZO gauge hat dlppcd 9-1— Ited steel n,eethts ASTMA 653. Gnde 40. union oU.eroUe .Lorin - FABRICATION NOTES Pllor to rabrteoUon. ill' ! brle,tarsl,aU reaico Ldmnb.g to ccrtry Il.al U,b doving 1.6, .nce nld, the labne.lmy pr._ and to .ea Ree .—.Un.,h.9 ,e.pon.nalntir r.r.ueh . u Ik+tbn. Arty dbvep.neles .rc to tro put to ,.c0b,g Wtu. culUnr or fabztb,c rlates ah.ti not be ins "I" ocer knotholes. lu.ts or dblo.ted gt.ln- i.lrn.be.a shall be cut for Ilgld Illtbtg woad to Hood hcnrtug. Con- nc — Ph10 shall he loe.ied .m MIT, IScea of Lite U.- Imt1h r 113 fully tmbedded .rid sl,all be s)Tn..boui the JobIt unless of —Ile A--'. A 5.4 plate Is 5- trtde x 4- Trtong. A 6s3 plate 1.6- +Ide a T I_,:. Slot. (holl r••n p.nikl to the Plate length speeUted. ponbk o.b o.. vcb auben shall meet at the ecnUold d it,. ..et, ,Ideas .thcnebe $11-1. Conn.xlur plate sires rm minbnum sire+ lased on the in,,- shorn ,rid may need to be bloeaserl for ee,taln hand- b,gand/or ereellon.Iresaes. This Nus. besot o t e fab.let ed "Ill, fire ,et-1. holed umber ode s.tl,ensbe sl,ovn. ►or .ddlU n.1 rJomutwn on guaUlr Control 'de' to AN51/m 1_I9fr5 'RECALITTONARY DOTES U b.aebq ands 11anr<cvn,mcnd.Uon..rn a be f.11o,ced I.., dance ..ill "Ilnndling shillala A Ondng, IIID-91. Tru are to e 1'.ndkd .ill, p.,ueulnr care d.tb.g banding ,W W„dUr,g. Adh.c.T.. rid msl.Ration age. Tm,por+,y.nd p_,,_ a ,l br.eb,g �r holJ big tns.ea t...Ualgld end plw b poo. bn vnd for reIsthlg 1.1— 1-,-- .I..0 tx eslgoed.nd Insl.Ued by Gib— C..dul h.nd. tg U essential and eitc1lon bracing Is al nls gl1v d. Normal p1mulluuall atUon for also mquhca such ternpmaty bnchtg during slaUauun 6elneeb trusses 1. scold toppung ,•t d.mtnob,g. The aupmbb.n a _et,_ or two.hail be ,mdv lbe —,,trol of peon_ :pcdcnecd In Ilm InslnllaUon of Uus3es. ofesslonal .dAc. shall be sough U needed. .ncatlnlbu of eun.trueum, I..ds greater all the d-18'. bads shall Imt b,r applied to osso .l ony It — Nn Imds olhar th.n the . :Ighl .I it.. erreto,s .shn 11 I.: n1•pU^.•1 lv .,.sa mud after all IasknbytAn•1 "+acing cwupktcd. HIP BLOCKING HIP GIRDER ONDA SYSTEMS 2x OF TYPICAL Jl A/,{ jtL BL .1./ ,1.�.f41/��('J. Y �1..1r A ,y/ WO: I-IIPDETAIL TI: HIP 621Y:1 BLOCKING ADDED TO, TOP CHORD STEP HIP TRUSSES TO S1-IORTEI\1. OSB* NOT TO EXCEED 24"0_C.. rO BE NAILED TO TRUSSES wI 12't. ON CEN_ STAGGERED PRE--ENG'D TRUS TOP WALL ' OF BUILDING S JLEA 1l Jl li T V tLJr 0_/V .�1C JVJI � JllLll q,,q A'11aronda Systel11S ' "J'AMulglt 4y V: READ ALL NOTES ON THIS SFIEET A COPY OF 11.11S DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SA NFORD. FL. 32771 (407) 321-U064 Fax (407) 321-3913I timdng.hv o on Udf dross" g U +wt crreuon b.ocb,y atnd bncU,q, pv,W bndn Is It J.0 l +.Tiding de,lgn and ui,kh nms_l be eo.,sldurJ lmm 6 TOMAS PONCE sh Is for Ialmli bf U n buUd'u do en�shnlen en,chgg made to.nehor latml l+nd^EI,t o,J., bl."'g P.E. LICENSE #0030068 .uJ .peaUkdnF,eallom+detrmeb,ea be Um AddlUoo.l b,.eb, ue do gt+cr. 11— Ptitc huu ale TPI. 1. tootle. lhladIl 1090 GREEnOROOK CT.0VlFD0.FI_32T5G al SS3 UlOnta,b O.ede n, o9scvm1. 5371^I. 9tig. Job: Dlvg: Dsgnr:1'1,X Chic: LC- Lave 16.0 psC TC Dead 7.11 psf 13C .Give U.0 psC BC Dead 11).0 psr 33.0 isr Truss ID: I -lip Dale: 10-20-00 Durfac - Lbi. 1.25 Durfac -,PIT: 1.25 O.C. Spacing: 2f1-0,, Design Cli)eria: 1PI Code Desc: r•nr r.r, r.., -_- DESIGN INFORMATION This design Is for an Individual building component and has been based on htfomratlon provided by the client. The designer dlsclahro any, responslbWty, for darrages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may rebate to a spe- cific project and accepts no responsibility or exerebes no control with regard to fabrira- Uon. handling, shipment and installation of trusses. This truss has been designed as an individual building has In accordance with ANSI/7Pi I-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer [registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local clhrwue records for wind or now Inds. project sp-Lit"uons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tendon are not fully braced laterally by a properly applied algid ceting. they should be braced at a maximum spacing of 10`0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prlor to fabrication. the fabricator shall review this drawing to ver4y that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- Ucation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about time joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6x8 plate is 6* wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minbnum sizes based on the forces shown and may need to be increased for certain hand. ling and/or ereetbn stresses. This truss Is not to be fabricated with lire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Instating & Bracing% H111-91. Trusses are to be handled with particular ore during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses to a straight and plumb pos- Itlon and for resisting lateral form shall be designed and installed by others. Careful hand. ling is essential and erection bracing Is always required. Normal precautionary action for trusses reyubes such temporary bracing during Installaton between lasses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in lime Installation of trusses. Professional advice stall be sought If needed. Concentration of construction loads grater than the design loads shall not he applied to trusses at any time. No loads other than the wefght of the erectors shall be applied to trusts until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC:'-1 &# UPLIFT D.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 WndLod per ASCE 7-98, CSC, V= 125niph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W- 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L--0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB = 1.15 WO: ARLK WE: This 4-PLY Hip Master designed to carry 11' 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC 4-PLY TRUSS! fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 24" o.c. shall be installed on TC&BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1847# Support 2 1818# ..TC... FORCE ... CSI 1- 2 -13806 0.25 2- 3 -16526 0.27 3- 4 -20882 0.14 4- 5 -20882 0.17 5- 6 -24952 0.20 6- 7 -24952 0.20 7- 8 -20881 0.17 8- 9 -20880 0.14 9-10 -16525 0.27 10-11 -13806 0.25 4-PLYS REQUIRED ..BC ... FORCE ... CSI 22-21 12242 0.68 21-20 12998 0.66 20-19 16654 0.66 19-18 23651 0.92 18-17 23651 0.70 17-16 23649 0.70 16-15 23650 0.92 15-14 16653 0.66 14-13 12997 0.66 13-12 12241 0.68 TI: A Qnr;4 =-= ==O==O_=U=Join9; Loca32- tions-_-.. Os==17)0 =2=paap= 2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ------------ TOTAL DESIGN LOADS ----__ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 --MAX. REACTIONS PER BEARING LOCATION ..... X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 4660 -16 -1847 BOT PIN 39- 8- 0 4660 0 -1818 BOT H-ROLL 6 0000 - r a 9 10 11! 0 4X6 8X10 3X6 6X8 loXlo 6X8 3X6 8X10 44-8 0-6-6 4X6 T 8X14 4X6 8X10 4X6 8X10 4X6 0-6-6 4-2-6 3X4 SX14 5X6 1-9-11 3X4 Face = 0-2-8 5X6 3.00 I 0-8-0 ! !I 3.00 Face = 0-2-8 1 7 �J 08-0 2111 12 24-2-10 ZZ 4660# 8.001, 0 19 18 17 16 15 14 7-2-11 13 1 1-0-0i. 4660# 8.00" (R0-10-10) I 40-0-0 EXCEPT' AS SHOWN PLATES ARE T,20 4GA 1 _ 1 � 0 TESTED PER ANSIlTP1 1-1995 1475# (RO-10-10) WARNING: READ ALL NOTES ON THIS SHEET. Eng. scale = 0.1595 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING dob: Dwg: W : AR CONTRACTOR. Dsgnr: TLY ChkT Truss ID: A Date: 6-26-03 4005 MARONDA WAY BRACING WARNING: Bracing TC Live 16.0 psf DurFac - Lbr: 1.25 SA NFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 shown on this drawing Is not erection bracing wind bracing, portal bra[Ing or sim(Lir 6rackng which 6 a part of the bulldog design and which must be considered by the building designner. Bracing shown is for lateral support TC Dead 7.0 psf DurFae - Pit: 1.25 TOMAS PONCE P.E. of truss members only to reduce bucklln lea made to anchor lateral bracing at ends and g • Pe building must. ne locations determined by the building designer. Add,Ban,, bracing BC Live Q,Q pS f n O.C. Spacing: 24.0 LICENSE #0050068 ar me awe�n .BDetmre [muss Plate ImUltile. M. is located at 593 D'onafrl�o"Oil". d. 61nd�yon 91L �ii BC Dead 10.0 1sr Design Criteria: TPI IMS VANNPS-.A DROVIEDO.FLa]798 a s3�isl. Code Desc: FLA Design:Marric Analysis JOB PATH:QITE£-LOKIHOrtfED1R TOTAL 33.0 psr V:09.05.02- 25757- 4 HCS: a4.20.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect lnformaUon, specifications and/or dwtgs furnished to the truss designer by the client and the correctness or accuracy of this Information s It may relate to a spe- cifk project and accepts no responsibility or exercises no control with regard to fabrca- lion. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated u par of the building design by a Building Designer frcgstered architect or professional engincerd. when reviewed for appnnul by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local dimes( c records for wind or snow loads. P-Jed specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes cwnpression chords Itop or bottom) are continu. osly braced by sheathing unless otherwise specnled. Whore bottom chords In tension arc not fully braced laterally by a properly applied rigid ailing, they should be braced at a lnadmurn spacing of 10'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrmtIon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrtmtofs plans and to teall= a continuing responsfbWty, for such verl- Motlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholm, kiwis or distorted grain. Members shall be cut for tight filling wood to wood tearing. Can. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide a 4• long. A fix8 plate is 6' vide x B' long. Slots (holm) nun parallel to the plate length specified. Double cuts on web --be. shall meet at the -nt-ld of the webs unless otherwise shown. connector plate st- are minimum stirs based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Buaaly Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with-hiandllng Installing 14 Bracing', i11B-91. Trusses are to be handled with particular mm during banding and bundling, delivery and Installation to avoid darsga. Temporary and permanent bracing for holding trusses in a stratght and plumb pas Rion and for resisting lateral form shall be designed and installed by others. Careful hand- Iing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to alroB toppling and dominoing. The supervtclon of erection of trusses shall be under the control of persons =percnced in the Installation of anuses. professional advice shall be sought If needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any time. No loads other than the weight of time erectors stag be applied to trusxs until after oil fastening and bracing Is completed. Ja: ARLINUKJN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the camposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/950 at JOINT # 4 L=-0.49" D--0.50" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB - 1.15 T 5--0-8 0-6-6 I WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/311x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, EXp.Cat. B, Xzt- 1.0 Bld Type= Encl L. 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4073 0.52 12-11 3664 0.76 2- 3 -5333 0.59 11-10 3665 0.64 3- 4 -5387 0.42 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.53 8- 7 3663 0.76. TI: B ATY:1 =====-==-=====Joint Locations=====_======_ 1) 0- 0- 0 5) 31- 47 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 55 -988 Bar PIN 39- 8- 0 1366 0 -1007 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 988# Support 2 1007# O O 6X8 4X6 stain .... Face = 0-2-8 3.00 I 0-8 1366# 8.0011 11-0-0 (R0-10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSU7'PI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-W64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE t/0050068 1005 VANNESSA D0.0VIEDOSI-32706 Design: Matrix Analpfir VV,RKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing• wind bracing, portal bracing or similar bracing which is a par of the building design and which must be considered by the building dmlgner. Bracing shown Is for lateral support of truss members only to reduce buckling length. provisions must be nude to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of 1P11. rrruss Plate Institute. TPI, is located at 563 D'Onofrio Drhe, Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOK1110MED1R 5X6 T 0-6-6 4-10-6 I 13.00 Face = 0-2-8 Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf 1 7 136�6# {18.0011 1 I (RO-10-10) scale = 0.1595 Truss ID: B Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the chent. The designer disclaim any responsmWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific pmjed and accepts no responsibility or exercises no control with regard to fabrics. Ibn, handling, shipment and Installation of muses. This truss has been designed as an Individual building component in acorndarue with ANSIrM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or ptofesslonal engtneer). When reviewed for approval by the building designer. the design loadtngs shown must be checked to be sure that the data shown are in agreement with tire beat building codes. local climatic records for wind or snow Wads. project specttications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension ate not fully bmeed laterally by a properly applied rigid ceiling, they should be braced at a maxlmaan spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dtpped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise sn how. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrimtoYs pisma and to rmllre a continuing responsibility for such vert- Bcation. My dlscreizmc4s are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight timing wood to wood bearbng. Con. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Gx8 plate is 6, wile x 8' long. Slots (holes) run pam8el to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes art minimum slzo based on the form shown and may need to be Increased for certain hand. ling and/or erection stresses. This trui is not to be fabricated with fire retardant treated lumber unless otherwise shows,- For additional Information on gual ty Control refer to ANSI/7P1 I-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations ate to be followed In accordance with -Handling Installing A Bmctng', HIB-91. Trusses are to be handled with Particular care during banding and bundling, delivery and Instalistron to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and buta8ed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses terfulres such temporary bracing during tnstallallOn between trusses to avoid toppling and domlnolng. The supervision of erection of muses shall be under the control of persons experienced In the Installation of trusses. Professional advice stall be sought it needed. Concentration of construction Inds greater than the design loads shall not be applied to asses at any time. No bads other than the weight of the erectors shall be applied to asses until after all fastening and bracing is completed. .its: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result Of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L=-0.42" D--0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB e, 1.15 T 5-8-8 0-G-6 WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, CSC, V= 125irph, Her 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L- 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ,. TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C QTY:1 ___=___=====er=Joint Locations=============_= 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 992# Support 2 1011# r-- G.00 51 6X8 0{f Face = 0-2-8 3.00 I 0-8 1366# 8.00" - d 11-0-0 L (R0-10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DILOV1EDO.FL3276a Design: Afafrir Analysis TviiKIVIIVU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbnilar bracing which is a part of the building design and which must be considered by the building designer. Bracing Shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPQ. fhuss Plate Institute. Tin. is located at 583 VOnofrto Drive, Madison, Wisconsin 53719). JOB PA771: C.I7EE-LOKUI0MEDIR 5X6 r I 3.00 Face = 0-2-8 Eng. Job: Dwg: Dsgnr: TLY Cluk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 Dsf 080 1 6 1366# 8.001r 1 1 (RO-10-10) scale = 0.1595 Truss ID: C Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the client. The designer disclaims any r PorutbWty for damages m a rnult of faulty or Incorrect Information. specinations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cdic protect and accepts no responsibility or eserelses no control with regard to fabria- uon. handling. shipment and installation of trusses. This truss has been designed as an IndMduaJ building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ns part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the Iota) building odes, local clhnauc records for wind or snow (cods. project specifications or special applied loads. Unless shown, truSs has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced latemlly by a properly applied TV cedin& they should be braced at a maximum spacing of 10'-O' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel -mUng ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing Is in conformance with the fabrtaloes plaru and to realize a conttnulng responsibility for such verf- MaUon. Any discrepancies are to be put in writing before cutting or fabrication. Plato shad not be Installed over knotholes. knots or distorted gram. Members shall be cut for light filling wood to wood bearing. Con- nector Plato shad be bated on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6r8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members Shan meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minmaum riva based on the forces shown and may need to be Increased for certatn hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendauoro are to be followed in accordance with -Handling Insta" A Bracing', HIB-91. Trusses; are to be handled with particular care during banding and bundUng, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral fora shall be designed and installed by others. Careful hand- ling Is w nttd and erection bracing IS always required. Normal precautionary action for lrussn requires such temporary bracing during Installation between trusses to avoid toppling and dominaing. The supervision of creclion of trusses shall be under the control of persons experienced in the installation of tresses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after an fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 6,8 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 976# Support 2 1010# MAX LIVE LOAD DEFLECTION: L/999 L=-0.33" D=-0.35" T=-0.68" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.34" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.17" RMB = 1.15 WO: ARLK WE: (1: Plate(s) OFFSET from joint center. The Joint Detail Report muBt be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req -TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -8904 0.26 16-15 7956 0.61 2- 3 -10312 0.27 15-14 8150 0.60 3- 4 -12521 0.09 14-13 9649 0.40 4- 5 -14727 0.24 13-12 12691 0.61 5- 6 -14724 0.22 12-11 8849 0.46 6- 7 -9430 0.24 11-10 7484 0.56 7- 8 -8166 0.23 10- 9 7294 0.56 3-PLYS REQUIRED TI: C 1 taTY:3 - __ ====Joint Locations=====-=======-- 1) 0- 0- 0 7) 34- 6- 2 13) 13- 1- 8 2) 5- 5-14 8) 40- 0- 0 14) 10- 3-11 3) 9-10- 0 9) 40- 0- 0 15) 5- 5-14 4) 13- 1- 8 10) 34- 6- 2 16) 0- 0- 0 5) 21- 1- 8 11) 29- 8- 5 6) 30- 2- 0 12) 21- 1- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -930 13- 1- 8 BC Vert L+D -1934 21- 1- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2905 86 -976 BOT PIN 39- 8- 0 2688 0 -1010 BOT H-ROIL 0 a Q 8X10 6X8 loxlo ov,r Face = 0- 3.0010-8 --- o{ 02 i ( 2905# 8.00" 1-0-0 coVd( i'I.A FES (24) 2X4 40-0-0� 19341! ) EXCEPT AS SI10�1 N PLATES ARE TL20 GA TESTED PER ANSIMPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DnOVIEDO.FL027W Design: Matrix Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing w'hlch Is a part of the building design and which must be ansldered by the budding designer. Bmcmg shown b for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the wend structure may be required. (See HIB-91 of TPg. (Russ Plate Institute. TPI, is looted at 583 D'Onofrio Drive. Madison. wisconsin 53719). JOB PATH: C.ITEE-LOKIHOMEOIR 5X6 T 1-6-6 5-5-6 T� I I°- !g9 -)mace = 0-2-8 Ill 10 _____19' 2689# 8.001, 10-0 (Roles-1o) scale = 0.1595 Eng. Job: : A LK Dwg: Truss ID: C1 Dsgnr: TLY Chet: Date: 4-21-03 TC Live 16.0 psr DurFac - UJr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:0 .05.02- 21581- 7 HCS. 08.20.02 JU. rtfCUI4471U1y K J&4 AU 10# UPLIFT D.L. IESIGN INFORMATION Us design is for an IndMdual building mponent and has been lased on information wtded by the client. The designer disclaims iY respomfbWty for damages as a result of lily or Incorrect Information, specifications d/or designs furnished to the truss designer the client and the conectnms or accuracy this Information as It may relate to a spe- Ic project and accepts no responsibility or :rcises no control with regard to fabrica- n, handling, shipment and installation of sacs. This thus has been designed as an Itvldual building component In accordance with SI/TPI 1-1995 and NDS-97 to be Incorporated part of the building design by a Building signer (registered architect or professional Oneer). When reviewed for approval by the iding designer, the design loadings shown st be checked to be sure that the data shown In agreement with the local building codes, 11 climatic records for wind or snow loads, feel specifications or special applied loads. ess shown, truss has not been designed far rage or occupancy loads. The design assumes mpresslon chords (top or bottom) one contlnu- ly braced by sheathing unless otherwise clRed. Where bottom chords in tension are fully braced laterally by a properly applied I ceiling. they should be braced at a durum spacing of 10'-0• o.c connector es shall be manufactured from 20 gauge hot rued galvardzed steel meeting AMI A 653. de 40• unless otherwise shown. ABRICATION NOTES or to fabdcatlon, the fabricator shall review 6 drawing to verify that this drawing is In afonnance with the fabricator's plans and to dlze a continuing responslbillty for such veri- mtion. Any discrepancles are to be put In lung before cutting a fabrication. tes shall not be Installed over knotholes, ots or distorted grain. Members shall be cut tight Rtt" wood to wood bauing. Can. :tor plates shall be located on both faces of truss with malls fully imbedded and shall be a. about the Joint unless otherwise shown. A I plate is 5' wide x 4' long. A 6x8 plate is 6- e x 8• long Slots (holes) nor parallel to Plate length specified. Double cuts on web tubers shall meet at the centrold of the webs ens otherwise shown. Connector plate sties minimum sizes based on the forces shown I may need to be Increased for certain hand - and/or erection stresses. This truss is not c fabricated with fire retardant treated ber unless otherwise shown. For additional matlon on guallty Control refer In ANSI/TPI 1-1995 !ECAUTIONARY NOTES rmeing and erection recommendations are e followed In accordance with 'Handling ailing d Bracing-, NIB-91. Trusses are to candled with particular care during banding bundling, d.Wery and Installation to .,Old cage. Temporary and pemane I. bmang loldtng trusses in a straight and plumb pos- e and for resisting lateral forces shall be gned and Installed by others. Careful hand - is essential and erection bracing is ahxays Iced. Normal precautlora y action for ses requires such temporary bracing during t11allon between Ifusses to avoid toppWg d-ilnotng. The supervision of erection of Ms shag be under the control of persons rienced In the twta➢at/on of muses. wkmal advice shall be sought if needed. :entmu0n of construction bads greater the design loads shall not be applied to �es at any time. No loads other than the it of the erectors shall be applied to = unl8 after all fastening and bracing TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L--0.35" D.-0.36" T.-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 6.00 6-4-8 0-6-6 Face = u-2-8 3.00 ( 0-8 1366# 8.0011 1-0-0-0 (R0-10-10) I EXCEPT AS SHOWN PLATES ARE Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.Ft-32766 Derign: Afmrir Aedlysis WO: ARLK WE: MULTIPLE LOADS -- This design is the carposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 TI: D BTY: I ` ___=___=====Joint Locations_______________ 2) 6- 2-14 7) 40- 3) 11- 4- 0 0- 0 12) 11- 7-11 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 5) 9) 33- 9- 2 14) 0- 0- 0 28- 8- 0 10) 28- 4- 5 ----MAX- REACTIONS PER HEARING LOCATION----- X-Loc Vert 0- 4- 0 1365 Horiz Uplift Y-Loc Type 88 39- 8- 0 1366 -975 BOT PIN 0 -1009 BOT H_ROLL 0 6X8 AYT n _-- 40-0-0 TL20 GA TESTED PER ANSWITI 1-1995 TVAKMNIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcmg, wind bmeing portal bracing or stmlbr bracing which Is a part of the building design anA which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pnrlsions must be made to anchor Lateral bracing at ends and specaicd locations determined by the building designer. Additional bracing of time mcmLl structure may be required, (See IIIB-91 of TPI). rrruss plate Institute. TPI, is located at 583 D'Onofdo Drhle, Madison, Wisconsin 53719). JOB PATH: C.ITEE-LOKWWf£DIR 5X6 I 3.00 Face = 0-2-8 Eng. Job: Dwg: Dsgflr: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 nsf 1 8 1366# 8.001, 11 -00 (RO-10-10) scale = 0.1595 Truss ID: D Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: TICS: 08.20.02 DESIGN INFORMATION This design is for an Individual bul1ding component and has been based on Information proNded by the chent- The designer disclaims any responslbWty for damages as o result of faulty or Incorrect cA Infornatlon, spcmtions and/or designs furnished to the truss designer by the client and the cormctness or accuracy of this information as It may reble to a spe- clllc project and accepts no responsibility or exercises no comma with regard to fabrica- Iion. handling, shilm,ent and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7T1 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engtnecr). When rmiewed for approal by the budding designer, the design loadings shown must be checked to be sure that the data shorn are In agreement with the local building codes• local climatic records for wind or snow loads, pmect specifications or special applied Imlls. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'.0- o.c. connector plates shall be manufactured from 20 gauge hot dipped gahanked steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall mvinv this drawing to verify that this drawing Is In conformance with the fabricator's pins and to reallm a continuing responsibility for such vent. flcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed wen knoU,oles. knots or distorted grain. Members shall be cut for light filling waod to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6.8 plate Is 6- wide x B- long. Slots (holml rim parallel to the plate length specified. Double cuts on well members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minbnum slug based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional tnfa Uon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed in accordance with "Handiing Installing 8 Bmcing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holding I— In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed are by others. Cful hand- Iing Is essential and erection bracing la always required. Normal precautionary action for trusses requires such temporary bracing during Installation between busses to avoid toppling and duminoing. The supervision of emtion of lrussn shall be under the central of persons experienced in lire bslallation of trusses. Professlonal adtice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight Of the erectors shall be applied to trusses urrid after all fastening and bmcing b completed. JO: ARLINV ION K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L=-0.35" D=-0.36" T--0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 T 6-4-8 0-6-6 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of nwltiple loads. All COMPRESSION Chords are assured to be continuously braced unless noted otherwise. WndL-od per ASCE 7-98, C&C, V= 125m>ph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 TI: DI gnr: I ====-----=====Joint Locations=============== 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Los 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H-ROLL, 6 J o 7 0 6x8 Rxin «o Face = 0- 3 laid-0-8 - -� 0-8 1366# 8.001, -` 11 1-0-0 Cd��) A S (24) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/Till 1-1995 6-2-6 0-6-6 ""' 5X6 T I� Ljjt! -?face = 0-2-8 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job- Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgitr: TLY Chic: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SA N FORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 Bracing shown on this dmwing is not erection bracing. wind bracing. portal bmcing or sbbr bracing which Is a lnrt of the building design and which must be considered by the building designer. Bracing shown is for lateral support of lr us 7 C Dead 7.0 psf TOMAS PONCE P.E. members only to reduce buckling length. P midurs must be made to anchor bteml bmcing at ends and specified loentlom determined by the building designer. AddlBonal bracing of the overall BC Live 0.0 f LIC[NSE M0050068 Io05 VANNESSA DROIIEDO.FL9Y•!6a structure may be required. (See H,B-91 ar7- ij.th frm" Plate Institute. TPI. is located al 583 D'Onofrto Drive. Madison. Wisconsin 53719). BC Dead 10.0 psf Design: Mdirir Atudysis JOB PATH: C:I7EE-LOXI110AlED1R TOTAL 33.0 psf 080 -I 81 1366# 8.001, L (110- (RO-10-10) scale = O.L595 Truss ID: D1 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit. 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION Tits design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information. spectficailons and/or dolgns furnished to the truss designer by the client and the correctness or accuracy If this information as it may relate to a spe- cific project and accepts no responsibility or -reises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an indtMal building component in accordance with ANSUTPI 1-1995 and NDS-97 to be incorporated ss part of the building design by a Budding Designer Ireglstered architect or professional engineed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specill"Wro or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compresslon chords hop or boltorn) are mntinu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A57M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's purrs and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installedover knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be bated on both faces of the truss with -11, fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5.x4 plate is 5- wide x 4' long. A Gx8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is allays required. Normal preoulbtmry action for trusses requlres such temporary broctng during Installation between trusses to avoid loppllng and dominotng. Tbc supervision of erection of trusses shall be under the control of persons experienced in the installation of louses. Professional advice shall be sought ff needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No foods other than the weight of the erectors shall be applied to trusses until after all fastening and bating is completed. tail lV IVIV n Jaw Mt-: IUS U1'Ll I -I U.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D--0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.21" RMB = 1.15 7-0-8 0-6-6 Face 0-8 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Eycp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4002 0.46 14-13 3591 0.79 2- 3 -3689 0.42 13-12 3629 0.69 3- 4 -3880 0.37 12-11 3343 0.53 4- 5 -3880 0.37 11-10 3342 0.53 5- 6 -3689 0.43 10- 9 3629 0.69 6- 7 -4002 0.47 9- 8 3590 0.79 TI: E QTY:1. ====Joint Locations=========--==-= 1) 0- 0- 0 2) 6-10-14 6) 33- 1- 2 11) 20- 0- 0 7) 40- 3) 12- 8- 0 0- 0 12) 12-11-11 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 5) 27- 4- 0 9) 33- 1- 2 14) 0- 0- 0 10) 27- 0- 5 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert 0- 4- 0 1365 Horiz Uplift Y-LOC Type 92 39- 8- 0 1365 -974 BOT PIN 0 -1008 BOT H-ROLL O U 71 6X8 6.00 3X4 ca.o 0-2-8 3.00 I 1366# 8.001, 11 1-0-0 � (R0-10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.0VlED0.FL327GG Design: Aldrris Airdh'sis TnwK14114G: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shownn is for lateral support of truss unembea only to reduce buckling length. P-i'lons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the Overall structure may be requued. (See HIB-91 of TPI). Rruss plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PA771: C:l7EE-1,OKl11OA1ED1R 5X8 6-10-6 0-6-6 Ty� I f 3.00 Face = 0-2-8 080 12-3-11 9 8 1366N 8.0�01, 0-0 (KO-10-10) scale = 0.1595 Eng. Job: Divg: Dsgnr: TLY CU: TC Live 16.0 psr TIC Dead 7.0 psi BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 tnf Truss ID: E Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the chent. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speclflmth" rid/or deslgms furnished to the truss designer by the client and the correctness or accumev of this Information as it may relate to a spe- cifle project and accepts no responsibility or exercises no control with regard to fabnea- tlon, handling, shipment and Installation of muses. This truss has been designed as an Individual building component in accordance with ANSI/TP1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown mist be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied Imds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mnUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properiy applied rigld celling, they should be braced at a maximum spacing of 10--0- o.o. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such ven- fimtion. Any discrepancies are to be put in witting before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members stall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about lhejoint unless otherwise shown. A 5x4 plate Is 5" wide x 4• long. A 6x8 plate Is 6- wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate slues zes arc minimum sibased on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling "'tailing 6 Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to -,old damage. Temporary and permanent bracing for holding muses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling b essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Irislallallon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installauon of truss_. Professional advice shag be sought If needed. =oncentmllon of construction Imds greater .han the design loads shall not be applied to .russes at any time. No Imds other than the -lghl of the erectors shag be applied to cuss_ until after all fastening and bracing s completed. JD- 1AKu14bIUN K ,5&4 AC: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 7-0-8 0-6-6 Tr� I race t30hOIli 0-8 WO: ARLK WE: 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INi' zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ...CSI 1- 2 -4002 0.46 2- 3 -3689 0.42 3- 4 -3880 0.37 4- 5 -3880 0.37 5- 6 -3689 0.43 6- 7 -4002 0.47 ..BC ... FORCE ... CSI 14-13 3591 0.79 13-12 3629 0.69 12-11 3343 0.53 11-10 3342 0.53 10- 9 3629 0.69 9- 8 3590 0.79 GX8 3X4 cVo 1366# 8.00" AL 11 1-0-0 C(fwdq*) APES (12) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNF_SSA Drt.OVIEDO.FL3270G Design: Matrix Anidnis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not emctlun bracing, wind bracing, portal bmcmg or similar bmcbng watch is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. 1-imislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional br ichng of the m•erall structure may be required. (See 111B-91 of TPI). (Truss Plate Institute, TPI, la located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH: C:ITE£-LOKIHOMEOIR TI: El QTY:1- _=-----'-' ===Joint Locations=============-- 1) 0- 0- 0 2) 6-10-14 6) 33- 1- 2 11) 20- 0- 0 7) 40- 3) 12- 8- 0 0- 0 12) 12-11-11 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 - --MAX. REACTIONS PER BEARING LOCATION---__ X- Vert 0- 4- 0 1365 Horiz Uplift Y-Loc Type 39- 8- 0 1365 92 _974 BOT PIN 0 -1008 BOT H-ROLL I 3.00 Eng. Job: Dwg: Dsgur: TLY CR-. TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 6-10-6 0-I66-6 1 5X8 Face = 0-2-8 080 1 8 1366# 8.0011 00 (RO-10-10) scale = 0.1595 Truss ID: E1 Date: 4-21-03 DurFac - 0. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: If CS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on bdormation provided by the client. The designer diselains any map onslbWty for damages as o mutt of faulty or Incorrect Information. speclflauons and/or designs furnished to the truss designer by the client and the corttctness or accuracy of this Information as It may relate to a spe. cific project and accepts no rnponslbWty or exerclses no control with regard to fabrka- tiou, handling. shipment and Wtallotlon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional engmeed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, I- has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by shalhing unless olherwtse specified- Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maxinum spacing of I(Y-0• o.a Connector plates shall be manufactured from 20 gauge hot dipped galvanied steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to n dllze a continuing responsibility for such veri. Oation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed Over knotholes, knots or distorted grain. Members stub be cut for tight fitting wood to wood baring. Con- nector plates shall be located on both fates of the truss with -Us fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate In 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web member shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are mbWoum slzn based on the forces shown and may need to be Increased for certain hand- ling and/or erection streams. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For dddiLlonal Information on Quality Control refer to ANSITM 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed In accordance with -Handling Installing e9 Bmcing', HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- It1on and for resisting Lateral form shall be designed and Installed by other. Careful hand- ling is essential and erection bracing is always eq ruired. Normal precauuo",y action for masses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the Instalinuon of trusses. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design knda shall not he applied to trusses at any time. No loads other than the weight of the erectom shall be applied to trusses until after all fastening and bracing I, completed. JO: AKLINUIVN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tea 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 r6 UU 7-8-8 0-6-6 Pace = 0-2-8 3.00 I U-8 1366# 8.00E 11-0-0 L (RO-10-10) I EXCEPT AS SHOWN PLATES ARE TL20 GA Imaronda Systems 4005 MARONDA WAY SANI-ORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DPLMIEDO.FL32766 Design: Afarris Analysis WO: ARLK WE: MULTIPLE LOADS -- This design is the resultcomposite multiple l All COMPPRESSIONChordsrr aeassumeddto be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4036 0.47 14-13 3627 0.80 2- 3 -3545 0.43 13-12 3656 0.68 3- 4 -3503 0.33 12-11 3195 0.48 4- 5 -3503 0.33 11-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 6X8 3X4 ryR 40-0-0 TESTED PER ANSI/TPI 1-1995 TVAKN1INU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on lILL drawing is not erection hracirg wind bracing, portal bracing or slmilir bracing which Is a part of the building design and which must be considered by the bundling designer. Bracing shown Is for lateral support of truss member only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified loch Lions determined by the building designer. Additional bracing of the Overall structure may be required. (See HIB-91 of TPII. frrss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: 1717'EF-LOAIROMEDIR TI: F 9TY:1 ==============JOint Locations===========_ 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Lot 0- 4- 0 1365 94 -973 BOT pIN 39- 8- 0 1365 0 -1007 BOT H-ROLL I 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 5X8 Face = 0-2-8 -1 1 8 1366# 8.001, I (RO-10-10) scale = 0.1595 Truss ID: F Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client- The designer disclaims any responslbdity, for damages as a result of faulty or Incorrect Information. specifications and/or dmlgw furnished to the truss designer by the client and the conrect- or accuracy a this infomhation as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlea- lion. handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shower must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads. project speeifleatiam or special applied loads. Unless shown. truss has not teen designed for storage or occupancy loads. The design assumm compresslon chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of I(Y4r O.C. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 65.3. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dmwnig is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fleation. Any disemponcles are to be put in writing before cutting or fabrication. Plates shall not be Installed Over knotholes. knots or distorted gram. Members shall be cut for tight filling wood to wood tearing. Con- nector plate shall be located on both faces of the truss with nods fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenuold of the webs unless otherwise shown. Connector plate sizes are mintmum sties based on the forces shown end may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Contra] refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with-lsandiing Installing & Bracing-. 1118-91. Trusses arc to be handled with particular [are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm - Won and far t bting lateral frees shall be designed and Installed by olhen. Careful hand- Ing is re essential and ection bracing is allays required. Nomml precautionary anion for trusses requires such temporary bracing during hittaflation between tnlSSes to avoid toppling and dominoing. The supervision of erection of trusses shall be under the central of persons experienced In the Wtallation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No Imds other than the weight of the erectiom shall be applied to trusses until after all fastening and bracing is completed. r.""-"whir n )0(4 M%-: I U 9 UFLIhI U.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 7-8-8 0-6-6 1 WO: ARLK yyE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125rrph, H= 15.0 ft, I= 1.00, Eycp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI 1- 2 -4036 0.47 2- 3 -3545 0.43 3- 4 -3503 0.33 4- 5 -3503 0.33 5- 6 -3544 0.44 6- 7 -4036 0.48 ..BC...FORCE ... CSI 14-13 3627 0.80 13-12 3656 0.68 12-11 3195 0.48 11-10 3195 0.48 10- 9 3656 0.68 9- 8 3626 0.80 6X8 3X4 6YR Face = 0-2t�--- 133101P 0-8- I ' 1366# 8.00" .1 rl It 1-0-0 Cd9di(1100 ATES (12) 2X4 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR0VIEDO.FI_327G6 Design: Matrix Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the budding, design and which must be considered by the building designer. Bracing slim" is for lateral support of true members only to reduce buckling length. Provisions mt be made to anchor lateral bracing at ends and specified ed locations determined by lies budding deslgbe Additional bracing of the Overall structure may be required. (See HIB-91 of "rpil. (Truss Plate Institute. TPI. Is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITFE-LOKIHOMEDIR TI: F 1 9TY:1 ==______======Joint Locations===========-- 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loe Type 0- 4- 0 1365 94 -973 BOT PIN 39- 8- 0 1365 0 -1007 BOT H-ROLL 0000 I 3.00 Eng. Job: DWg: Dsgnr: TLY Clik: TC Live TC Dead BC Live BC Dead TOTAL 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 Dsf 7-6-6 0-66-6 SX8 Face = 0-2-8 080 �I 8 1366# 8.0Ij01, 0-0 1 (RO-10-10) scale = 0.1595 ARL C Truss ID: F1 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:09.05.02- 21588- 8 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the clent The designer cilsclahns any responsibility for damages as a result of faulty or Incorrect informaUon, spectfiewlons and/or designs furnished to the truss designer by the client and tine correctness or accuracy of this Information as it may relate to a spe- ctfic protect and accepts no responsibility or exercises no contmf with regard to fabrica- tion, handling, shipment and bstallation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (reglstercd architect or pmfesstonal engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxanum spacing of 10`0- o.c. Connector plates shall be manufactured tram 20 gauge hot dipped galvanized steel meetbhg ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review, this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ven. ficatlon. Any discrepancies are to be put in willing before coiling or fabrication. Plata shall not be installed over knoUmoles, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. neCtor plates shall be located on both races of the truss with nails fully imbedded and shall be syrn. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x e' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentmld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the to shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For ndditlonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing". HI13-91. Trusses are to be handled with partk-ular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding Incases in a straight and plumb pos- Won and for resisting lateral forces shall be designed and trustalkd by others. Careful hand- ling is eventlal and erection bracing is always required. Normal precautionary action for ,"uses requires such temporary bracing during UutalbUon between trusses to avoid toppling and dominoing. The supervision of erection of muses shall be under the control of persons experienced In the b""Ll"Wir of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to tru sses at any time. No bads other than the weight of the erectors shag be applied to tnrsses until after all fastening and bracing is completed. JD: AKLINI-iIUN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 972# Support 2 1006# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 8-4-8 0-6-6 Face = 0-2-8 3.00 I 0-8 WO: ARLK WE: MULTIPLE LOADS -- This design is the Compo lt Of All ite COMPRESSION uRESSIONChords are lassumed ple dto be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, ExP.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -4046 0.48 12-11 3638 0.79 2- 3 -3417 0.42 11-10 3662 0.67 3- 4 -3073 0.46 10- 9 3072 0.54 4- 5 -3418 0.43 9- 8 3661 0.66 5- 6 -4045 0.49 8- 7 3637 0.79 6X8 6xR TI: G 9TY:1 ==============Joint Locations======-= .... === 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 97 -972 BOT PIN 39- 8- 0 1365 0 -1006 BOT H-ROLL Q 5X6 8-2-6 0-661-6 -L I 3.00 Face = 0-2-8 080 1366# 8.00" -- ru 8 _ t 7 ]_O.O 1366X 8.00" (RO-10-]0) I 40-0-0 `1 1-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TP! 1-1995 (RO-1040) WARNING: READ ALL NOTES ON THIS SHEET. Eng. scale = 0.1595 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Job: D`l'g WO: RLK CONTRACTOR. Dsgnr: TLY Clik: Truss ID: G Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: Bracing TIC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 shown oil this drawing is not election bracing, wind bracing, portal bract"" or similar bracing which Ls a fart of tire building design and which must be considered try tine building designer. Bracing r shown is for lateral support of taus members only to rbe co bucked TIC Dead 7.0 psf DurFae - Pit: 1.25 TOMAS PONCE P.E. •ten h. Provisions ner. made to anchor Literal bracing at ends and specified locations determined by ti¢ building designer. Addle bracing of the 13C Live O.Q Ps( it O.C. Spacing: 24.0 LICENSE #0050068 overall structure may be required. (see HIB-91 of1rg. fuss Plate Institute. TI'l. is located at 583 D'Onolrlo Dm•e. Madison, 13C Dead 1.0.0 psf Design Criteria: TPI 1005 VANNESSA DROVIEDO.FL327a6 Wisconsin 537191. Code Desc: Detfgn: dfafrix .4ldfyfit JOB I'A771: C:ITEE-LOKIHOMEU/R rOTAL 33.0 psf I V:09.05.02- 21589- 8 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responslbilty for damages as a result of faulty or Incorrect information. specifications and/or designs fundshed to the truss designer by the client and the correctness or amumcy of this Information as It may relate to a ape- cRle project and accepts no responsibility or exem es no control with regard to fabrtca- non, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSIrM 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local Climatic records for wind or snow loads. proJecl speclficatlOm or special applied Inds. Unless shown. Iniss has not been designed for storage or occupancy Imds. The design assurnes compression chords (lop or bottom) are c-Unu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid celibig. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall mtew this dmwnng to verify that this drawing is in conformance with the fabrtcatoYs plans and to realize a continuing responsibility for such ven- flraUon. Any discrepancies are to be put in witting before cutting or fabrication. Plates shad not be Installed Over knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both fain of the truss with nabs fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is B' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentroid of the webs unless otherwise shown. Connector plate sizes arc minlmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or er-U n st-sa-. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on euabty Control refer to ANSI/MI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with -Handling Installing R Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in m straight and plumb pos- Ition and for resisting lateral forces shad be designed and Installed by -then. Careful hand - Una is essential and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during InslallaUon belween truSuls to avoid toppling and dominoing. The supervision of erection of lrvssca shag be under the control of persons experienced in the Installation of trusses. professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No I-ds other flan the weight of the erectors shad to applied to trusses untilafter all fastening and bracing Is completed. .iris: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 972# Support 2 1006# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 0 8-4-8 0-6-6 Face = 0-Zf-- 13-1oslio 0-8 WO: ARLK WE: MULTIPLE LOADS -- This design is the calposite result of rn>ltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndL,od per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L- 58.0 ft We: 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4046 0.48 12-11 3638 0.79 2- 3 -3417 0.42 11-10 3662 0.67 3- 4 -3073 0.46 10- 9 3072 0.54 4- 5 -3418 0.43 9- 8 3661 0.66 5- 6 -4045 0.49 8- 7 3637 0.79 6X8 6XR 1366N 8.00" -- aV 1--0000 1 Cdl `I ) M AlI ES (12) 2X4 40-0-0 EXCEPT AS SIi01VN PLATES ARE T1,20 GA TESTED PER ANSI/TPI 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050063 YCRKIVIINIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing. wind bmcing, portal bracing or sbnikir bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Novslo s must be made to anchor lateral bmcing at ends and specUlerl locations determined by the budding designer. Addiuonal bmcing of tie overall structure may be required. ISee IIIB-91 of TPI(. rrruss plate Institute. TPI. Is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). TI: GI QTY:1 =___=_=__=-=Joint Locations=====-======-== 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Looc 0- 4- 0 1365 97 -972 BOT pIN 39- 8- 0 1365 0 -1006 BOT H-ROLL, - 0 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 8-2-6 0-6-6 5X8 Face = 0-2-8 080 ---1 1 7 1366N 8.0Ij0"" 100 (RO-10-10) scale = 0.1595 Truss ID: G1 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design.' Afmris Anedysis JOB fA771: CAT£E-LOA1HOAf£DJR HCS: 08.20.02 DESIGN INFORMATION Thlss design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infonnatlun, specifications and/or designs furnished to the truss designer by the client and the coneclness or accuracy of this lnf-Uon as It may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabricr- tlon, handling. shipment and Installation of muses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design asshunes compression chords (top or boutom) are continu- ously braced by sheathing unless otherwise specified. Where bottom, chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxlmum spacing of 10'-0- G- connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting A.SfM A 653. Grade 40. unless otherwise sIt_. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- flcalion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed wet knotholes. knob or distorted grain. Members shall be cut for tight Utttng wood to woof bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unity otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slats (holes) run parallel to the plate length specified. Double cuts on web members sha8 meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the force Sh- and may need to be Increased for certain hand- ling and/or erection suesses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwtse shown. For addlUonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecUon recommendations are to be followed in accordance with 'Handling InslaMng A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essentfal and erection bracing is always required. Normal precauuonary action for trusses mriul-, such temporary bracing during Installaton between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses unW after all fastenhag and bracing Is campleled. au..,fculvvlvly Il 30(4 AU IU# UPLIFT D.L. TOP CHORDS 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 Q 9-0-8 0-6-6 Face = 0-2-8 3.00 1 0-8 1366# 8.001, 1-0-0 (RO-10-10) I EXCEPT AS SHOWN PLATES Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1 t105 VANNESSA DR.0VIEDO.FL327GG Design: Mardt Analysis WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace Resist extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C4C, V= 125irph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -4060 0.48 12-11 3655 0.79 2- 3 -3246 0.44 11-10 3672 0.66 3- 4 -2899 0.30 10- 9 2899 0.45 4- 5 -3246 0.44 9- 8 3671 0.66 5- 6 -4059 0.50 8- 7 3654 0.79 6X8 6XR 40-0-0 ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WRKMINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, penal bracing or similar bracing which is a pan of the budding design and which most be considered by the building designer. Bracing showrh us members only to reduce buckling length. PIs for lateral support of taro Is must be mad' to anchor lateral bracing at ends and specified locations determined by Uhe building designer.. Additional bracing of the overall structure may be required. (See HIB.91 of M). fltuss Plate InsUtute. Tlocated PI, is loted at 583 60nofno Drtve, Madison. Wisconsin 53719). JOB PATII: C:ITEE-LOMHOMEDIR TI: H QTY:2 . ===---=--=====Joint Locations=======_=_=___= 1) 0- 0- 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12 4) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 4- 0 1366 64 -962 BOT PIN 39- 8- 0 1365 0 -996 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 962# Support 2 996# I 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf 5X8 Face = 0-2-8 080 1 7 1366# 8.00" (RO-10-10) scale = 0A595 Truss ID: H Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: 11CS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and bas been based on Information provided by the client. The designer disclalms any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrien- lion, handling. shipment and tnstallation of trusses. This truss has been designed as an Individual budding component In accordance with ANSUTPI I-1995 and NDS-97 to be Incorporated as par of the budding design by a Building Designer (registered architect or professional engtneed. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been d=Igned for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cedmg. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped gahanized steel meeting AS NI A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is in mnfornanee with the Iabricator's plans and to realize a continuing responsibility for such weri- Ocatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be Installed me, knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the butt with nall5 fully imbedded and shall be sym. about the jotnt unless otherwise shown. A Sx4 plate is 5- wide x 4' long. A 6x8 plate is (- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall mee. at the centroid of the webs unless otherwise shown. Connector plate sizes arc mtnirnum sizes based on the forces shown and may need to be Increased for certain h-d- Iing and/or erection strewn. This iris Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling installing & Bracing-. HIB-91. Trusses are to be handled with particular rare during handing and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- ItIon and for resisting lateral forces shall be designed and installed by others. careful hand- Iing is essential and erection bracing is airways required. Norval precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to (noses until after all fastening and bracing is completed. J10: ARLIM6IUN K 3&4 AC: TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.58" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 �- 9-5-0 0-6-6 Face = 0-2-8 3.00 I 0-8 WO: ARLK yyE. ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 1251nph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W. 40.0 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -4063 0.48 12-11 3659 0.78 2- 3 -3143 0.45 11-10 3673 0.66 3- 4 -2826 0.30 10- 9 2825 0.41 4- 5 -3143 0.45 9- 8 3672 0.66 5- 6 -4062 0.50 8- 7 3658 0.78 6X8 6X8 1366# 8.00" - iu 1-0-0 (110-10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 TI: I 9TY:1 . ======_=======Joint Locations=============== 1) 0- 0- 0 5) 30- 8-10 9) 22- 2- 0 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-14 4) 22- 7- 0 8) 30- 6- 2 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 65 -954 BOT PIN 39- 8- 0 1366 0 -988 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 954# Support 2 988# I 3.00 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: CONTRACTOR. Dsgnr: TLY Clik: AR 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SFL. 32771 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which Is a put of the building design and which must be TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing BC Live 0.0 TOMAS PONCE P.E. LICENSE #0050068 at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See )JIB-91 of 7pq. Unrss Plate Institute. BC Dead psf 10.0 psf 1005 t'ANNESSA Dn.OVIEDOXI-327GG 7r]. is located at 583 D'Onolriu Drive. Madison. Wisconsin 53719). Design: Mmrir Analysis JOB PATH: C:ITEE-LOKIIIOMFL)IR TOTAL L 33.0 psf SX8 9-2-14 0-6-6 Tr� I Face = 0-2-8 0-8-0 __7 1 7 1366# 8.00E 00 I (RO-10-10) scale = 0.1595 Truss ID: I Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 08.20.02 DESIGN INFORMATION This design Is for an individual budding component and has been based on information pmwtded by the client- The deslgler disclaims any responsibility for damages as a result of faulty or Incorrect information. specdleatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of muses. This truss hell been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professlonal engtnecrl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climetic records for wind or snow loads. project specification or special applied loads. unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tendon are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector Plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plots and to realize a continuing responslbil ty for such veri. fication. Any discrepancles are to be put In writing before cutting or fabrication. Plato shall not be Installed Over knotholes, knots or distorted groin. Members ahan be cut for tight fitting wood to wood bearing. Con- nector platen shall be located on both races of the truss with nails fully Imbedded and shall be sym. about Uhejolnt unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x6 plate is 6' wile x a" long. Slots (holes) run pam9el to the plate length specified. Double cuts on web members shall meet at the miltrold of the wets unless otherwise shown. Connector plate sizes are mbm lnnusizes based on the forces shown and may need to he Increased for certain hand. Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infommtion on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, dell—y and uastallauon to vold damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bmchag is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dondnoing. The supervision of erection of trusses shall be under the control of persons experienced In the Inslaltauoo of trusses. Professional advice shall be sought if needed. Concentratlon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmeing Is completed. ,its: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 702# Support 2 603# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 4-5-15 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125rrph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -792 0.33 7- 6 649 0.26 2- 3 -1539 0.42 6- 5 639 0.41 5- 4 1319 0.50 TI: J QTYA __ -- ====Joint Locations===========--== 1) 0 0- 0 4) 14- 4- 0 7) 0- 0- 0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 2- 4 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 14- 4- 0 BC Vert L+D -20 0- 0- 0 -20 14- 4- 0 Concentrated LBS Location BC Vert L+D -930 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc S 0- 4- 0 620 12 -702 BOT PIN 14- 2- 3 1307 0 -603 BOT H-ROLL r6 UO 6.00 4X6 "" 2X4 6X8 U 14-4-0 620# 8.00" o ( 1"9 _ I r(RIA 7) 144-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 vANNEBSA Dm.OVIEDO.FL327G4 Design: Afdirit Analysis TWAKININU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing. wind bracing. portal bmcng or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Prmislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the merall structure may be required. (See HiB-91 of TPI). rrmuss Plate Institute, TPI. Is located at 583 D'Onofto Drive. Madison. WLsaansln 53719). !OD PATH: C.ITEE-LOAIROMEDIR Eng. Job: Dog: Dsgiir: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf TOTAL. 33.0 Dsf 4-2-6 --f- 0-8-6 1308# 3.62" 930# scale = 0.4333 Truss ID: J Date: 4-21-03 DurFac - ilia: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or acouraey of this Information as it may relate to a spe. cific project and accepts no responslblity, or uerebes no control with regard to fabrira- ... handling. shipment and Installation of trusses. The, truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professlonal engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specgications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise spectOW. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cellatg, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantwd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is In conformance with the ftbrlcaloes plans and to realize a continuing responsibility for such veri- Bptlon. Any discrepancies ate to be put In writing before cutting or fabrication. Plata shall not be installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood beating. Con- nector plates shag be located on both faces of tine truss with nails fully bnbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate b 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web membcra shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling Installing.4 Braeutg'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing b always required. Normal precautianary action for trusses requires such temporary bracing during tratallalion between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the Wtallavan of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shag not he applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening, and bracing Is completed. emu. nrtulvv1U14 R J6f4 Hl.: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES- 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 458# Support 2 413# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 WO: ARLK VVE: MULTIPLE LOADS -- This design is the Composite lt Of All COMPRESSIONuChords arelassumed ple dto be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 13.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC... FORCE ... CSI 1- 2 -571 0.18 2- 3 -431 0.16 3- 4 448 0.17 4- 5 27 0.11 ..BC ... FORCE ... CSI 8- 7 477 0.21 7- 6 -327 0.18 TI: K QTY:2 ==_=_==__= ,oJoint Locations===========_ 1) 0- 0- o 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 3) 7- 4- 0 6) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 42 -458 BOT PIN 12-10-12 422 0 -413 BOT H-ROLL Q -6 4X6 4-5-15 0-6-6 1 'ter 3X4 487# 8.001, L 19 -�- (R1-1-7) 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSWITI 14995 - READ ALL NOTES ON THIS SHEET. (WARNING: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SA N FORD, FL. 32771 Bracing shown on this drawing is erection not bracing, wind bracing. portal bracing or similar bracing which is a par of the building design and which (407) 321-0064 Fax (407) 321-3913 must be cony Idered by the building deslgter. Brochhg shoe b for lateral support of truss rnembers only to mduce buckling length. provisions TOMAS PONCE P.E. must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltlanal bmcing of the overall structure he LICENSE #0050068 may regained. (See HIB-91 of TPI). RrUss Plate Institute. TPI. In located 583 1005 VANNESSA DROVIEDO_ Ft_111— at D'Onoftio DrNe. Madison. Wisconsin 53719). Design: Matrix Anajysis JOB PATH: C:ITEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgur: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 4-2-6 T 1-4-6 423# 2.50" scale = 0.4674 Truss ID: K Date: 4-21-03 DurFac - L b rr. 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Infororation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cllk project and accepts no responslhWty or exercises no control with regard to fabitm- [bn, handling, shipment and installation of trusses. This cuss has been designed as an tndWtdual building component In accordance with ANSI/YPl 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for apprmal by the building designer. the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project sJecdlcaUons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design msumm compression chords (top or bottom) arc contlnu- ously braced by sheathing unless otherwise speclfled. Where bottom chards In tension are not fully braced laterally by a properly applied rigid ceWng. they should be braced at a maximum spacing of 10'O' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped gahmnized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall m lew this drawing to verify that this drawing is in conformance with the fabricator's plum and to realize a continuing responsibility for such verl- ficotion. Any dLscrepancles are to be put In wriling before cutting or fabrication. Plates shall not be installed over knothole. knots or distorted gram. Member shall be cut for tight fitting wood to wood bearing. Con- nector plate shall be located on both lace of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (11oles) run parallel to the plate length specNed. Double cum on web members shall meet at the eenlrold of the webs unless otherwise shown. Connector plate size are mmtmum sizes based on the force shown and may need to be trIC-aced for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with flue retardant treated Lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrMl 1.1995 PRECAUTIONARY NOTES All bracing and erection recommnendaUors are to be followed to accordance with 'Handling InslaWng @ Bracing', MID-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to Garold damage. Temporary and permanent bracing for holding trusses to a stmlght and plumb pos- m itlon and for risling lateral forces shall be designed and Installed by others. Careful hand- ling is essential and el-Uon bracing is always requtred. Normal precautionary action for trusses requlrea such temporary bracing durtng Installation between trusses to avold toppling and dominoing. The supervision of erection of muse shall be under the control of persons experierusses. nced In the Installation of t Professlonal advice shag be sought d needed. Concentration of construction loads greater than the design loads stall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to lrussm until after all fastening and bracing is completed. Jb: ARLINUION K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 406# Support 2 346# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLE(TION T= 0.01n MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-5-15 0-6-6 WO: ARLK WE. MULTIPLE LOADS -- This design is the cenlposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End verticals) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V= 125f11ph, H= 15.0 ft, I= 1.00, Ecp.Cat. B, Kzt= 1.0 Bld Type- Encl L. 58.0 ft W= 13.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -566 0.14 7- 6 -483 0.21 2- 3 -432 0.15 6- 5 0 0.14 3- 4 -359 0.26 6.00 4X6 TI: L gN: ll ==============Joint Locations=============== 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Horiz Uplift Y-Lax Type 0- 4- 0 487 172 -406 BOT PIN 12-10-12 422 0 -346 BOT H-ROLL 2X4 4-2-6 M 7 13-0-0 1. 487# 8.00" 6 1 9 5 423# 2.50" (RIT7)^1 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 WARNING: READ All NOTES ON THIS SHEET. Erg. scale = 0.4674 Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Job: Dwg: WO: AR K CONTRACTOR. Dsgitr: TLY Chk: Truss ID: L Date: 4-21-03 4005 MARONDA WAY SANFORD. FL. BRACING WARNING: Bracing shown on this drawing is not erection bracing. TC Live 16.o Psi DurFac - Lbr: 1.25 32771 (407) 321-0064 Fax (407) 321-3913 i wind bracing, portal bracing w similar bracing wlnlch is a par of Une budding design and which must be considered by the building designer. Bracing shown is for lateral supportof truss members only to reduce buckling TC Dead 7.0 psf DurFae - Pit: 1.25 TOMAS PONCE P.E. length. Prrmisions must be specified locationst e building dmlgner. nnawo al br bracing the mtrali'structure �$determined BC Live 0.0 Ps f O.C. Spacing: 24.0" LICENSE #0050068 m� of�y flrvss Plate Institute. TPI, is located at 583 D'Onofrio Drive, BC Dead 10.0 PSf Design Criteria: TPI 1005 VANNESSA DPWVIEDOXI-327n(. Madison. Wisconsin 537191. Code Desc: Design: Afafrit Atlafysis JOB PATH: C:ITEE-LOK1I10A1EO1R TOTAL 33.0 psf V-09.05.02- 21597- 9 IICS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been lased on mforuatlon provided by the client. The designer dbclattns any responsibility for damages as a result of faulty or incorrect Information. Specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe• calc project and accepts no responsibility or exercises no control with regard to fabrics. tion, handling shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building, Designer (registered architect or professlonal engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local ch=Uc records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise Specified. Where bottom chords In tension are not fully braced laterally by a properly npp,ied ttod cefmng, they should be braced at a mxxlan m spacing of 10'-0' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is in conformance with the fabricator's plans and to mallte a continuing responsibility for such veri- mcatmn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood tearing. Con. nector plates sham be located on both faces of the truss with nags fully imbedded and sham be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x6 plate is 6' wide x B' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes lased on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/971 1-1995 PRECAUTIONARY NOTES All bracing and erection mconamendaUons are to be followed in accordance with -Handling Installing R Bracing% I11D-91. Trusses are to be handled with parUcular care during banding and bundling delivery and Wta latlon to avoid darnage. Temporary and permanent bracing for holding misses in a straight and plumb pas - Ilion and for misting lateral forces shall be designed and insmBcd by others. Careful hand- ling is es ential and erection bracing h always required. Normal precautionary action for trusses requires such temporary bracing during (ILstallation between trusses to avoid toppling and dominomg. The supervision of emcUon of trusses shall be under the control of persons experienced in the installation of trusses. Professlonal advice sham be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied In trusses until after all fastening and bracing Is completed. Jn: AICL1N(ziIVN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the comlposite result of multiple loads. This 1-PLY truss designed to carry 131 0" span framed to BC one face 01 0" span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 377# Support 2 412# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 3-0-0 2-6-6 4-0 WO: ARLK WE: 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod Per ASCE 7-98, C&C, V= 125niph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 8.8 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iulpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -742 0.03 8- 7 -9 0.37 2- 3 -716 0.05 7- 6 40 0.72 3- 4 0 0.02 6- 5 0 0.64 TI: L1 CITY:1 ==============Joint Locations=============== 1) 0- 0- 0 4) 8- 9- 0 7) 1- 4-14 2) 1- 4-14 5) 8- 9- 0 8) 0- 0- 0 3) 7- 2-11 6) 7- 2-11 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -23 0- 0- 0 -23 8- 9- 0 BC Vert L+D -186 0- 0- 0 -186 8- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 917 9 -377 BOT PIN 8- 7- 4 917 0 -412 BOT H-ROLL 6X12 - - L., ul 3X6 917# 3.50" r 8-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSF #0050068 1005 VANNESaA DROVIEDO.Fl-3270 Design: Match Almlysis vUHKI41riti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal blaring or Similar bracing which Is a part of the building design and which must be considered by the buildbng designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. ff rtus Plate Institute. TPI, is located at 583 D'Onofno Dihe. Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf 3-0-0 1-4-8 I 5 917# 3.50" scale = 0.7000 Truss ID: ll Date: 4-21-03 DurFac - LEE 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specdlcauons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cllic project and accepts no responsibility or "emises no control with regard to fabric• lion, handling, shipment and installation of t-ussn. This truss has been designed as an Individual building component In accordance with ANSI/M I-1995 and NDS-97 to be Inearporated u part of the budding dnlgn by a Building Designer (registered architect or professional engincerl. when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building coda, local climatic records for wind or snow loads, pmJect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contbm- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES ! Poor to fabrication, the fabricator shall review this dmwing to verify that this drawing is In confomrwnce with the fabricalofs plans and to maize a contltutng rmpomlbWty for such veri- fictlon. Any discrepancies are to be put In writing before culling or fabrtmtlon. Plates shall not be installed wer knotholes. knots or distorted gmin. Member shad be cut for tight fitting wood to wood bear". Con- nector plates shall be located on both laces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4• long. A 6x8 plate Is 6' wide x 8- long. Slots fholesl run parallel to the plate length specified. Double cuts on web members shall meet at the cera-id of the webs unless otherwise shown. Connector plate sun are minlmum slur based on the forces shown and may need to be Increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addiuor d Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance wW- -Handling Installing A BmeIng-, HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding U%uu es In o straight and plumb pw- Ition and for misting lateral form shad be designed and Installed by others. Careful hand- Iing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during inslaiautin between Intsses to avoid toppling and dominating. The supervision of erection of I.— shad be under the control of persons eeperienced In the InstadaUon of trusses. Professional advice shall be sought if needed. Concentration of construcUon loads greater than the design loods shad not be applied to trusses at any time. No lads other than the weight of the crectorn shall be applied to trttsses until after all fastening and bmcing Is completed. .fn. E J&4 Al:: IU# UPLIFT D.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 740# Support 2 740# MAX LIVE LOAD DEFLECTION: L/841 at JOINT # 3 L=-0.11" D=-0.12" T=-0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 19' 0" span framed to TC one face 8' 0" span framed to TC opposite face WndLod per ASCE 7-98, CSC, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B. Kzt= 1.0 Bld Type= Encl L- 40.0 ft w= 8.8 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 272 0.60 6- 5 0 0.90 2- 3 0 0.27 5- 4 0 0.90 RMB = 1.00 2-PLYS REQUIRED 3-0-0 SX6 1907# 8.00" I 8-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.0l1ED0.FL327r6 Design: Matrix Andfyfit VVAKMINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection b—ing, hind bmcing, pottil bracing or similar bmcing which is a part of the budding design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce bucking length. Provisions must be o nde to anchor lateral bmcing at ends and specified locations dcletmined by the building dmig car. Additional bracing of the overall structure may be required. (See HIB-91 of TPl). rrmss Plate institute. TPI, is located at 583 D'Onoftio Drh•e, Madison, Wisconsin 53719). JOB PITH: C:17EE-LOKIHOMEDIR TI: L2 QTY:2 . =_ ===Joint Locations============---- 1) 0- 0 0 3) 8-'9- 0 5) 6- 8-12 2) 6- 8-12 4) 8- 9- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -435 0- 0- 0 -435 8- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Loc 0- 4- 0 1906 0 -740 BOT PIN 8- 7- 4 1906 0 -740 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min, slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 5X6 Eng. Job: Dwg: Dsgur: TLY Cau TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Ds 3-0-0 Lao-s I 4 1907# 3.50" scale = 0.7000 Truss ID: L2 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building Component and has been based on Information provided by the client. The designer disclaims any respouslbil ly for damages as a result of faulty or Incorrect Won -nation. speciflcauons and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no Control with regard to fabrtea- llon, handling, shipment and Insla➢ation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes Compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rlg)d aWng. they should be braced at a maximum spacing of 10'-0• o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's pivu and to realize a Continuing responsibility for such ven- nmtion. Any discrepancies are to be put in writing before cutting or fabrication. Plates stall not be installed over knotholes. knots or distorted grain. Members shall be cut for Ught filling wood to wood bearing. Con- nector plates shall be located on both faces of the tmss with nafts fully imbedded and shall be sym. about thejoint urdess otherwise shown. A 5.4 plate is 5" wide x 4" long. A &<8 plate Is 6- wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members stall meet at the cenlroid of the webs unless otherwise shown. Connector plate size are minimum sizes based on the forces all — and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additlonal ulfomaUon on eua8ty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and emcUon recommendations are to be followed in accordance with "Handling Installing d Bracing', HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- luon and for resisting lateral forces shall be designed and instilled by others. Careful hand- ling is essential and erection bmctng is always required. Normal Precautionary action for trusses requires such temporary bracing during Installation between tnisses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons e perlenced in the InsialMLIon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than 11te weight of the erectors shall be applied to trusses until after all fastening and bracing is Completed. Ju. tAKulvblUly K J&4 AC: IU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 477# Support 2 425# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 4-5-15 0-6-6 ►Gi 18 522# 8.0011 t-1-9 I WO: ARLK WE: MULTIPLE LOADS -- This design is the cOriposite result Of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -707 0.22 8- 7 599 0.27 2- 3 -537 0.15 7- 0 570 0.21 3- 4 -534 0.17 0- 6 385 0.15 4- 5 -675 0.22 1 6.00 4X6 I (RI-1-7) 1 1.44-0 EXCEPT AS S1101VN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.0VIED0.FL32766 Design: Afdrrit Analysis TI: M QTY:3 ='============Joint LOCatiOnS=========----- 1) 0-0- 0 4) 10-10-15 7) 7- 4-0 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 ----MAX" REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 4- 0 521 20 -477 BOT PIN 14- 2- 3 476 0 -425 BOT H-ROLL 0 Jx4 3X4 6X8 476# 3.62" WARMING: READ ALL NOTES ON THIS SHEET. Eng. scale = 0.4333 Job: : ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: M CONTRACTOR. Dsgnr: TLY Cldk: Date: 4-21-03 BRACING WARNING: Bracing TIC Live 16.0 psf DurFae - Lbr- 1.25 shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a fart of the building design and which must be considered by the buildingdes TC Dead 7.0 psf DurFae - Pit: 1.25 shown is for lateral support of bits members only to reduce buckling length. Prowto u, must be sing made to anchor lateral bracing at ends and specified locations BC Live 0.0 sSf ) n O.C. Spacing: 24.0 delenrWmd by the building designer. Addlllonal bracing of the overall structure may be -Nulled. (See IIIB-91 of TPn. ffruss Plate Institute. TPI. Is located 583 13C Dead to.o psf Design Criteria: TPI at D'Onofno Drive, Madison. Wisconsin 537191. Code De$e: JOB PATH: C:ITE£•LOKI/1OM£U1R TOTAL 33.0 psf I V:0 .05. 2- 21602- 9 HCS: 03.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on irrommitlon provided by the client. The designer disclaims any responsibility for damages as a moult of faulty or tnearmet u:fomwuon. specifications and/or designs furnished to the truss designer by the client and the correctness or aceumey of this Information as It may relate to a spe- dfic pmject and accepts no responsibility or uemism no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with AYSI/7PI 1-1995 and NDS97 to be incorporated as pan of the building design by a Bulking Designer (registered architect or professional englneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in ageement with the local building codes, local c[LnmUc records for wind or snow loads. ptgmt specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assurnes comprnslon chords Itop or bottom) are conUmi- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied right exiling, they should be braced at a madmum spacing of 10`4r o.c. Connector plates shall be manufactured from 20 gauge hat dipped gahanl-d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify (hat this drawing is In conformance with the fabnmtor's plans and to realize a conthnuing responsibility for such veri- fication. Any discrepancies are to be put In writing before ci tUng or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light lilting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sad plate is 5- wide x 4- long. A 8s8 plate is 6- wide x 8- long. Slots (holes) run pa"Uel to the plate length specified. Double cuts on web members shall meet at the eentmld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and tray need to be Increased for certain hand - Ling and/or election suesses. This Uriss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Far additional Inform )Jon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing'. 11I8-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent brims ng for holding trusses In a straight and plumb pas - Mon and for re"'Ung lateral forces shall be designed and installed by others. Careful hand. Ung is essential and erection bmcing is always required. Norval precautionary action for trusses requires such temporary bracing during blstaUaUOn between trusses to avoid toppling and demnlnoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads sha0 not be applied to trusses at any time. No loads other than the eight of the credo" shall be applied to trusses untilafter all fastening and bracing is completed. Jo. MKuIVbIUN K J&4 AC: lU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 566# Support 2 564# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 4-5-15 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the ccuposite result of aailtiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Irnpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -616 0.18 2- 3 -965 0.19 3- 4 -827 0.14 4- 5 -827 0.14 5- 6 -965 0.19 6- 7 -616 0.17 0 3.00 ..BC...FORCE ... CSI 16-15 513 0.23 15-14 49 0.10 14-13 56 0.07 13-12 883 0.21 12-11 883 0.21 11-10 56 0.07 10- 9 49 0.10 9- 8 513 0.23 4X6 116 15 1 4113 536# 64.001' GABLE sTJ(1-1-9 �,r�Tl) 14-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 11,110 TI: N QTY:1 =_" "- ===Joint Locations____======='__ 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc e 2- 8- 0 535 -26 -566 BOT PIIN 12- 0- 0 535 0 -564 BOT H-ROLL 6.00 1 536# 64.00" WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dtvg: CONTRACTOR. Dsgnr: TLY I CM: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bmcing shown on this dmwing is not erection bracing, wind bracing. portal bmcing or st fides, bmdng which b a pan of the building design and which must be TC Dead 7.0 PSf (407) 321-0064 Fax (407) 321-3913 considered by the building designer. Bracing shown is far lateral support of truss members only to reduce buckling length. Provisions must to nnadc to anchor lateral bracing BC Live 0.0 TOMAS PONCE P.E. LICENSE #W50068 a[ ends and specified locations determined by the building designer. Arldlllonal bracing of the wera6 ,Uuclure maybe required. tSce HIP-91 orTPn. rr uss Plate Instllule. [3C Dead psf 10.0 1005 VANNESSA DROVIEDO.FL327G6 TPI, is located at 583 D'Onof to Dnvc, Afadison. Wisconsin 537191. psf Uuign: 6fmrir Anal}'sit JOBPATH: C:ITEF-LOAIHOAfFUfR TOTAL 33.0 psf 4-2-6 0-6-6 1-1-9-9 I (RI-1-7)I scale = 0.3958 Truss ID: N Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCS. 08.20.02 DESIGN INFORMATION Thts design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. speclflcatfons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this infomwtion as It may relate to a ape- clHc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and instatiation of muses. This truss has been designed as an Individual bullding component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for stomV or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrtealors plans and to realize a conthming responsibWty for such veA- fIMUan. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of tine truss with nail fully Imbedded and shall be sym. about tine Joint unless otherwise shown. A Sx4 plate is 5' wide x 4- long. A 6x8 plate is 6' wife x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minimum size based on the forces shown and may need to be Increased for certain hand. Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding end bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bmcing is allays red requi. Normal precautionary action for trusses -qubes such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons uperienced In tine tnstallation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any (tine. No loads other than the weight of the erectors stag be applied to trusses until after all fastening and bracing is completed. .r-- isrxLl14Vft/IV n )0(4At—: I U R Ururl D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 568# Support 2 615# MAX LIVE LOAD DEFLECTION: L/999 L--0.03m D--0.03m T--0.07m MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.05m MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02a RMB = 1.15 4-5-15 0-6-6 1 WO: ARLK wE: MULTIPLE LOADS -- This design is the composite All COMPRESSION lt Of multiple be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V- 125mph, H. 15.0 ft,. I= 1.00, Ecp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 58.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -953 0.41 2- 3 976 0.42 3.00 I 1 u-u-u 6 536# 8.001n 4�S7 SD4 COETIC) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI (Maronda Systems ..BC ... FORCE ... CSI 6- 0 -677 0.18 0- 5 829 0.21 5- 0 829 0.21 0- 4 -662 0.18 4X6 TI: N 1 QTY:2 = ===Join = t Locations========_=____ 1)0 0- 0 3) 14- 8- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION- -5---_ X-Loc Vert Horiz lift Y-Loc 0- 4- 0 535 48 568 BOT PIN e 14- 4- 0 535 0 -615 BOT H-ROLL W 3-8-0 -� I 3.00 08 5 4 536# 8.001n 14-8-0 1-1-9 1-1995 (R1-1-7) Scale r11HKIVf r4U: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. 1Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead SANFORD, FL. 32771 shown is fors a of the lh ubuilding design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 pport of truss mernbers only to reduce buckling length. Provisions must be BC Live TOMAS PONCE P.E. 'made to:anchor lateral bracing at ends and specified locations detelmined by the building designer. Additional bracing of the overall structure I av be required. (See HJB-91 of TPI). BC Dead 1-ICENSE #0050068 rrnum Plate Institute. TPI. is located at 583 D'Onofdo Dive. Madison. Wisconsin 53719). IOOS VANNESSA DIl.OV1EDO.F1.32766 Design: Afarrfx Analysis JOB PA77i: C:17EE-LOKIIIOMEOIR TOTAL 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 nsf 4-2-6 0-6-6 = 0.3958 Truss ID: N1 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: NCS: 0S.20.02 DESIGN INFORMATION Tills design Is for an individual building component and has been based on information Provided by the client. The designer disclaims any responslb0lty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. title prolmi and accepts no responslbWty or exercises no control with milord to fabrica- tion, handling, shipment and iratallatiun of I .$-. This truss has been designed as an individual building component In accordance with ANSI/TPI 1. 1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or pmfesslonal engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sun that the data shown are in agreement with the local building codes, local clbnittic records for wind or snow loads, ProJect specifications or special applied loads. Unless shown- truss has not been d=tgned for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rlgtd ceWng, they should be braced at a maximum spacing of I(r4r o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is In conformance with the fabrlcaloYs piva and to reagze a continuing responsibility for such veri- fication. Any discrepancies an to be put In writing before cutting or fabrication. Plates shall not be Installed Over knolholes, (mots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shag be lasted on both faces of the truss with nails fully Imbedded and shag be sym. about the Joint unless otherwise shown. A 5.4 plate is 5' -tile x 4- long. A 6," plate is 6' wide x 8' long. Slots (hot=) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minirnum sizes based on the fortes shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Informallon on guallty, Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bmcing-. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Instanatian to avoid damage. Temporary and permanent bracing for holding trusses In a stralglit and plumb pos- Itlon and for resisting lateral forces stall be designed and Installed by others. Careful hand. ling is essential and erection bracing is ahviys . required. Normal precautionary action for truss= requires such temporary bracing during Installa0on between trusses to avoid toppling and dominating. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sough( If needed. Concentration of comstruction loads Beater than the design loads shag not be appifed to trusses al any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JL': ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 WndLod Per ASCE 7-98, C&C, V= 125nph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 25.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/866 at JOINT #15 L=-0.09" D=-0.05" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 0-6-6 8-9-11 1 IT 3-0-0 1 rn WO: ARLK WE: MULTIPLE LOADS -- This design is the composite s. All COMPRESSION RESSIONrr Chords aelt of iassumed ple dto be continuously braced unless noted otherwise. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 367# Support 2 663# Support 3 755# TC... FORCE ... CSI 1- 2 -181 0.29 2- 3 198 0.19 3- 4 243 0.27 4- 5 -568 0.28 5- 6 -611 0.35 6- 7 -981 0.38 7- 8 -1326 0.37 4X6 116 15 14 13 - 408# 3.50" 1197# 8.001, 12 1-1-9 GABL'V 17�PL�TES (0) 2X4 C/L: 6-11-0 EXCEPT AS SIION'N PLATES ARE '1'L20 GA TESTED PER ANSI/Till Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP OVIEDOXI-32766 Design: hfafru Analysis ..BC ... FORCE ... CSI 16-15 105 0.30 15-14 103 0.30 14-13 100 0.41 13-12 117 0.41 12-11 957 0.26 11-10 1095 0.29 10- 9 1097 0.38 - _6 00---1 I 6.00 25-11-0 1-1995 Over 3 Supports rrN►KIVMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracng shower on this drawing is not erection bracing, wind bnctng, portal bracing or sbngar bracing which is a part of the building design and which must be considered by t building designer. Bracing shown is for lateral support of truss memlxrs only to reduce buckling length. Provisions must be nude to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the mtran structure may be required. ISee HIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onufrin Drive. Madison. Wisconsin 53719). JOB PATH: C:ITE6L0KIl10dfFJ)IR TI: 0 9TY:1 ===____=======Joint Locations============-== 1) 0- 0- 0 7) 19- 8-13 13) 6- 9- 7 2) 3-10-11 8) 25-11- 0 14) 5-11- 8 3) 5-10-11 9) 25-11- 0 15) 3-11- 8 4) 6-10- 5 10) 19- 9-12 16) 0- 0- 0 5) 9-11- 8 11) 15- 9-12 6) 15-11- 7 12) 9- 9-12 ----MAX. REACTIONS PER BEARING LOCATION ..... X-Loc Vert Horiz Uplift Y-Lot 0- 1-12 407 -66 -367 BOT PIN 6-11- 0 1197 0 -663 BOT H-ROLL 25- 7- 0 998 0 -755 BOT H-ROLL Eng. Job: Dwg: Dsgur: TLY Chk: TIC Live 30.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 47.0 Dsf 8-6-2 0-66-6 A- JAU P9 998# 8.00" I�f I scale = 0.2378 Truss ID: 0 Date: 4-21-03 DurFaC - Lbr: 1.33 DurFac - Pit: 1.33 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.10.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect Infortmation. speclllcouons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnfomatr llon as it may relate to a spe- c.project and accepts no rmPoustbWty or excmtses no control with regard to fabrim- uon. handling. shipment and Installation of truss-. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engmeerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. proJect sPeedlcations or special applied bads. Unless shown, thus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contmu. ously bracer) by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a Properly applied rlgId ceiling, they should be braced at a maximum spacing of Io-T o.c. Connector plat= shall be manufactured from 20 gauge hot dipped gahanUed steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that ULLs drawbng is in conformance with the fabricatoes plans and to realln a continuing responsibility for such verl. flacon. Any discrepancies are to be put In writing blare cutting or fabrication. Plates shall not be Installed wen knothol-, knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con- nector plain shall be located on both faces of the truss with nalh fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Gx6 piste is G wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall mael at the centrold of the webs unless otherwise shown. Connector plate siz- are minimum sits based on the forces shown and may need to be Increased for certain hand- ling and/or crectlan stresses. This taus is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional InfornuUon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AB bracing and erection recornrnendatiors are to be followed In accordance with 'Handling installing a Bracing-. HIB-91. Trusses are to be handled with Particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos- Itlon and for resisting lateral fortes shall be designed and Installed by others. Careful hand. ling is essential and erection bracing Is ak-ys required. Normal Precautionary action for trusses requires such temporary bracing during 11 stallallon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of pennons experienced in the Installation of truss-. Professional advice shall be sought If needed. rati Concenton of construction lads Beater than the design Inds sh,,11 not be applied to I russ. at any time. No loads other than the weight of the creclors shall be applied to trusses until after all fastening and bracing is completed. J13: AKLINIziIUN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W= 25.9 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 0-6-6 T 3-0-0 I WO: ARLK WE: MULTIPLE LOADS -- This design is the resultcomposite multiple All COMPPRESSIONrr Chords aealoads. assumed to be continuously braced unless noted otherwise. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 290# Support 2 451# Support 3 508# ..TC... FORCE ... CSI 1- 2 -140 0.27 2- 3 -390 0.27 3- 4 -405 0.26 4- 5 -672 0.26 5- 6 -916 0.23 4X6 ..BC ... FORCE ... CSI 12-11 81 0.21 11-10 31 0.20 10- 9 668 0.20 9- 8 762 0.22 8- 7 763 0.28 TI: 01 QTY:3 =_ ===Joint Locations=========-==--- 1) 0 0- 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 283 41 -290 BOT PIN 6-11- 0 841 0 -451 BOT H-ROLL 25- 7- 0 689 0 -508 BOT H-ROLL -- 9-0-12 -rev I 6.00 )� 9-9-12 '12 lI 10 - 1-1-- 283# 3.50" 842N 8.00" 9 � COS1<�L7) � ATES 12 2X4 25-11-0 EXCEPT' AS SHOWN PLATES ARE TL20 GA / TESTED PER ANSI/TPI 1-1995 Over 3 Supports FMaroini da Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afarru Analysis YVAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bmcing, wind bracing. portal bracing or similar bracing which is a part of the building design and which mt b use considered by the budding desIgmer. Bracing shown s for ialetal support of truss members only to reduce buckling length. Prmislons must be made to anchor lateral bracing at ends and specified location determined by the building designer. Additional bracing of the overall structure cture may be required. (SHIB-91 of 71,11. frtuss Plate Institute. TPI, is located at 593 D'Onot'do Drive. Madison. Wisconsin 53719). JOB PATH: CATFF-LOKIHOAIFDIR Eng. Job: Dwg: Dsgitr: TLY Cttk: TC Live 16.0 psf TC Dead 7.0 psr BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsr "-2 0-6-6 01 690# 8.001, H1-1-9 R1-1-7) scale = 0.2378 Truss ID: 01 Date: 4-21-03 DurFac - Lbr: 1.33 DurFac - Pit: 1.33 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information, spectflcatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- dfle protect and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 Lobe Incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads, protect specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tenston are not fully braced laterally by a properly applied rigid ce6hug, they should be braced at a madmum spacing of 19-0- O.C. Connector plates shall be manufactured from 20 gauge hot dipped gat-ni-d steel meeWrg ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plaru and to realize a continuing respomubWty, for such verl- Bratlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates stall not be Installed over knotholes, knots or distorted gram. Members shad be cut for tight fitting wood to wood bearing, Con- nector plates shall be located on both faces of the truss with nans fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- lade x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web membem shall meet at the ccntrold of the webs unless otherwise shown. Connector plate sun are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. Tluis truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing a Bracing'. HIB-91. Trusses an to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought 9 needed. Concentration of construction loads grater than the design Inds shall not be applied to lasses at any time. No loads other than the weight of the erectors sh:dl be applied to trusses until after all fastening and bracing is completed. �u.--Lnyvlyly R J&4 Al;: IU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1007# Support 2 437# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.09" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 0-6-6 8-9-11 1 T 3-0-0 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the ite lt of A11�PRESSIONuChords arrelple assumeddto be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125nph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 25.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 440 0.42 12-11 -322 0.26 2- 3 -128 0.34 11-10 -366 0.27 3- 4 -144 0.23 10- 9 508 0.20 4- 5 -512 0.24 9- 8 632 0.21 5- 6 -768 0.21 8- 7 633 0.24 6.00 6.00 4X6 TI:02 QTY: __ ===Joint Locations==========__ 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 ---- MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 6- 9-12 1194 -44 -1007 BOT PIN 25- 7- 0 612 0 -437 BOT H-ROLL 8-8-12------{ JAV 6.00 CANT: 041-12 11 1�0 1195# 3.50" 0-11 � CO9ftk1h8 )P ATES (8) 2X4 25-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DMOVIEDO.1`I_32760 Design: Maldr Aitalyfis vV/►KIVIMi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing. wind bmcing, portal bmcing or similar bracing which is a pan of the building design and which most be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltlonal bracing of the Overall structure may be required. (See HIB-91 of Tpl). Fruss Plate Institute. TPI, Is located at 583 D'Onofrlo Drive, lL Bison, IV[—.nsin 537191. JOB PATH: C:IT££-LOKIHOhf£DIR Eng. Job: DWg: Dsgnr: 'FLY Ctdc: TIC Live 16.0 - psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf 8-6-2 0-6-6 Ty� I 612# 8.00"119 Ij� I (R1-1-7) scale = 0.2385 Truss ID: 02 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on INormatlon provided by the client. The designer dbclamu any responslbdity for damages as a result of faulty or btcorrect Wormation, specdlcauoru and/or designs furnished to the truss designer by the client and the correctness or accuracy of this btformal m v It may relate to a spe- cllle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer tmgtstercd architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data sh— am In agreement with the local budding codes, local climatic records for wind or snow lads. project specifications or spectal applied lads. Unless shown, truss has not been designed for storage or Occupancy loads. The design assumes compression chords (top or bottorn) are continu- ously braced by sheathing unless otherwise specified. Where bottom chards in tendon are not fully braced laterally by a properly applied rtgld ceding, they should be braced at a maximum spacing of HY-O" o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AST161 A 653, Grade 40. unless ouur wise shown. FABRICATION NOTES Prior to fabnanllon, the fabrtcalar shad review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rwlue a conunuing responsibility for such ven- fic tian. Any discrepancies are to be put in wrlUng before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Mcmbcm shad be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully imbedded and sl -td be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is 6- wlde x 8' long. Slots (hales) run parallel to the plate length specified. Double cuts on web members shad meet at the cent-ld of the webs unless otherwise shown. Connector plate sizes arc minimum sues based on the forces shown and may need to be Increased for certain hand. ding and/or erection stmses. 713 truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance wlth 'Handling Installing h Bracing'. HIB-91. Trusses we to be handled with particular care during banding and bundling, delivery and In6lallallun to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling 1. essential and erection bracing is always required. Normal Pmcauuon y action for muses requires such temporary bracing during installation between trusses to avoid toppling and dondnotng. The supervision of erection of trusses shad be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought U needed. Concentration of construction lads greater than the design lads shad not he applied to trusses at any time. No loads rather than the welght of the erectors shall be applied to trusses until after all fastening and bracing b completed. uu. life(-I110v1v14 rx 3&4 AU: I U# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 WEDGES: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 5-7-15 0-6-6 WO: ARLK WE: Ica 2X4 TRANSVERSE BRACING nailed flat to edge (� of web with 12d nails at 8" o.c. or a SCAB of the same dimension and grade as web nailed to face(s) of web with 10d nails staggered 8" o.c. SCAB or TRANSVERSE BRACING to extend for 80% of web length. 2X6 BRACE regtd on any web exceeding 14, denotes ONE edge or ONE face "••" denotes BOTH edges or BOTH faces All COMPRESSION Chords are asstmled to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 0 4X6 cc LL 20 19 18 1'7 0# 8.00" 1-1-9-9 �,f (R1-1-7) I 194-0 EXCEPT AS S1101VN PLATES ARE 'I'L20 GA TESTED PER ANSI/TPI 1-1995 F�ro 11 ada Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDO.f102766 Design: Afasrir Anoints VVAKNINts: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or st ndar bracing which is a part of the budding design and which must be considered by the budding deslgrer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. AddlUonal bracing of the overall structure may be mquied. ISee HID-91 of TPI). frruss Plate Institute. TPI, is located at 583 D'Onofno Dnve, Madison, Wisconsin 537191. JOB PATH: C:17'FF-LOKIHOMEDIR TI: P QTY:1 ==============Joint Locations========------ 1) 0- 0- 0 2) 1- 8- 0 9) 10) 15- 8- 0 17) 17- 8- 0 18) 9- 8-0 3) 3- 8- 0 11) 19- 4- 0 19) 7- 8- 0 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 6) 9- 13) 17- 8- 0 21) 1- 8- 0 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL 10 6.00 0-66-6 ._L 5-4-6 O# 8.00" Studs ® 2-0-0 o.c. (R1-1-7) scale = 0.3103 Eng. Job: WO: ARLI Dwg: Truss ID: P Dsgnr: TLY Cltk: Date: 4-21-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V709 5.02- 608- ( HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaim any responsibdity, for damages as a result of faulty or incorrect Information, specifications and/or designs fumShed to the truss designer by the client and the coneclness or accuracy of this Information as It may relate to a spe- cifb pmjcct and accepts no responsibUity or exercises no conical with regard to fabrica- Lion, handling, shipment and ustallation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer Iregislered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or now loads, protect speciflcauom or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords Ilop or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-O" o.e Connector plates shall be manufactured from 20 gauge hot (Upped galvanized steel meeting ASTM A 6.53. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrtcation, the fabricator stub review this drawing to verify that this dmwyng is in conformance with the fabricators plans and to rcallze a continuing responsibility for such veri- Bcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes, knots or distorted 9a1n. Members shall be cut for tight Biting wood to wood bmring. Can. nector plates shall be located on both laces of the truss with naas fully imbedded and shall be sym. about the)oint unless otherwise shown. A 5x4 plate is 5' wide x 4• long. A 6x8 plate is a' wide x 8- long. Slits (hot =) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum size based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabri-tcd with fire retardant treated lumber unless otherwise shown. For addaiorul bfomutkin on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed in accordance with -Handling Installing Q Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pcs- Ition and for r=lsting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erectlon bracing is always required. Normal pnwutlon-y action for trusses requires such temporary bracing during fnsta8a0on between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. ColicentraUon of conslrucuon loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the ereclom shall be applied to trusses until after all fastening and bracing Is completed. Jli: ARLINGTON K 3&4 AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 679# Support 2 720# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB = 1.15 5-7-15 0-I66-6 0 6.00 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 19.3 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -925 0.35 2- 3 -725 0.24 3- 4 -725 0.25 4- 5 959 0.38 .,BC ... FORCE ... CSI 8- 7 784 0.38 7- 6 784 0.38 4X6 690# 8.001a 1�1-9�,� � (1-1-7) I 194-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 fmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE: #0050068 Design: Matrix Anafysh fa.327GG YVAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwmg is not ereetlon bracing. wind bracing, portal bracing or similar bracing which b a part of the building design and which "lust be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bractg at ends and specified locations detenrdned by to building designer. Additional bracing of tie overall structure may be required. (See HIB-91 of TPI). rrruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PA771: C:17E£-LOKIHOMEDIB TI: PI 9TY:2 __ ===Joint Locations============--- 1) 0- 0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 689 74 -679 BOT PIN 19- 0- 0 689 0 -720 BOT H-ROLL 5-4-6 0-6-6 I I 690# 8.00" 119 scale 0.3103 Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 psr BC Live 0.0 psf BC Dead 10.0 psf ToTAL 33.0 Dsr Truss ID: P1 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.01 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client- The designer disclalms any responsibility for damages as a result of faulty or Incorrect mfornation, specifications and/or designs furnished to the truss designer by the client and the correctness or accumty of this Information as It may relate to a spe- cillc project and accepts no responstbWty or exerclses no control with regard to fabrleo- tion, handling. shipment and butanation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/IPI 1.1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engjneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building erodes, local clhnauc records for wind or snow bads. prgecl specifications or special applied bads. Unless shown. thus has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are cantinu- ously braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced Iatera0y by a properly applied rlgld ceding, they should be braced at a maximum spacing of 10'-T o.e. Connector Plates shall be manufactured from 20 gauge hot dlpPed galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformartce with the fabrlcotoes plans and to mathe a continuing responsibility for such verb flcation. Any disetpancles are to be put in writing before cutting or fabrication. Plates shag not be installed Over knotholes. knots or distorted grain. Members shag be cut for tight filling wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully imbedded and Shan be sym. about the Joint unless otherwise shown. A Sx4 plate is 5' wile x 4' long. A 6x8 plate is 8' wide x 9- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are MWmum Sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses, This truss is not to be fabricated with fire retardant treated lumber unless otherwise Shown. For additional lnformauon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing R Bmcbtg', HIB-91. Tresses are to be handled with particular cart during banding and bundling delivery and Installation to avoid damage. Temporary and pernanenl bracing for holding trusses in a straight and plumb pos- abn and for resisting lateral forces Shan be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Norm) precautionary action for trusses mqub= such temporary bracing during (nstallaUon between trusses to avoid toppling and dominoing The supervision of erection of trusses shag be under the control of persons experienced In the Installation of tenses. Professional advice shall be Sought If needed. Concentration of construction Inads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to tenses until after all fastening and bracing Is completed. Jn: AKLIN(ziIUN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V- 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft We: 13.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of >mtltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 379# Support 2 352# --TC...FORCE ... CSI--BC... FORCE ... CSI 1- 2 -549 0.17 7- 6 459 0.24 2- 3 -356 0.16 6- 5 0 0.16 3- 4 -278 0.14 0 487# 8.0011 I (R1-1-7)1 13-0-0 EXCEPT AS SIIOWN PLATES ARE TI.20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE55A DILOVIEDO.i1.327Ge Design: Matrix Analysis TI: Q 9TY:1 _______=_=====Joint Locations==========--- 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 4- 5- 1 5) 13- 0- 0 3) 8- 8- 0 6) 8- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 188 -379 BOT PIN 12-10-12 422 0 -352 BOT H-ROLL 4X6 3X4 3X8 VVAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing Shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speciied locations determined by the building designer. Additional bracing of the overall structure my be required. (See HIB-91 of TPI). fDuss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 4-10-6 2X4 M 423# 2.50" Eng. Job: DWg: Dsgnr: TLY Chk: TIC Live 16.0 psf 'CC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.4070 Truss ID: 9 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.01' Design Criteria: TPI Code Desc: JOB PATIP C:IT££-L0KIH0,1fE01R HCS: 08.20.02 DESIGN INFORMATION This deign Is for an individual building component and has been based on information provlded by the client. The designer disclaims any responsblllty for damage u a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the conectn— or accuracy of this Information as it may relate to a spe- ctfic protect and accepts no responsbWty or uemise no control with regard to fabrlca. lion, handling, shipment and installation of truss— nL% truss has been detgned as an individual building component in accordance with ANSI/7P1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow bads, pmtect specifications or special applied loads. Unles shown. truss has not been designed for storage or occupancy leads. The design assume mmpresslon chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of I0'-0' o.c Connector plates shag be manufactured from 20 gauge hot dipped 9-imnized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricatoes plarn and to realize a continuing responsibtily for such veer• flcatbn. Any discrepancte are to be put in writing before cutting or fabrication. Plates shall not be Installed over knothole. knots or distorted grain. Members shall be Cut for tight fitting wood to wood bearing Con- nector plate shaft be located on both faces of the taus with nails fully imbedded and shall be sym. about the Joint unless otherwise Shown. A 5x4 plate Is 5' wide x 4• long. A Frxf) plate is 6- wide x 8' long. Sots (hole) run parallel to the plate length specified. Double cuts on web members shall meet at the centrokf of the webs unless otherwise shown. Connector plate sizes arc mlahnum size based on the force shown and may need to be Inumsed for certain hand- ling and/or erection slresse. TMI cross b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Aualay Control refer to ANSI/Tpl 1.1995 PRECAUTIONARY NOTES At bracing and erection recommendations are to be followed in accordance with "Handling installing & Bracing, HIB-91. Trusses are to be handled with particular care during handing and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ition and for resisting lateral form shall be designed and Installed by others. Careful hand. ling Is esxnttal and erection bracing is always required. Normal precautionary action for tnrsse requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervtslon of erection of trusses shall be under the control of persons experteneed in the installation of muse. Professional advice shall be sought ti needed. Concentration of construction loads greater than the design loads shall not be applied to lus s at any time. No loads other than the weight of the erectors shall be applied to truwe until after all fastening and bracing Is completed. .ru. r'+rtu11v1vl4 K 3*4AU: IU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. SLR: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W= 12.6 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Iflpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/577 at JOINT # 5 L=-0.25" D- 0.00" T=-0.25" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.06" I MAX O 06 HORIZONTAL LIVE LOAD DEFLECTIl1IJ31# RMB = 1.00 �_ 1 4-5-10 0-6-1 4 I WO: ARLK WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails s ed 8" TI: R QTY:2 - ________=====Joint Locations==========__==_ 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 Pac O.c Brace [mist extend at least 90% of web length ------------ TOTAL DESIGN LOADS Uniform 2x6 Brace required on any web over 14,-0". PLF TC Vert L+D From PLF To MULTIPLE LOADS -- This design is the -46 BC -1-10- 9 -46 13- 2-10 gi coDosite result of multiple loads. Shim Vert L+D -10 Concentrated 0- 0- 0 -10 12- 6-10 or wedge if necessary to achieve full bearing. TC Vert L+D LBS -31 Location 1- PROVIDE UPLIFT CONNECTION PER SCHEDULE; TC Vert L+D -48 4- 4 3- 9- 1 Support 1 609# TC Vert L+D -70 6- 1-15 Support 2 591# TC Vert L+D -98 8- 6-12 PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D -127 10-11-10 : Support 1 263# BC Vert L+D -6 1- 4- 4 BC Vert L+D -19 3- 9- 1 ..TC... FORCE ... CSI BC...FORCE...CSZ 1- 2 -2252 BC Vert L+D BC Vert L+D -44 6- 1-15 2- 3 - 0.68 6- 5 2129 0.52 06 0.90 5- 167 0.47 BC Vert L+D --MAX. REACT]IONS -60 -76 PER 8- 6-12 10-11-10 BEARING L4)CATION----- 48# 70# Ver 9f3p_10 iz Uplift Y-LOC Type 13-1-14 0- 4-13 678 263 -609 10P BgT H-ROLL PIN 1.68 1 6 1 1 11-i 678# 9.56" 5 1-10-9 (R1-10-7) 116-10 rw EXCEPT AS SHOWN PLATES PER ANSUTPI 1-1995 44# S ARE TL20 GA TE Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE53A DR.OVIEfro.F1.31766 Design: Morris Analysis 2-6-10 0-11-0 —L T 1-7-7 1 719# 2.50" 60# 76# (RO-8 5) n►HKIVING: READ All NOTES ON THIS SHEET. Sale _ 0.4437 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not election bmeing, wind bracing. portal bracing or abntar bracing which is a part of the butdhig design and which must be considered by the building designer. Bracing shown Is for lateral support of buss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified bcatbns determined by the building designer. Addllional bracing of the overall structure may be required. (See HID-91 of TPI). rrnm Plate Institute, T19. Is located at 563 D'Onof to Drive, hla&%on. Wisconsin 53719). JOB PATH: C-17'EE-LOK11I0MEDIR Eng. Job: Dwg: Dsgly: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf ITC Live 0.0 PSI` ITC Dead 10.0 psf TOTAL 33.0 tlsf Truss ID: R Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Infor aUon provided by the client. The designer disclaims any responsibility for darnagn as a mull of faulty or Incorrect informatlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- etflc project and accepts no responsibility or exercises no control with regard to fabrica- Uon, handling- shipment and ImInUation of lrrsses. This truss has been designed as an Individual building component in accordance with ANSI/'tPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be cheeked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow bads, Project speelflr bons or special applied Toads. Unless shown, truss has not been designed for storage or occupancy lords. The design assume compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise nowt (full braced laterally chords In tension are Y by a Properly applied rtgd ceiling. they should be braced at a maximum spacing of 1174" o.e Connector piatn shall be manufactured from 20 gauge hot dipped galmnlzed steel m-Ung ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwtng to verify that this drawing is In confomance with the fabricator's plats and to realize a continuing responsibility for such veri- fkauon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plate, shall be located on both faces of the truss with nails fully imbedded and shag be sym. about thejoInt unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 8x8 plate is (i wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mInhnum a— based on the forces shown and may need to be increased for certain hand- ling and/or erealon stresses. ThisUvss is not to be fabricated with Ibe retardant treated lumber unless otherwise shown. For addillonal information on guality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing 8 Bracing". HIB-91. Trusses are to be handled with parucutar care during banding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holding trusses In a stralghl and plumb pos- ltlon and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing is essenttal and erection bracing is always required. Normal p,""Uonary action for Utnses requires such temporary bracing during Instalhl on betn'cen trusses to avoid toppu11g and dominoing. The supewislon of erecgon of tnus shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. ConcentmUon of construction loads greater than the design bads shag not be applied to trusses at any time. No bads other than the weight of the erector shall be applied to town until after all fastening and bracing is completed. JD: AI(LIN(z;IL)N K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod Per ASCE 7-98, CSC, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L. 58.0 ft W- 12.6 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/608 at JOINT # 5 L=-0.24" D= 0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: To, 0.07" RMB - 1.00 4-5-10 0-6-1 I t n WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace nest extend at least 90% of web length 2x6 Brace required on any web over 141-0". MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 609# Support 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 262# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1624 0.75 6- 5 -1780 0.31 2- 3 1694 0.83 4 -203 0.30 35# f 87# F 3.33 1.68 I 16 11- 367# 9.56" 5 1-10-9 21�-12-6-10 EXCEPT AS SIiO1Wi PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-19 5 12 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis TI: RI QTY:2 ' ===--==-======Joint Locations==========____= 1) 0- 0- 0 2) 6- 3) 12- 6-10 5) 6- 3- 5 3- 5 4) 12- 6-10 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 TC Vert L+D -9 -1- 2-15 -9 13- 2-10 BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Concentrated LBS Location TC Vert L+D -35 2- 0- 5 TC Vert L+D -87 5- 7-10 TC Vert L+D -127 9- 2-14 TC Vert L+D -202 12- 0- 1 BC Vert L+D -21 2- 0- 5 BC Vert L+D -53 5- 7-10 BC Vert L+D -64 9- 2-14 BC Vert L+D -40 12- 0- 1 - --MAX. REACTIONS PER BEARING LOCATION---- X- IO Vert Horiz Uplift Y-Loc Type .1=I.3 366 318 2621 BOT POLL 0-6-6 A— T 1-7-12 1 r5d 0-7-4 2-6-5 547# 2.50" 08-0 64# 40 (RO-8-5) scale = 0.4437 VCKKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown m this dmwtng is not erection bracing, wind bracing, portal bracing or similar bmefng which Is a )xut of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length, pm-tsions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the rnemg structure may be required. (See HIB-91 of Tpg, rrnus Plate Institute. TPI- is looted at 583 D'Onofrto Drive, Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOKIHOMEDIR Eng. Job: : ARLI Dwg: Truss ID: R1 Dsgnr: TLY Clik: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.o psr O.C. Spacing: 24.011 BC Dead 10.0 PSf Design Criteria: TPI Code Desc:V:0 TOTAL 33.0 psf .05.02- 21614-1L HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsmWly for damages as a result of faulty or Incorrect Information, speetficatans and/or designs furnished to the thus deslgre by the client and the correctness or accuracy of this tnfotmation as It may relate to a spe- cnle project and accepts no roponslhWty or —rdsm no control with regard to fabrica- tion. handling shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as par o1 the building design by a Building Designer (registered architect or pr"fesalonal engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. toed climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu. ously braced by sheathing unless otherwise specified. When bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of 1(Y-0' o.e Connector MAIM shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dra" to verify that this drawing is in canfornanm with the fabrttators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies an to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nalb fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A W plate Is 6' wide x B' long. Slots (holes) tan parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forcm shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing @ BrachW. HIB-91. Tnusm are to be handled with particular can during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting latend forces shalt be designed and Walled by others. Careful hand. ling s essential and erection bracing is atways mquhed. Normal precautlnmry action for sasses requires such temporary braclq during Installatlon between trusses to avoid toppling end domtnoing. The supervision of erection of Ames shall be under the control of persons =Ptrtenced in the installation of trusses. 'rofessnonal advice shall be sought If needed. -oncentration of construction loads greater hen the design loads shall not be applied to russet at any time. No loads other than the velght of the erectors shall be applied to noses until after all fastening and bracing s completed. JD. nlcurvvlvly R 5&4 AC;: IU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 303# Support 3 f- 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L=-0.17" D- 0.02" T--0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 3-10-3 0-6-6 i WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite All COMPresult multiple RESSIONChords arreassumeddto be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 235# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.70 4- 3 -457 0.33 TI: S QTY:2 =____=___=====Joint Locations======--=e:==--__ 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I- 1.00, Kxp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W. 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 1 2 6.00 2-2-8 1-4-2 I 3.00 I 0-8-0 s-0-8 M 4 248# 8.00" 3 11-1- 127N 2.50" (R1-1-7) 6_0_8 76k .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports CIL. -114 fMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OPOVIEDDYI-32760 Deign: Afarrix Andysit VVAKNINIX READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wad bracin& portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown 1s for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specdled locations determIned by the building designer. Additional braetng of the overall SWcture may be required. (See HIB-91 of Tpq. finis Plate Institute. TPI, is located at 583 D'Onofno Dave. Madison. Wisconsin 53719). JOB PATH: C.ITBE-LOKIHOMEDIR TOTAL Eng. Job: Dwg: Dsgnr: TLY Cldc: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 Dsf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.5459 Truss ID: S Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 03.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information, specalcatiors rid/or designs fumi4hed to the truss designer by the client and the correctness or accuracy of this Information as It may ml to to a spe- e61c project and accepts no responsibility or exercises no control with regard to fabrim. tion, handling, shipment and Installation of trusses. 77113 truss has been designed as an Individual building component In accordance with ANSI/IPI 1-1995 and NDS-97 to be Incorporated as fart of the budding design by o Building Designer (registered amhitmt or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local clhnnUc records for wind or snow loads. pmJmt specs i©tlons or special applied loads. Unless shown, taus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conttnu. otuly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid celfb% they should be braced at a maximum spacing of 10'-0' o.e Connector Plates shall be manufactured from 20 gauge hot dipped gah'ardxed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dm Ang is in conformance with the fabricator's plate and to realize a continuing responsroWly, for such veri- ficalfon. Any discrepancies ate to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located an both faces of the truss with nabs fully imbedded and shag be sym. er about the Joint unless otherwise show. A 5.4 plate s 5' wide x 4' long. A 6.s8 plate s 6- wide x 8' long. Slots (holm) run parallel to the plate length specifed. Double cuts on web members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sues are minimum slzes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Far addltianal Information on Quality Control refer to ANSI/7P1 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling Installing R Bracing'. HIB-91. Trusses are to be handled with particular can during bonding and bundling, delivery and installation to avoid damagI Temporary and permanent bracing for holding trwsea in a straight and plumb pas. Ition and for r sting lateral forces shall be designed and WlnBed by others. Careful hand- II"g is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between misses to avoid toppling and dominaing. The supervision of erection of lasses shall be under the control of persons experienced in the installation of trusses. Prafesslonal advice shall be sought if needed. CommntmUon of construction loads greater than the dwtgn Inds shall not be applied to trusses at any lime. No loads other than the wefght of the erectors 3haff be applied to trusses until after all fastening and bracing is completed. r MLllrvlvly n -)*4 Al.: IUi1 UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 A11 COMPRESSION Chords are assumed to be continuously braced [unless noted otherwise. This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min, slope to drain). Truss [mist be marked to prevent UPSIDE DOWN erection. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D. 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 3-0-0 2X4 220k 8.001, WO: ARLK WE: 2x4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" O.C. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&Ca, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 eld Type= Encl L= 40.0 ft W= 6.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.47 4- 3 0 0.18 GABLE STUD PLATES (12) 2X4 6-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROy7EDOXI-3276a DeJign: Malrix Analysis VVkkKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which I'"part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Fhrnisions must be made to anchor lateral lancing at ends and specified locations detemilredUnit by the budding designer. Additional bracing of the erall structure tray be required. (See 11I8-91 of TpIj. (Truss Plate Institute. 7P1. Ls located at 5s3 Donofrio Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOK1110AfEDJR TI: S 1 QTY:2 =_ =======Joint Locations=============== 1) 0- 0- 0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOc Vert Horiz Uplift Y-Loc 0- 4- 0 220 0 -216 BoT PIN 6- 4- 0 220 0 -216 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE[ Support 1 216# Support 2 216# 3-0-0 2X4 220# 8.001, Slu&s ® 2-0-0 D.c Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf scale = 0.7000 Truss ID: S1 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building Component and has been based on information Provided by the client. The designer disclaims any responsibility for damages — a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the corectneas or accuracy of this information as It may relate to a spe. cific project and accepts no respomlbaty or exercises no control with regard to fabrica- tion. handling, shipment and imtatlation of uusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. Project aPeeaicatlom or special applied bads. Unless shown, truss has no been designed for storage or occupancy loads. The design assumes Compression chords (lop or bottom) are continu- ously braced by sheathing urless otherwise specified. Where bottom chords in temlon arc ot ally braced Laterally by a properly applied rigid ceiling. they should be braced at a naxtmum spacing of I(Y-T o.c_ Connector plain shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a Continuing r-PcmaHllly for such vent. flcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Rate shall not be installed Over knotholes. knots or distorted gmin. Member shall be cut for tight fitting wood to wood bearing. Con- nector plates shwa be located on both faces of the truss with nails fully imbedded and shall be sYm. about the Joint unless otherwise shown. A 5x4 plate is 5' wile x 4- long. A 6x8 plate is 6- wide x 6' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the web. unless otherwise shown. Connector plate sizes are minimum atzes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with are retardant treated lumber unless otherwise shown. For additional W.... on Quality Control refer to ANSI/rPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in action dance with -Handling Installing d Bracing% HIB-91. Trusses are to be handled with Particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and Permanent bracing for holding trusses in a straight and plumb poa. Man and for rrststmg lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal preeeutionary action for trusses requires such temporary bracing during installation between (fusses to avoid toppling and dominoing. The supervision of erection of trusses stall be under the contml of persons experienced In the tmtallaUon of trusses. Professional advice stall be sought U needed. Concentration or Construction Inds greater than the design loads shall not be applied to muses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. its: ARLINGTON K 38L4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D. 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB = 1.15 3-2-3 0-66-6 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite All COMPRESSION Chords atrl easstmledple �to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction .TC... FORCE ... CSI ..BC ... FORCE. ..CSI 1- 2 -48 0.45 4- 3 -269 0.22 TI: T 9TY:2 ==------== ===Joint Locations======_=__=== 1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ..... X-LOC Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W- 4.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 1 2 6 00 0-8-0 I 3.00 I 4-0-8 4 205# 8.001, 1 1-1-9 1 I _ EXCEPT AS SHOWN PLATES ARE 7'L20 GAITESTED PER ANSUTPl 1-1995 1 4-8-8 Over 3 Su pports 3 98# 2.5011 60# 2 50" 7-4 C/L: Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP OVIEDO.rLa27na Design: Matrix Analysis TVAKIPIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing Portal bracing or similar bracing which is a part of the building design and which must he Considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bmctng al ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 cf TRI. (Truss Plate ImUtute. TR, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C:YTEE-LOKIHOUEDJR Eng. Job: Dwg: Dsgflr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Attach with (4) 10d Toe -Nails Attach with (l) 10d Toe -Nails scale = 0.6603 Truss ID: T Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCs: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and installation of tresses. This truss has been designed as an Individual building component In accordance witi ANSI/M 1-19%and NDS-97 to be Incorporated as part of the building design by. Buikti g Designer (registered architect or professional engtnced. When reviewed for eppro al by the building designer, the design loadirlp shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specllkavons or special applied loads. Unless shown, truss has not been designed for storage or occupancy leads. The design assumes compression chords (top or bottom) arc conUnu- ously bmeed by sheathing unless otherwise speeNed. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of W-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In coNortnance with the fabrf©lots plans and to —1. a continuing respom1bWty, for such ved- fichtlon. Any dlsempanctes are to be put In wriUng before cutting or fabrication. Plates shall not be installed Over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates Shan be locoed on both faces of the truss with malls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate N 5• wide x 4• long. A 6x8 plate Is fr wile x it long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate suns arc minimum sues based on the forces shown and may need to be Increased for certain hand. Iing and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Wormation on Quality Central refer to AN51/7P1 I-19% PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with 'Handling W Instang At Bmctng•, H1B-91. Trusses are to be handled with Particular cart during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- IIIon and for roasting lateral forces shall be designed and Installed by others. Careful hand- ling IS essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during tnstallatlon between tnisses to avoid toppbg and dominoing. The supervision of erection of trusso shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design lards shall not be applied to trusses at any time. No leads other than the welght of the erectors shall be applied to muses until after all fastening and bracing b completed. ,ru. MRl-l14t.7l1.Jly R 0*4 Al;: I U# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-6-3 0-6-6 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.24 4- 3 -112 0.12 TI: U 9TY:2 = --===Joint Locations==============- 1) 0 =0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ---- MAX . REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc 3- 3-12 69 99 -181 TOP pIN 0- 4- 0 161 143 -293 BOT PIN 3- 3-12 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, CSC, V- 125mph, H= 15.0 ft, I= 1.00, Exp•Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W= 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 1 2 6.00 3.00 I 0-8-0 2-8-8 4 161// 8.00" 3 70# 1.50" 1-1-9 44N .50" (R1-1-7) bin 3-0-8 EXCEPT AS SllONVN PLATES ARE TL20 GA TESTED PER ANSI/TC/L: -3-12 PI 1-1995 Over 3 Supports � Imaronda Systems 4005 MARONDA WAY SANFORD• FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 loos VANNESSA D2oVIEDOX1.327GG Design: Afdfrix Atwlysif YVAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: which Bracing Shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing Pam of the building design and which must be considered by the building designer. 0mcing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the rntrall structure may be required. ISec HIB-91 of TPq. muss Plate Institute. TPI, is located at 583 D'Onofdo Drive, Madison. Wisconsin 53719). JOB PA771: C:I7EE-LOKWOMED7R Attach with (3) 10d Toe -Nails Attach %vilh (1) 10d Toe -Nails scale = 0.8355 Eng. Job: WO: ARM Dwg: Truss ID: U Dsgitr: TLY Chk: Dale: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:0 05.02- 21618- HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Infomtation Provided by the client. The designer dtsclahns any responslbWty for damages as a result of faulty or Incorrect lnforriation, specdicatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It rosy relate to a spe- edk project and accepts no responslbilty or memises no control with regard to fabrica. tion. handling, shipment and Installation of tosses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated w part of the building design by a Building Designer (registered vchilect or professional enyyreed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or Occupancy loads. The design assumes compression chords (top or bottom) are conllnu- Ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rtgd ceding, they should be braced at a maximum spacing Of IOr-0- o.e Connector plat" shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator`s plans and to realize a continuing responsibility for such vert- Beation. Any discrepancles arc to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nectar plates stall be located on both faces of the taus with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is W wide x 4- long. A 8x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the cenuokl of the webs unless otherwise shown Connector plate sizes are minimum sizes based on the fortes shown and may need to be Increased for certain hand- hng and/or crecUon stresses. This truss is not 10 be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling InslaWng A Bracing'. HIB-91. Trusses arc to be handled with particular can during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bmeing for holding trusses In a straight and plumb pes- Won and for misting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal preeautionary action for trusses mqubes such temporary bmctng during Installation between trusses to avoid toppling and dominotng. The supervision Of erectln of truces shall be under the control of persons uperknced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to loads at any time. No ods other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. ,fu..MICLIN%.7IVI4 K J&4 Al;: IU# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 59 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 WO: ARLK WE: Analysis based on Siirplified Analog Model. MULTIPLE LOADS -- This design is the ccugposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, CakC, V= 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- Encl L. 58.0 ft W= 2.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 19 0.05 4- 3 -7 0.03 TI: V QTY:2 = _ ===Joint Locations=============== 1)= 0 5- 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- R-Loc Vert Horiz Uplift Y-Lot 1-11-12 48 59 -125 TOP PIIN 0- 4- 0 113 69 -159 BOT PIN 1-11-12 19 0 -4 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 159# Support 2 125# Support 3 4# 2-0-8 1 2 0 Attach with (2) 10d Toe -Nails 1-2-8 0-4-2 Attach with (1) 10d Toe -Nails Face = 0-2-8 3.00 I 0-8-0 1-4-8 4 114# 8.00" 1-0-0 1 3 48# 1.50" (RO-10-10) I 2-0-8 19# 1 50n EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 C/L: 1-11-12 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: scale = 1.2149 LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: W06AUR CONTRACTOR. Dsgnr: TLY Chk: Truss IID:LIF V Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: Bracing TIC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 shown on this drawing is not erection bmeing, wind bracing, portal brachig or shnllar bracing which Is a part of the building design and which must be 1 C Dead 7.0 psf DUfFQC - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. considered by the bullring designer. Bmctng shown is for lateral support of truss members only to reduce buckling length. Provisloms must be determined amua��b��N `o�t�n�o`e�„g�;t; BC Live 0.0 psf O.C. Spacing: 24.0" LICENSE #0050068 ;Rmadi�lOmtions by the building designer. [See n, of fi (truss Plate Institute. TPI, is located at 583 'Onofy be ri Drive, BC Dead ] 0.0 psf Design Criteria: TPI IOM VANNESSA OP OVIEDO.FL327GO Madisoired. Wiscomf-91 53719). Code Desc: Deign: Mmrir Andlprit JOB PATH: C:ITEE•IAKIHOAfED1R TOTA1, 33.0 psf V109 05.02- 16 - 1 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Wannatlon provided by the client. The designer dlsclahas any responsibility for damages as a result of faulty or incorrect Information, specllloallos and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnforrmation as It may relate to a spe- elite project and accepts no responslbWly or exerctses no control with regard to fabria- tton, handling. shipment and installation of trusses. This tress has been designed as an individual building component in accordance with ANSIrM I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local cOnsUc records for wind or snow loads. project spccLncatIons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) an continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied ttgjd couing, they should be braced at a nuuxlmum spacing of IO'40' o.c. Connector plate shall be manufactured from 20 gauge hot dipped galvanred steel meeung ASIM A 653. Grade 40. urd ss otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in confamuvnce with the fabrtcator's plans and to reshze a continuing responslbWty for such verl- ncrtlon. Any discrepancies an to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shun be cut for tight rating wood to wood bearing, Con- nector plats shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots ()roles) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown Connector plate sizes are rnlnlmum suo based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. Thts truss is not to be fabntated with tire retardant treated lumber unless otherwise shown. For additional inforination on Quality Control refer to ANSI/7PI 1-IM PRECAUTIONARY NOTES A8 bracing and erection recommendations are to be followed in accordance with'Handting installing @ Bractng-. HIB-91. Trusses are to be handled with particular are during banding and bundl[ng, delivery and Installation to avoid damage. Tempomry and permonent bracing for holding trusses in a straight and plumb pas - Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Norms precautionary action for trusses require such temporary bmcng during Installation between trusses to avoid IopplLig and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought It needed Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D. 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: . T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 1-2-7 0-6-6 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 20 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 58.0 ft W. 0.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -6 0.01 4- 3 0 0.01 TI: W QTY:2 ==============Joint Locations=============-- 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7-12 16 20 -44 TOP PIN 0- 4- 0 76 24 -143 BOT PIN 0- 7-12 g 0 -3 130T H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 143# Support 2 44# Support 3 3# 0-9-0 1 2 6.00 0-10-14 4 3 77# 8.0011 17# 2.50" 1-1-9 8# 2.5 ' 0-0-1 0-9-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSIPI'PI 1-1995 Over 3 Supports IL' 0-7-1JR0-0-1) Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 loos VANNESSA DaOVIEDO.R.32760 Design: Matrix Analysis VVAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of taw members only to reduce buckling length. Provisions must be made to anchor lateral bractng at ends and specified locations determined by the building d sigmr. Additional bracing of the overallstructure may be required. (See HIB-91 of TPI), rrruss Plate Institute. TPI. is Mated at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PA771: C.ITEE-LOKViOMEDIR Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.7484 Eng. Job: WO: ARLK Dwg: Truss ID: W Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psr Durfae - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.02- 21620-11 NCS: 03.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any respomibibty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the I— designer by the client and the correctness or accuracy of this information as it may relate to a spe- eIIlc project and accepts no responsibility or exercises no control with regard to fabrics. lion, handling, shipment and Wmllation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtneed. When reviewed for approval by the building designer• the design loadings shown must be checked to be sure that the data shown are In agreement with the loci building codes, local cUmatie records for wind or snow bads, project specifications or special applied tads. Unless shown, toss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conUnu. ousy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling they should be braced at a naxbnum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plats and to realize a continuing responsibility for such "11- ficaUon. Any discrepancies are to be put In writing before cutting or fabrication. Plates Shall not be huta➢ed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con. nectar plates shall be located on both faces of the truss with talc fully Imbedded and shah be syrrt. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long A Bx6 plate is 6' wide x 6' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sties arc minimum Slur based on the forces shown and may need to be Increased for certain hand - Ling and/or erection Stresses. This truss is not to be fabricated with lire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI17PI 1-19% PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with "Handling Installing n4 Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent brazing for holding trusses In a straight and plumb pos- ition and for misting lateral forces shah be designed and Installed by others. Careful hand- ling Is essential and erection bracing 1.always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domino(ng. The supervision of erection of tosses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of ca stnuction loads Beater than the design Inds shall not be applied to trusses at any time. No loads Wier than the weight of the erectors shall be applied to trusses until after ail fastening and bracing is completed. J15: AMLINI-iiuN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V. 125niph, H= 15.0 ft, Ie, 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 40.0 ft W= 10.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.09" D= 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 0-6-6 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 448# Support 2 518# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -998 0.45 6- 5 920 0.22 2- 3 -964 0.52 5- 4 55 0.14 11-0-0 TI: X QTY:12. _ ===Joint Locations=============== =1)==0 0 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -518 TOP H-ROLL 0- 4- 0 432 243 -448 BOT PIN PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 243# 1 2 3 Q 2.00 0-8-0 1 1W 6 5 433# 8.001, L. 1-7-2 1 1 (R1-7-0) 1 10-8-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DMOVIEW.FI-32766 Design: Malar Analysis v1►HKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmctg shown on this drawing is not erection bmcbV, wind bracing, portal bracing or Similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltk,nal bracing of the merall structure may be required. (See fi1B-91 of TM). rrruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOKIHOMWIR 2-6-5 l5d 0-3-8 358# 2.50" 0-38 (RO-2-15) scale = 0.4694 Eng. Job: : ARL Dwg: Truss ID: X Dsgnr: TLY Clik: Date: 4-21-03 TIC Live 16.0 psf DurFaC - Lbr: 1,25 TIC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.011 BC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 Dsf vno nc ne n, zn, , , HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information Provided by the client. The designer dsclams any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and irutagation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engin-1. When revlewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. Project specMcations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by shnthing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a mmrdmum spacing of lo-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformnanm with the fabricator's plus and to realize a continuing responsibility for such vett. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes, knots or distorted grain. Members shag be tut for tight fitting wind to wood bearing. Con- nector plates shall be located on both faces of tits taus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 0x8 plate is 6- wide x 8' long. Slob Iholesl run patail l to the plate length specified. Double cuts on web members shall meet at the centroid of the web. unless otherwise shown. Connector plate sizes are minimum cs slzbased on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to b. fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/rPI 1.1995 PRECAUTIONARY NOTES All bmeing and erection recommendations are to be followed In accordance with 'I landling Installing h Bracing', HIB-91. Tosses are W be handled with particular care during banding and bundling, delivery and Installation W avoid damage. ora Tempry and permanent bracing for holding trusses In a straight and plumb pos- Mon and for M13Ung lateral form shall be designed and InsWBed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during btstallatlon between trusses to avoid toppling and dominoing. The supervlslon of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. au. nF%L-"4.7I%JI'4 A JO(4 Fit.: IUS UI'LIFI U.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 232# MAX LIVE LOAD DEFLECTION: L/364 at Mid -panel # 3 L=-0.34" D= 0.07" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, CSC, V. 125uph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L- 40.0 ft W- 10.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 1041 0.53 5- 4 -1173 0.40 2- 3 -89 0.37 5 400# 8.00" !p7-1 (R1-7-0 6 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLfTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOX1.32709 Design: Afdrru Andyiir 2.00 TI: XI BTY:2 =____ =—Joint Locations======______ 1) 0- 0- 0 3) 10- 0- 8 5) 0- 0- 0 2) 5- 1- 8 4) 10- 0- 8 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10- 1- 4 80 0 -243 TOP H-ROLL 0- 4- 0 399 232 -422 BOT PIN 10- 1- 4 246 0 -261 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 243# Support 3 261# 2-44 1-77-3 - 1 80# 2.50" 10-3-0 247N .50" Over 3 Supports C/L: 1 -1-4 scale = 0.4971 WRKIVINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal brachrg or similar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only W reduce buckling length. provisions must be made W anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HI8-91 of TPi). rrr ss Plate Institute, TPI, is located at 583 D'Onofrto Drive, Madison, Wtscortsin 53719). JOB PATH: C:ITEE-LOK1110MEOIR Eng. Job: Dirg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: X1 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the chant- The designer disclaims any responsibility for damages as a result of faulty or Incarfect Infomrallon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnfonnaUon as It may relate to a spe- Ic project and accepts no resporrslbWly or exercises no control with regard to fabrica. Lion. handling, shipment and installation of asses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 Lobe incorporated SS part of the building design by a Building Designer (registered architect or professional engtneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data sham are In agreement with the local building codes, local cllmatie records for wind or snow, loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or halt=) are continu- ously braced by sheathing unless otherwise specified. When bottom chords In tension ate not fully braced laterally by a properly applied rigid cetling, they should be braced at a maximum spaeng of la-0- o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMM A 653. Grade 40. unless otherwise shown, FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl. tcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed Over knothole. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can. nector plates shall be located on both faro of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- king. A 8x8 plate is 6- wile x it long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmkl of the webs unless otherwise shown. Connector plate sizes are mmtrnum zes sibased on the form shown and may need to be increased for certabh hand. lingand/or erection stresses. This crass is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infomwtion on Quality control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendatloru are to be followed In accordance with 9landling Installing R Bmcbng'. HI13-91. Trusses are to be handled with particular care during banding and bundling, delivery and Wtallatlon to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and fro resisting latend forces shag be designed and installed by others. Careful hand. ling is essential and crecUon bracing is always mqubed. Normal precautionary action for trusses requites such temporary bracing during Installation between [fusses to avoid lopphg and dominotng. The supervision of creetlon of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be npphed to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 433# Support 3 13# MAX LIVE LOAD DEFLECTION: L/598 at Mid -panel # 2 L=-0.15" D= 0.02" T--0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 3-1-8 0-6-6 Face = 0-2-8 0-8-0 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccvlposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Ebcp.Cat. B, Rzt= 1.0 Bld Type. Encl L- 40.0 ft W- 7.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -131 0.51 4- 3 -16 0.39 308# 8.001h I_ 1-6-0 1 1 (111-5-3) 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-32760 Design: Matrfs AnabWs 2.00 I TI: Y QTY:2 _____======= Joint Locations===========_=_= 1) 0- 9-11 3) 7- 3- 0 2) 7- 3- 0 4) 0- 9-11 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz lift Y-Loc 7- 1-12 172 0 -433 TOP H-ROLL 0- 4- 0 308 249 -368 BOT PIN 7- 1-12 67 0 -13 BOT H-ROLL, PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 249# 172# 2.50" 7-3-0 67# 50rr Over 3 Supports C/L: -1-12 scale WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing portal bracing or sunnar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provislom must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPB. (Truss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 537191. JOB PA771: C.'ITEE-LOKI110AIEDIR Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Connectiou by others. = 0.6719 Truss ID: Y Date: 4-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 Jd: AKLINUIUN K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer discl,.hm arty responsibility for damages as a result of faulty or Incorrect Inform ilon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cinc project and accepts no responsibility or uerclses no control with regard to fabrica- tion, handling, shipment and installation of truss— This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes chords compression (top or bottom) are continu- ously braced by she nthing unless otherwise Specified. Whcm bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-O- O.C. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mating ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is N confommnce with the fabricators plans and to mitre a continuing responsibility for such verl- fleation. Any discrepancies are to be put in writing before cutting or fabrication. Plates installed not be lnlled over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con. nector plates shall be located on both fare of the truss with nabs fully imbedded and shall be sym, about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 8' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sbo are mbnbnwn sloes based on the force shown and may need to be increased for ccrtain hand- ling and/or erection stresses. TTds taus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional lnfon nation on guallly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with'Handling InstaWng @ Bracing', HIB-91. Trusses are to be handled with particular Tara during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding louses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal premutlorury action for dosses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of louses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of eamuueuon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to muses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-2-11 0-6-6 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coaposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 mist be able transfer 82 pounds of horizontal reaction ..TC... FORCE ... CSI .-BC ... FORCE ... CSI 1- 2 -31 0.32 4- 3 -173 0.16 2.00 �J 0-8-0 I 4 �I 212# 8.0011 �a 1-7-2 " (R1-7-0) � EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Marrir Ana(vsis TI: Z 6QTY:2 ___ =___ _=====Joint Locations======____===== 1)0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, Ie, 1.00, EXp.Cat. B, Kzt- 1.0 Bld Type= Encl Le, 40.0 ft W= 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 87# 2.50" — 4-3-0 54# 2 0" Over 3 Supports C/L: 4-1-12 VV,RKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bmetng, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown in for lateral support of truss members only to reduce buckling length. Provisions must be —de to nnchor lateral bracing at ends and specNed locations detenNned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPll. muss Plate Institute, TPI, is located at 583 D'Onofrio Drive, sladison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEOIR Attach LOd T4 scale = 0.9442 Eng. Job: : ARL C Dwg: Truss ID: Z Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V70 05.02- 21625-11 HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or incorrect mfonnallon, specifications and/or designs fumbhed to the truss designer by the client and the correctness or accuracy of this Information as itmay relate to a spe- c. project and accepts no responsibility or exerebes no control with regard to fabrics - lion. handling, shipment and Installation of louses. TAB truss has been designed as an individual building component in accordance with ANSi/TPl 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engneell. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the Local building codes, load cibnatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, tow has not been designed for storage or occupancy bads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied Ngld aging, they should be braced at a rnexbnum spacing of 117-0- o.e connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad mvlety "Its drawing to verify that this drawing b in conformnance with the fabricators plans and to realize a continuing responsibWty for such vent. flcatlon. Any discrepancies are to be put in willing before cutting or fabrication. Plato shag not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con. nectar plates shag be located on both faces of the truss with nalb fully imbedded and shag be sym. about the joint unless otherwise shown. A Sx4 plate Is 5- wide x 4- long. A 6x8 plate Is 6' wide x 9' king. Slots (holes) run parallel to the plate Length specified. Double cuts on web members shad meet at the mntmtd of the webs unless otherwise shown. Connector plate sizes are ontrumum zes sibased on the forces shown nerd may need to be Increased for certain hand- Itng and/or erection stresses. Thb truss is not to be fabricated with the retardant treated lumber unless otherwise shown. For addill nail information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with *Handling Installing a Bracing', HIB-91. Trusses are to be handled with particular eve during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding louses in a straight and plumb pos- ition and for resisting lateral forces shag be designed and Insist) by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topphng and domhtofng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design bads shag not be applied to trusses at any time. No bads other (Iran the weight of the erectors shag be applied to trusses unlg after all fastening and bracing Is completed. JD. HKLIIVVIUIV R 1&4Al.: IU# UNLIFI D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-4-7 T 0-6-6 WO: ARLK WE: TI: Z1 MULTIPLE LOADS -- This design is the =___ _=_-Joint Locations composite result of multiple loads. 1)= _ _ e: 0- Oc 0 3) 1- e- 4=====__________ All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- t WndL,od per ASCE 7-98, CSC, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Her 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 0- 4- 0 137 63 -226 BOT PIIN Bld Type. Encl L= 40.0 ft W= 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI ..BC...FORCE ... CSI 1- 2 -3 0.01 4- 0 -55 0.01 0- 3 20 0.01 1-84 11 1 2 4.00 2.00 1 0-8-0 j3iE 1-04 Plate Height l4 = 0-2-1 138# 8.0011 3 1-7-2 48# 2.5011 (111-7-0) 1-84 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 1.5329 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE //0050068 _. 1003 VANNESSA DP OV1eDOX1.32766 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing, wind bracing, portal bracing or similar bracing which s a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HLB.91 of TPd. rrruss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madban. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Cl1k: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: Z1 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PA771: C:ITEE-LOKUIOMEDIR HCS: 08.20.02 . cD CV Ln pq rn CV d z Dalton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL . TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOT S. 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO IF CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN .054" HORIZ TRACK THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR (2) 1/4-20x9/16" INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 81 4. U-BAR TO HAVE A MINIMUM DRILL IN OR 9/32"R HOLE N TRACK FOR YIELD OF 80 KSI JB-US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD ,FOR THE BUILDING OR STRTJ,Q:TL k AND IN ACCORDANCE aw rN rp, RZR N T BUILDING COPES-D.FJITE�%;ADS LISTED ON :YH15 .DWIGy�y? (1) JB-US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). Wayne WINDLOAD SPECIRCATION 0/09 APPROVED SIZES: 9'-0' MAX W10TH x 14'-0" MAX HEIGHT - .MAXIMUM SECTION WIDTH 21" 5/1.6xi -5/8" LAG SCREW i AT EACH JB-US BRACKET .054" VERT TRACK 1 /4-20x9/16- TRACK BOLT & 1/4-20 HEX NUT AT EACH JB-US BRACKET N bR1.C'AROIJNh�,0'qRRUF GO0nNNOERCN 01m4189 NORM 9Nill :`.'i:i•,.: U�38-i Date: l r "7' �OF'� 4 oP rioN CODE. • D:1'b8. REV. _ -P WM 9 ' x 14 ' MAX 4 S� REA RA! TRACK, END HINGE, TOP BRA CKET REOUIREMENTS 1 /4-20x9/16" TRA BOLT & 1/4-20 H NUT THROUGH At TWO AL.ICNINC HOL TOP BRACKET (P/N 108077) (5) 1/Y-4VxJ/O TEK SCREWS (P/N 141668) 14 CA WIDE BODY HINCE P° :\ ° i i (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 1/4-20x5/8" SCREWS END HINGES 9. 20 GA °Q' BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) r LLH HIfO N YLOP.-ROLLER (P/N- 270791 �y BOTT 8RACK ET \ (P/NH-2.70 54 & LH-2'20M.5) (3f -l/4-2x7/8" :.•,TEK CREWS Approved: /' - - = y RH END HINGE W.S. Wls°n, P.E. 3395 AOOISON OR., PENSACOLA . FL 32514 FLORIOA CERTIFICATION NO. 0048489 OEORCIA CERTIFICATION NO. =519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: 3 - 5-- a OPTION CODE-.- 0108 REV.=_ P " �.(20 CA CENTER 16 CA END STILES STILES). WM9'x 14' MAX 44PSF 2OF4 ' U-BAR L OCARONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'—Y HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS LOCATED AS SHOWN F�, 1~ 9'—O" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6' THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE . r.� 1 Approved: 1 '` VIS. 4filxn 1�E:'r'l� Y395 A6061 'OfL. FLORIDA TERTIFICATION NO. 004848§ :- 0091A CEKnoanON;?4O`,IaT8519 rORTH .C,AROUNA CERnFICAnoN NO : 0138 6 -.`• ..:.� r�,UD UD Date: E TION COO,E :::ld y REV. P WM 9 " x 14 MA a 44 5 - 1 OF 4 1 Wind Load Test Report Report !# 0108P February 1, 2001 TES'i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola'FL. Product was installed with tools and hardware as normally done in the field and per specificatiTs outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. ,The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes l0 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or l l%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRIPTION: • 1. Waynelvlark Model 8000, 90, 4 section. Z. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section•. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'•AnN,Wers;:Qp13(Q127). APPROVED.bPT30N.: Based on ofhe�'iest$ J) t Cc}u !alef}G''Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: �� :? W.S.:V,[dson,; 3395.AddisorrDrr, Florida Cort;Tla.OD�i8.48 Georgia Ccrt'Nb��'jt851 •'r"•\ r . j Nortli Carolina Cpr.Nd. 63V 0�r COUNTY UILDING-DII 1510N Al..'?Iel T C0 1n rn CV Wayne• foaiton MODEL: S TYLE: . DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECFICA TION 0110 WAYNEMARK 8000 & 8100 RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES: 1 . GLASS. DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI 'A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26. GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL. BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR`°TH-E LOADS LISTED ON THIS.•.01RAWINGa,,.:'',». 13 GA HORIZ ANGLE 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"xi-5/8" LAG SCREW AT EACH J8—US BRACKET 'DRILL .281 OR 9/32"Q HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB-US BRACKET (1) JB-US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (1) JB—US BRACKET LOCATED Approved: _ ' 11c_%'rAT EACH ROLL ER LOCATION EXCEPT TOP BRACKET ROLLER 3M (P/N 125139). wtso SS15 AO �ON,�pN'"PAN$ 0 FL 32514 - J ;_ F� OA CFFT1➢t.\�IbEU FC1JD�189, • %• _'.,�%�.�:. CMRCt4•;:6n 1CAnON -N4. 0 185 19 ' NCgTMDVNS ffR?F1G0ON N0. 072Ire C v. Date: - 2(9-0/t� ,.r) APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION' WIDTH 21" �F-71e �Vtan L+ �:1 Asti `� �1' :,; :REV. P1 WM 16' x 14" MAX, f27 -29 PSF 1 O.F. 4 OP TION COOr>>: 1 1 M cQ ': [Cb� G7 L►• TRA Clf END HINGE, TOP BRA C(ET RECUIREMENTS 1 /4 204/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) I/a"-2ox5/E TEK SCREWS f (P/N 141668) ,a, 7 i. 0.4ARROW BODY HINGE O (4) 1/4"-20x5/8" SELF —THREADING SCREWS / '— (2) 1 /4"-20x5/8" 2" NYLON ROLLER T•. TEK SCREWS ALL / W/ 4 1 /2" STEM (P/N) 108135 END HINGES - Q o I - j ab j�••` 1 _ WIDE BODY \ ;'7/16" PUSH NUT AT EACH. HINGE (P/N SEE •,ROLLER (P/N 243341) BILL of MAT L) ; t• , LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS 3" 20 CA 2�' OR HINGES U—BAR HIN RH END HINGE (3) 1/4"-20x7/8" 'TEK SCREWS (P/N 100507) s 111111111 I i mlmm_mm� 101 11j,lj_ �11� Approved: _ �-- �1/2 20 GA CENTER ws. wason. P.E "� STILES M95 AODISON OR. PENSS..ACO" FL 32514 I FU)ROA CEffn.crAnON •NO. 0048489 A GEORMA CERT*r—AT10N NO. 018519 \ BOTTOM BRACKET 16 GA ENO STILES NORTN CkROUNA CFR11F1CJ1TION NO. 02 6 (P/N RH-270354 Date: 4'—,Z 8- o & LH-270355) OPTION CODE 0110 RE PI WM .16 " x 14 " MAX, f 27 —29 PSF 1 2 OF -4 U-BAR L OCA •%IONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3- 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3' 20 GA 80 KSI U—BARS LOCATED AS SHOWN a } 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I (2) 1/4"-2ox5/8" TEK SCREWS ATTACH AT EACH STILE 1495;/ODISON OR^P0S,(d0 -F' 325151..•c �r FhDRIOA�(� }89 %,z^•_-.r•_ !'.GEORCSA• N�KT- j0! Q 46TC£JtTI��y.�'Tl(0 ¢�NcNa 02J836 r C r.. fL ;i, yi o Date0 0 0 r:: - 2 01.. ' �� j+ P 4 ► q 4 0 'r 4.� �„ OPTION Cbd��F;'( �1 ,;; t `��REV P1 WM 16" x 14' MAX, +27 -29 PSF 3 OF 4 ,,,,4� CENTER 5 TIL E & IN TERMEDIA . TE HINGE L OCA TIONS 16, 15' 14' 12' 10, Approved: OvRANGE COUNTY BUILDir vi D IV W.S. Wilson, P F• 3395 ADDISON OR., POMACOLk FL M14 FLORIDA commkiiON NO. 0048489 CEORM COMMATION NO. 0111519 NORTH WIMINA CERTIFICATION NO. 0231136 Date: ?-Zg—o( OPTION CODE. 0110 1 REV- PI I WM 16'x 14'MAX, *27 -29 PSFI 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; fL. Product was installed with tools and hardware as norinally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February22, 2001. Temp-71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 160, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom:astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY S1IvnARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgved'to 3.times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop iid Ans�very/,GAIS(QI27). APPROY!Ea-OP'I;IO�d$ Based ono_ er tcs b'` uiGi"- 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. t AU ` Q. o p r 'Name: ,.':''r,(t� :t.. W S Wll$on •p ..,�� �• `y:-s-' a J �t L -wet 3395 AddlisSh.6r„ PeCola':Fl{ ?5I4 Florida Cert Georaia Cert'No. �Aq .1 v„ h� //- /1-8� L 0 r] Wayne. WINDL OAD SPECIF/CATION 0108 pal#on . APPROVED SIZES: _...MODEL: WAYNEMARK 8000 & 8100 9',-0" MAX WIDTH x 14'-0" MAX HEI STYLE: RAISED PANEL SCC # e a MAXIMUM SECTION WIDTH 21" DESIGN PRESSURE: POS./NEG. 29.3 PSF Z NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ,ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM .7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A .MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN' THE END PANELS OF THE .BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: 5� W.S. Wilson, P.E. 3395 AOOISON OR., PENSACOLA FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION N0. 023836 Date: `T —.2 OPTION CODE 0108 1 RE-V. P 1 MASTER PLAN 13 GA HORI Z ANGLE .054" HORIZ TRACK (2) 1 /4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16xi-5/8" LAG SCREW AT EACH JB—US BRACKET .054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8—US BRACKET WM 9 ' x 14 ' MAX 44 PSF I 1 OF 4 TRACK, END HINGE; TOP BRACf(ET REQUIREMENTS 1/4-20x9/16' TRACK ° BOLT do 1./4-20 HEX s s NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) • (5) 1/4-20x5/8' TEK SCREWS (P/N 141668) �-� 14 GA WIDE BODY HINGE (4) 1/4-2Ox5/8' SELF —THREADING SCREWS (P/N -100320) MASI&! -- (2) 1 /4-2Ox5/8- TEK SCREWS • q ALL END HINGES 9 . •�0 3' 20 CA o0. — U=BAR WIDE BODY HINGE (P/N SEE BILL OF MAIL) NYLON ROLLER (P/N 270791) � 1 BOTTOM BRACKET (P/N RH-270354 — & LH-270355) �. (3) 1/4-20x7/8' N'•.N TEK SCREWS N. (P/N 100507 Approved: ` W.S. wam,, PZ 3395 ADDISON OR., POCACOL. FL 32514 F WRIOA CIUMFICA110N • N0. 0048489 GEORCIA CUMFr-ATION N0. 018519 NORTH CAROUNA CETi nCa110N NO. OMS Date: 4 --28 -DI 16 GA END STILES (20 GA CENTER STILES) OPTION CODE.' 0108 1 REV.' P 1 I WY 9' x 14 ' MAX 44 PSF 2 OF 4 U-SAIR L OCA TIONS NOTE: " MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN M��'.� ; 5'-0"`^i4U 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN' 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN ir (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH S71LE Approved: W.S. Way, PF 3395 ADDISON DR.. POLSACOLA , FL 32514 FLORIDA CERTIFICATION No. 0048489 GEORGIA MMICATION NO. 018519 NORTH CAFIOUNA CERTIFIC TIGN NO. 023838 Date: If- z 8 - 0( oP 77ON CODE.- 0108 1 REV PI I WM 9 ' x 14 ' MAX 44 PSF I 3 OF 4 r� Wind Load Test Report Report # 0108P I February 1, 2001 •TEST •REOUIREMENT: to door, must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or I I %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P :TEST DATE: January 25, 2001. Temp 64° F. .(ODUCT DESCRIPTION: ��� D _ I. WayngMark Model 8000, 9x7, 4 section. 2. Exterior skin -has minimum of .0175,. The minimum yield stress is 33 KSI. TER P�1� 3. Standard bottom astragal and retainer. MAS i . 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS ®Based on other tests b ' e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. lme: W.S. Wilson, P.E. 9 28-01 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 cfl rn CV d wagne. Balton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 �. RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF S`CC # O� _ 00(p MAXIMUM SECTION WIDTH 21" NEG. 29 PSF ', `�" I mkllt$ l NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD .OF .33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57-KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. Wilson, P.E. 3395 ADOISON OR., PENSACOLA. FL 32514 Fl.ORIOA CERTIFICATION NO. 0048489 6EDRCIA CFRflFlCAT10N MO. 018519 NORTH CAROLINA CERTIFICATION N0. 023838 Dote: f — 2 8 —O 1 067" HORIZ 1 (2) 1/4"-20x9 TRACK BOLT 8 1/4"-20 HEX 5/16"xl -5/8" L SCREW AT E.A JB-US BRACN DRILL .281 OR 9/3; HOLE IN TRACK F JB—US BRACN A TTACH ME 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB—US BRACKET (1) J8—US BRACK[ LOCATED AT THE MIDDLE ( EACH SECTION EXCEPT TC SECTIO .067" VERT TRA (1) JB—US BRACKET LOCAT AT EACH ROLLER LOCATII EXCEPT TOP BRACKET ROLL (P/N 12513! OPTION CODE.- 0110 1 REV. P1 I WM 16' x~ 74' MAX, *27 -29 PSF I 1 OF 4 TRACK, END HINGE TOP BRACKET REQUIREMENTS SCC # 0 2 -&a.( MASTER PLAN 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) NARROW BODY HINGE I 0 1 SELF —THREADING SCREWS (2) 1/4 20x5/8" TEK SCREWS ALL i 9 ® END HINGES A Q 2" NYLON ROLLER W/ 4 1/2" STEM (P/N) - 108135 I 0® II ®0 0 ` WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 24-334-1) BILL OF MAT'L) LOCATED .25 MAX BETWEEN 3" 20 GA PUSHNUTS AND BRACKETS OR HINGES U—BAR LH END HINGE RH ENO HINGE (3) 1/4"— 2Ox7/8" rTEK SCREWS I (P/N 100507) r � Approved: ws way,, PE 3395 ADOISON OR., PENSACOIA FL 32514 I� FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 \ NORTH CAROUNA COMFICATION NO. 0=6 Date: 4 -.Z 9 — o ( OPTION CODE: 0110 ! REV.- P 1 I i • I � i i ! 111111111 0 MEN-- , [killiti.11.111 " =A-==== L 20 GA CENTER STILES ® BOTTOM BRACKET 16 GA ENO STILES —� (P/N RH-270354 & LH-270355) WM 16' x 14' MAX, +27 -29 PSF 2 OF 4 U-BAR L OCA 77ONS 0 L 'lull" NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI' U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN S C C # 22 G MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS' W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS lYli xn, P.E M95 ADDISON DR. PDGACOLk FL 32514 FLORIDA CERMF1CATION. N0. 0048.189 GEORGIA CMIF1CAMON NO. 0111519 NORM CAROWrA CVMFrAT10N N0. 023838 Date: 9 --Z. ?- 01 OP77ON CODE. 0110 1 REV 01 1 WM 16' x 14' MAX, +27 -2.9 PSF 13 OF 4 CENTER STIL E IN TERMEDIA TE HINGE L OCA TIONS C # ✓dg 16'. k4i ASTER PLAN 12' 1 10, Approved: . - W.S. Ymmn. P.E 3395 AOOISON OR- PENSACOI& FL 32514 FLORIOA CEitTMAT10N NO. OW489 GEORGLA CoUvXA110N NO. 018519 NORTH CAROUNA CER1 MA110N NO. 023836 Date: .1 L7M�ll OPTION CODE-- 0110 1 REV P1 I WM 16' x 14' MAX, f27 -29 PSFI 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 ®TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at dte geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The ma..,dmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to.. 11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 71° F. 'RODUCT DESCRIPTION: S C C # 1. WayneNfark,Model 8000, 160, 4 section. MASTER P' ^ 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. LAN. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDdMARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA13(Q127). APPROVED OPTIONS AM Based ono er to b ' uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. wo rJame: W.S. Wilson, P.E-.-' 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georsia Cert No. 018519 e Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Nora ndex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 Aaengy Initials /Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/1'5/02 Port Orange, City of Rockledge, City of Satellfte Beach,. City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 t Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 SEE CHART FOR a4 4 oa 47.4 ' 4 a° FASTENERS � 1-1/8" • CAULK TOP - OF MULL � ' - i 3/8'MIN. #10 -X 3/4" I TEK SCREW i WINDOW HEAD I WINDOW I JAM 5/8° 7/8" 1x3 MULLION XFI.A-26-1) ° lx4 MULLION �XFLA-39) FLA- 45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 5/8- 800 LB. MAX CAPACITY WINDOW JAMB 7/8" lx3 MULLYON (XFLA-26-1) 10 x 3/4" lx4 MULLION (XFLA-39) TEX SCREW WINDOW CAU i SILL VERTICAL MULLION SCHEDULE F GLE UNIT TYPE OF'- MULLION TYPE OF CLIP OW WINDOW. DESIGN PRESSURE WIDTH HEIGHT NUMBER AND INCH INCH 35�PSF FLA-45 TYPE OF FASTENERS 26" s _--1-0g 3:0_ OK_ 4 3 160 _x 1-1 2 TAPCONS 38_ 1 4 . -- --- % 1.0 x 3.0. __ --- 3 160�' x _1—I TAl'CONS 19-1/8" 50-5 7g--- --- --- OK—_` 4 —1 _ n------ _ 63C_ 1_0 x 3.0 __ ____0_K__ 4 3%161" x lZI 7APCONS �'—_-1-0_ x 3.0--- --- OK---- 4 -3 160'_z _1— J2" TAPCONS 76-3 4' 1.0 x 3.0 OK 4 3 180�`' x 1-1 2 TAPCONS n------ 28° 3.0 _0_K_-_ 4 3 160 x 1-1 2 TAPCONS 26-1/2" 50-_5z8�` _-- --- --- OK--- 4 J180'_x mil_ J2" TAPCONS _ 1_:0 x - u------ 63" ------�K--- 4 _3J60„ x 1-J2 TAPCONS ?_0 x 3.0 _0_K_- 4 _3J160� x i-J2" TAPCONS 76-3 4�. 1.0 x 3.0--- --- OK 4 3 160'' x 1-1 2" TAPCONS 28° —_• 1_0 x 3.0___ ___ OK__ 4 ' 3 160 x 1-1 2 TAPCONS 38_1%4 1:0 x 3.0 - -4 -- ____ 37° 50_6Z8�' 4 3J60•_x 1_1 TAPCONS - OK-- 4 _3J16_0 x 1-I TAPC_ON_S 76-3 4�' - --- ___ 4 _3 l60 x 1-1 2`� TAPCON_S 1.0 x 4.0 OK 4 1 4i''- x 1-1 TAPCONS - 28.4� __-1_0 x 3.0_-_ _-_ OK___ 4 3 160 x 1-1 2 TAPCO S — T _ 1.0 x 3.0__ s-- _ T___—__ NS 53-1/8" 50-5 8� -- -- OK—__ 4 3J160 TAPCONS Z_ _ 1_0 %3:0 — — r---- 83- -- ------OK2 1j�' x 1-1 2 _T_APC_ONS_ ---- 76=3 4 --- ---OK__ 2 1_1j40 x i-1 2"_TAPCONS .0 OR —2 1 40rx 1-1 2, TAPCONS • F. OF BMUTTLL "MIN.B. PRECASTED - 3 "MIN. ]llArACTURER NAME: 4 SILL = o I> p D . 3/4"MAX MASTER FILE # D D p p D SEE CHART FOR FASTENERS D D • • NOTES: °a 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T8, OR 8083 i5. " 2) ►9HBN THERE IS ONE TAPCON ((1/40" X 1-1 /2') CHARLES A. ' PA ESN, P.F ON EACH AN= LEGI?L THE TAPCON SHALL /2 REG., DAM 3/21/02©121 3) CONCRETE COMPRESSIVE STRENGT-PLACED ON MULLION cup H H3.000 o ? � V °2 AT 28 DAYS. PSI 4 d a c c NORANDEX PAGE' 30 a — NOTES: 1) ALL ALI OR Goo 2) WHEN 1 ON EAC PLACED 3). C:ONCRE AT 28 1 CHARLFS , FL. RM DATE I � MANWA DW SILL j SH HEAD DW SILL iH HEAD NP A D2 hiAi + AG"I'URER NAAW 4X e (2) 010 x 1-3/4" PH-SMS INT�2x 3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH 3 la TEIIPERM GIAS9 A 1-1/4' MIN. E�{HEDMENT D{TO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (10Rn RLmtNc cla$ Duos COUPASA7tvs ANALYSES CRART No. OP No. or 1 4' 181l ER class � Abe 8num GLASS DOOR O w' •FF-IIIammffT It DESIGN IDAD t� CAPACLTY-P8P ANCHORSANCtl[Itt9 DESIGN LOAD ANCHORS ANCHORS UPARATM �+u•� CHART No. OP No: ofLd4 Df1167131ONS CAPA -P3P (2) �10 z 1-3/4" FH-SMS INTO.2 1 BUCK SEE ELEVATION A t1EAD a $� �Ar1D �D h iRt6Y8 xctl� A H W FOR 'ANCHOR SPACING. 201' 48 a8 �� 3p 8 A" !!Wmt "4 • 9 l47.375' (41 48 46 24 S 66.7 OR3p 60 A ►� to (2) #10 z 1 3/4' PH -SUS INTO 2 BY 4�. BUCK WITH 1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. I - j- WOOD BUCK STEEL ALL ia' PANELS RE . do 60.0 D.P... O BY AL WOOD BUCK 99•5' 48 48 19 6 152.760' S7.5 57.5 24 6 HUM' 80' a7.8 ST.S tp 7a.6' (31 a7.6 . a7.6 tp 6 t 80' Sfl7 5&7 a Blom (25) 68.9 eaa to a ¢ol. Oft"Y9.6• 4a as 50 a 10 • 147.It75• (a) 4S 4S Y4 0 !6 4a I6 10 162.758' /B.R 480 P4 10 u.sr6• oe' {e) asa aae to 10 75.5' 0 lea' ;k. �Im 0 (0 �:��p Na J IN PSMT�SIS INDR:A7PS Al71s. SIIR 31ZE WIDTH PST. tO AS REQUIRED TYP. JAMB. SE( IOU SHIM (SHOWN) MUDD TRACK A5 REQUIRED 1 BY 2 BY (2) 3/18'0 1 2-1/4' TAPCOX OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 2; SHIM AS REQUIRED.. MAX SHIM STACK ALL ALUMOJUM EXTRUSIONS An ALIAYIBOB3-Tb• a OR T6 WITH TYPICAL .WALL THICKNESS OF 0.82' 3 USE HIGH UA)IPY -CAULK BE 4; GLASS THICKNESS BASED •ONTAABLEFAF1300 GLASS OW E CHARTS- AND MAY VARY DEPENDING 'ON SIZE. ` 5) CHARM - FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPIl(;ABLE'LOCAL LAWS, DEADER AND BUILDING CODES, ORDINANCES OR OTHER SAFETY SILL SECTION REQUIREUWm SOLELY WITH THE ARCHITECT TYP. 1 BY BUCK 7) BUILDING OWNER'OR CONTRACTOR CONCRETE COMPRESSIVE STRENGTH - 3 000 PSI AT 213 DAYS. 1/4" SHIM - -( MAX (4) 88.7 88.4 y4 a ,Nmil' OW, 98.7 a6.7 60.4 77.4 IB 24 a a 11 (j G •� O 88.7 a&a ea.a 1-8 to 19 6 8 O r i 1 44 68.7. a47 78.9 78.9 20 p Q 00 10 a O 80 QO 30 10 (/] CO CO: 80 aD R! 10 vJ O � 2 als.6 aa.a aa 7 71.s le I, to 10 Q °o 68.7 738 to as 0 aa.o 20 to 10 (z7 e5.2 t0 (2) 3/16'0 1 2-3/4" t0 V y A, w k b TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS. W 1, q i SEE ELEVATION FOR > ♦ ANCHOR SPACING. 9 to a QQo rq zao o 0 Z �� vl x m� X 51 X X X I X all .o x PAN% PANEL PANEL PANEL PANEL PANEL t v tm u / ems garb rA y C O y ~ (2BY2) ma,M (4BY2) nyeD lazra7m>t o` h c q NORANDEX PAGE 23 (2). 110 x 1-3/4' PH—SMS INTO 2 BY BUCK OR 3/16"o x 2-3/4' TAPCON THRU 1 BY SUM (SHOWN) WITH A 1-1/4' MM' EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH—SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. •o- - �+ rn • OP770NAL 2 BY WOOD BUCK (2) 010 x 1 3/4' PH-SMS INTO 2 BY _ BUCK WITH 1-1/2' IQN.. EMBEDMENT. SEE'ELEVATION FOR ANCHOR SPACING. ' /r-2 x Rnnn Ruru 3/16" TEMPERED GLASS IYr PANEL .SIZE INCHES DESIGN LOAD NO. N0. OF ANCHOR SCREWS IN FRAME q HEAD AND SILL JAMB •� q WIDTH/HEIGHT EXTERNAL INTERNALF12. XXX ' � W � W 30 ifs` g 591/2 " 53.3 55.816 ALL � q�, c) 361�Ie� $ 591/2 " 30 his " 49.8 49.818 18 6 22 6 o x .791/2 36 Vie' x 791/2 " 49.7 49.7 • 45 45 10 16 20 8 . SERI&9. 600 A<UMINUM'SIdDTNG GLASS DOOR FASTENER CHART 12: .18 22 8 ALL OPERABLE PANELS Gi h 1p C� 1' DIMA D.O.A.F. (2) 3O18'A z 2-3/4` TAPCON OR MIAMI c � M A NM A .�� N= g MANMA ��R�^'c (i 1 x WOOD BUCK ,l DADE APPROVED CONC. FASTENERS. • SEE_ ELEVATION FOR c y h o b 1S' RE AIRED TYP. HOR: SHIM gSHOBt� DO TRACK AA3S REQUIRED I. BY (2) 3/16'A x 2-1'/4' TAPCON OR MIAW SEE ELEOAAPPROVEDDE AS TIONFOR ANCHOR •SPACIHIER G. / NOTES; 1 SH61 AS REQUIRED. MAX SHIM STACK 1/4% 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T6 4; OR T6 3 USE HIGH .QQUALITY CAUH TYPICAL LK BEHIND B HIND WIHDow FTHICKNESS OF [ AgG GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS; MAY VARYON SMK- 6) THE RESPONSIBILITY FORDEPENDING SELECTION.OF••NQpANDE PRODUCTS TO• MEET ANY APPLICABLE _IACAL.,LAWS BUILDING CODES:. ORDINANCES OR -`OTHER SAFETY' REQUIREMENTS REST SOLELY WITH THE.ARCHITEC' BUILDING OWNER 'OR CONTRACTOR. 6) CONCRETE COMPRESSIVE STRENGTH — S;Q00 PSI AT 28 DAYS. (21JY2) act 4BY2) mK& sr&xTron O b y:y p a a e rzi n. N < i NORANDEX p PAGE 22 10 X I-3/4" P.H. S.M.9 W/1-1/2- MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. is am v mci U {I 10 X 1-3/4` P.H. S;M.S: W/1-1/2` N. EMBEDMENT. SEE ELEVATION FOR -ANCHOR SPACING. �14 0 w ALT. FIN ATTACHMENT UNDER SHEATHING CENTRAL FLORMA &0;,A F. AiTORER NAME: MASTER FILE # 3 _ NOTES: 1 :SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2 ALL ALUMINUM: EIGTRUSIONS ARE ALLOY 6063-T5 3 USB NCH QrC1[ rY62* ' CkVLLlt JBEHIND WrNDOO W OFLANGE 43` GLASS: nBdk S0-lab ON TABLE El3oo GLASS CHARTS; AND',M'&T`VARY DEPENDING ON SIZE. 5) i'H&<RESPOi9lWY.'ftR SELEMON OF NORANDEX PRODUCT3::9'fl:;;MEET-,ANY :APPL[CABLE IDCAL LAWS, BUB::DDrG•.ICODTg9.:0AblNANCES OR OTHER SAFETY REQ;II�N �R"CONTRACTOR THE ARCHITECT. 8) NOTE `•-%IN1IICATES'THAT E FASTENERS AT HEAD'- AND si►:T: =aoi?- Dt. n,. . ,. i UIO X 1-3/4" P.1{ S.M.S. W/1-1/2' MW. EMBEDMENT SEE'. ELEVATION. FOR ANCHOR SPACING. IL m )OW ISIONS WINDOW FASTENER. SCHEDULE HEIGHT 140. ANCHORS SEENOTE N0. JAMB N (INCHES) 8 35 PS 45 PS 60 PSF 35 PSF 45 60 pSF pSF o q 2 _2 2• 2 2 2 W. • •� 25" 2 2. � 2 9 -s 2' .3• 2 2 2 2 q V yr 2 2 a• 20 �• 2 z 3 2 q • q a+ 37-1/4 2: 3 3 3 � w 2 3 _ 3 3 40 ' '� 3 9 3 3 CC) h 48-6/8 2 2 2 2 2--2*'-3 2•3 3 3 3 3 !} cn ti 3 .3• 3 3 3 3 3 62" 2 2 2• •2• 3 4 4 4 4 o _2 _3 3• 4 4' 2 3 4 5 co „ b t6=3/4" 2 2• .3• 3 4 4 6 54 q q'p �7 2 _3 3 4• 3 4 5 Itl tux tma ►tuts Ol $ 0, O _ . .. F. t � - za• as STAM—A T I ® TYP. JAMB SECTION � WOOD FRAME 1. 4" MAX . (TOP AND BOTPOM) . )_�DETAIE_"C O Daumx y HEADER 'AND SELL SECTION w/1-1/21-3/4" N.' P.H. S' - ?° D�AIIrB SEE. ELEVATION FOR FL REG.."- Mi .. 49121 WOOD FRAME ANCHOR SPACING. DATE:,:3/g7/02•• o NORANDEX PAGE 10 1 10 X 1-3/4" P.H. S.M.S. IW/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 >TP. PYI � 1� fib 8 10 X 1-3/4" P.H. S.M.S. W/1-1/2 IdIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING:,-- . _ • T UFA%MI L ER TrP. Fn&E # ,Z ALT. FIN ATTACHMENT En X 1-3/4- �l0 m M ft UNDER SHEATHING SEE* ELEVATION FOR FOR ANCHOR SPACING. 1/4' MAX — SHIM (BOTH TYP. JAMB SECTION rr,'\, WOOD FRAME IIWA�2,437 NOTES: —1_—� 1) SHIM AS REQUIRED.- MAX SHIM STACK 1/4". 2) ALL ALUMINUM' SRTRUSTONS ARE ALLAY 6063—T5 0 750 TYP OR T6. WITH TYPICAL WAIL. THICKNESS OF 0.62" . 0 10 X 1-3/4' P.IL S.M.S. 3) USE-JUGH-QUALITY'.CAULK ,BEUM WINDOW FLANGE. W/1-1/2' MIN. EMBEDMENT 4)� GLASS THICKNMS ;BASED 'ON TABLE E1300 GLASS O SEE. ELEVATION FOR CHI•AND -MAY -VARY DEPENDING ON SIZE. ANCHOR SPACING. 5) THB RESPONSB3ILIiY FOR'SELECTION OF. NORANDEX PRODUCTS— •MEET ANY APPLICABLE LOCAL LAWS. BUILDING -:CODES `ORDINANCES OR OTHER SAFETY REQUIREMENTS 'REST SOLELY WITH THE ARCHITECT. � HEADER AND SILL SECTION BUFMD(G !OWNER --OR CONTRACTOg a CHA. PA IP.E: •6) NOTE • INDICATES= THAT EQUAL FASTENERS AT WOOD .FRAME �- REc. ENc. ®:,as12L HEAD AND' SILL -ARE REQUIRED. DATE: 3/27/02 TTP. lT rie.n L e�• na All -A DEI'l6IL-C SASHr OF. DETAIL=B _ q �•�� b m� IV1�ypbb �1 ti 4 4k y �k. NORANDEX L PAGE 21 zw*TAPCON WITH A 1-1/4" MIN. EMBEDMENT J 10 F.H. S.L.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1 SHIM AS REQUIRED. MAX. SHILL STACK 1/4'. ANCHOR SPACING 2; ALL ALUMINUM EXTRUSION Q 4 O S ARE ALLAY 6063-T5 OR T6 3 USE HIGH WITH CAULAL K BEHIND WINDOW FL THICKNESS OF 0-LANGE ° 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS; AND MAY VARY DEPENDING ON STLE. 5) THE `RFSPONSIBHM, FUR. SELECTION=`OF NORANDEX PRODUCTS TO MEET AH•Y- APPLICABLE LOCAL LAWS, BUILDING CODES. >ORDINANCES OR` -OTHER SAFETY REQUIREMEMIRFST'SOL'ELY WITH THE ARCHITECT; BUILDING OWNER OR CONTR9CTOR 6) A PRESSURE TREATED: WOODEN''.BUCX:ORMARBLE SU L SHALL BE .ADDED -`UNDER• THE PRODUCT TO FULLY SUPPORT 'UNIT. •THIS: :SUPPORT SHALL BE FIRMLY ATTACHED INTU SIASONARY' AND SUPPORT °1 THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3.000 PSI AT 28 DAYS. ALT. HEADER SECTION e) NOTE - INDICATES THAT E UAL FASTENERS AT TYP. 2 BY BUCK ���*�EO{ B.O.A.F.• 3AG" TAPCON MANUFAMTM NAME: W/1-1/4" MIN. EMBEDMENT it/n,P4N.i311 (SEE ELEVATION FOR ANCHOR SPACING) MASTER FME # ° d I CALL SIZE WIDTH 1 BY BUCK ® 10 FAL S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS _ FASTENER SCHEDULE N0. ANCHORS N0. ANCHORS JAMB WIDTH HEIGHT (INCHES) (INCHES) SEE 35 NOTE 8 45-60 35 45-60 PS PSF PSF PSF 19-1/8" 2 20 '2 2 26-1�2" 26" 2 — 2•— 2 — 37' 2 _3•— 53-1 8' 3 3• 2 2 18 1/8 2 2•_ ' 2 3 38-1/4'. 2 _ 2• —3•— 2 — 3 3 2 2 69-1 8 3 4- 2 3 26-1 2 50-5/8" 2 2• -3 g 97" _ 2 _ 3� 3 _— 3 b3-1 8' 3 _ 4• 3 — 3 18- 2_ 20 3 4 26 1 2 83' 2 _1/8' _ 2' 3 _ 4 37 _ L'— 3i__ : —4 59-1 8" 3 --4,;'— 3 _ 4 19-1/8' • 2_ 2• ' 3 4 28-1I2" 76-3/4" 2_ _ 2•_[3- 3 _ 4. 3r 2 _ 3• 3 _ _4 4 0 v 4 7siin '-DETAIL-C - a DETAIrB /�// \; 'NORANDEX PAGE 9 3 18` TAPCON WITH A ® 1-1/4' MIN. EMBEDMENT SEE EMATION FOR ANCHOR SPACING., d d 4 4 -L- 750 TYP d .4 0 NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4 2) ALL ALUMINUM EXTRUSIONS AREOR T6 ALLOY 8083—T5 3 USE HIGH . QUALITY CAULK BEHIH TYPICAL WALL ND WINDOW MS OF 062' . UN 4; TGLASS THICKNESS BASED ONTABLE E1300 G GE 5) CHARTS, ,RESPONSIBuM. FOR SELECTION OF DING ONSIZE.NORIX HUIID PRODUCTS To MEET ANY APPLICABLE LOCAL LAWS, ING CODES, ORDINANCES OR OTHER SAFETY REQUIREM M REST SOLELY .WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SH.L SHALL BE ADDED UNDER THE PRODUCT TO FIRMY SUPPORT UNIT. THIS SUPPORT SHALL BE THEPRODUCT VINTO MASONARY AND SUPPORT '} BY OTHERS). FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH — 3,00o PSI ALT. HEADER SECTION AT 28 DAYS. TYP. 2 BY BUCK CEN'I'RAI. FLORMA B.O.A p. MANUF3/18' TAPCO AR N 1.500 �: �1 N *�. W/1-1/4" MIN. EMBEDMENT TER caLE, 1l SEE ELEVATION FOR # FOR ANCHOR SPACING. a ' 4 I CALL SIZE WIDTH 0 ' L 940 _ 1/4' S1IM— MAX (BOTH 9 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR RPAvrmr 3JI,D (1 D p SEE NOTE 6 HEADER AND SILL SECTION TY'. 1 BY BUCK T MAX UM TW= I rrr._ 1T �(� 24' 4CC 1 BY BUCK 2 BY BUCK At AIL-A TYP. JAMB' SECTION F I BY 2 .BY BUCK .MBS) # 10 F.IL S.M.S. W/1-1/2' MIN. EMBEDMENT DETAIL-C SEE ELEVATION FOR ANCHOR SPACING. 51 SASH CHARLES A. PAG N P. E. a V FL REG. ENG: 9' 49121 d 3/21/02 DAMDETAIIrH I e' Himl M IA MI -MADE AIIAMI-DADE COUNTY. FLORIDA ® METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE •COMPLIANCE OFFICE MI'IT20-1)AUL' 1'I,AC;I.I:It IJUIl.1)II.'C; 140 WEST FI.AGIXIt S'I'1tI:Is-I', SIl1'11: IGtI.; MIAMI, FLOJUDA 33130-1563 (305) 375-29U 1 FAX (3U5) 375-390S Cox•rIL\c-rolt sI:C 1.ws (3(J5)375.2537 t.�xnus)375-255s CU\rrLtCrcntl•_xvow•H:.N11)1\•Is1()v (3U5) 375.2966 FAX (305) 375-29OR 11RODU I' c:cr� 1 rwr. DIVISION Your application for Notice of Acceptance (NOA) of: (3us) ]7s�29u_ VAX(JUS) )T-•G.lJ9 Entergy-6-8 S-W/E Inswing 01),Ique Double iv/sidclites Rcsidcirtial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Ivlliterials and'Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Office.(B000) Linder the conditions specified herein. This NOA shall 'not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 r EXPIRES: 04/02/2006 Raw tcoanguci Chief Product Control Division THIS IS THE COVERSI•IEET. SEE ADRITIONAL PAGES FOR SPECIFIC AND GENERAL CONDI•riONS BUILDING CODE &•PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by. the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the- conditions set forth above. :APPROVED: 06/05/2001 I'mncisco J. Quintana. R.A. Director Miami -Dade County 1311ilding Cod;; Compliance Oflict; \1sO450001\pc2000\\templates\notice acceptance corer page.dot Internet mail address:'Irostni;isterra buildin);cocleonline.eoni liomcpage: lit tp:ffiviN-iv.huildinnodcunline cum Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES 'Anril 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CON'DITIONS i 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of *Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Ratin, values indicated in the approved drawings. 2. , PRODUCT. DESCRIPTION 2.1 The Series Enter-0. v 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Oniv and its components- shall be constructed in strict compliance with the Following documents: Drawing No 31-1029-E11'-1, Sheets. I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidelites iii Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer, • dated 7/29/97 -with revision C d:itcd 01 /1 1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number* and. approval date by the Miami -Dade County,Product Control Division., These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and single door only, as sho%,.,n in approved drawings. Single door units shall indlu.de all components described in the active leaf of this approval 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle bct%vccn the edge of canopy or overhang to sill is less than-45 degrees. Unless unit is installed in non-liabitablc areas where the unit and the area arc desi,ned to accept water i'n(ilirat-ion. 4. INSTALLATION 4.1 The residential insulated siecl door and its components shall be installed in strict compliance %vith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protcction systcrti. 4.2,2 Sidelite: the installation of this unit will require a hurricane protection systclil. a. LABELING S.I Each unit shall bear a ermanent label with the manufacture'�* Ps name or loco, city, state and following statement: "Miami -Dade County Product Control Approved". '6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall bd accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identilicd in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed i nstal lotion. 6.1.3 Any other documents required by the Building, O tcial or the South Florida 3ttilding Code (SFBC) in order to properly cvalu.zitc the installation s stem. Manuel erez, P.E. Product Con rtSt- xaminer Product ntrol Division 2 Prcmdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JU-N 0 5 2QQO1 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIOtNS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data,, engineering documents, arc no older than eight (S) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's nam.e, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not -in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the'corrcct installation of the product. d. The. engineer who originally prepared,' signed and sealed the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in t9c materials, use, atld/or manufacture of the product or process shall -automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revisi fon application with appropriate fee) and granted by this ofice. 5. Any of the following shall also be grounds for rcmoval o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertisfng or any other purposes. G. The Notice of Acceptance number preceded by the words Miami -Dade Coounty,, Florida, and .followed by the expiration date may be displaycd in advertising litcm* turc. Ifany portion of the Notice of Acceptance is displayed, then it shall -be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other, documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be'available for inspection at* the job site at all time. The engineer needs not-rescal the copies. S.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acccptancc. 9. This Noticc of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPTANCE " Mantic[ crcz, P.E., Product ontro - . arnincr Produc Control Division I�r r ltl6 ru PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD- FRAMES ' WITH A BUMPER THRESHOLD (INSWING) IKID . 11 UMiMN 1 Mt •/ll1 Cl/r lIl RPIC7 tae yr . Mnx 77 1/4• MAX 7a• IIA% Mt • MAX AAX �• :. a• MAz+ r Mnx • MAXMAx Is Is Is 'Dc Is ac 1s is DG 1s ac 1s DC FIAk MAx MAX MAX MA% lIA7C MAX /U1X MAX 1 t C I7 i/Q' MAX OL SPACING 17 1/ - NAx Ilt SPACING i8' 17 It MAX O.C. SPACING IB' 17 1/ ' MAX Ot STAGING 1lDL a7 Ilnli' ro r I,v.t-� . TOP ti DDDA �, p fa I,sllX J+,1 r0 4 4T t.0cx *1 '411 _11 DO I: At moor. vu•rr, WON& - ._ 13NAD+1MA% 15• oc�1sr_ MA% s' OC- IS• or-- '3' 0.Cj.A IM KH" CRK201 MAX 3• N% MAX MA% MAX a MAX ,. �— • IIAX w.a w.a M.i 1/1• . r tD4 sr.n.cs i[X .arc 7 ATTACH ASTRAGAL THROW BOLT 19 x I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x I o/4• LADLES FLATHEAD SCREWS' NOTESI lJ WOOD BULKS BY OTHERS MUST BE ANCHORED 1I x t 7/<' LONG PROPERL•Y,.,TO'TRANSFER.LOADS TO THE STRUCTURE. TLATlEnD SCREvS 2J THE -PRECEDING DRAWINGS ARE INTENDED TO LA IMSVING R.H. INSWING QUALIFY THE FOLLOWING INSTALLATIONS A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE .4,. DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPR"I+DA-'rC•/�:rueo.vll, r, STRUCTURAL'WOOD BUCK. SOUTH Ar N C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE DtR MASONRYBY IB CIOR WITHOUT A NON-STRUCTURAL I ALL ANCHORING SCREWS TO BE 110 WITH iFIX1 ,SDI `c If of BY JUIY IJ j PRO CDNTROLOI•ASION DWLov... COi!PLW'jcSOFn . MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTA►^t,.B• ro.'D I - y 31 Y•« OR 3/16' PFH TAPC12NS WITH 1 1/2' MINIMUM EMBEDMENT UNITS SHALL BE INSTALLED ONLY AT LOCAr(W PRDrECrEll BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT Off ANGLE BErvm THE EDGE OF CAMPY OR OVERHANG 1. UNIT MUST BE INSTALLED WITH 'MIAM1-DADE COUNTY TO. SILL IS LESS THAN IS DEGREES. UNLESS UN[I IS INSTALLED IN • APPROVED' SHUTTERS NON -HABITABLE AREAS VMCRE THE UNIT AND THE AREA ARE DESIGNED TO 9. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR. c I ma OMIT Mo71T¢Arua bAl. S. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ``13 vuulw[I� ¢c II �r JAMBS AND SIDELITES (i10b�SINrII I rtamli IRT .o0'IttMn'oaool3#1fa/1A111D4 wnn, 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE u CORNERS ARE COPED AND BUTT JOINED _ `a"• ^� "" d`r m `'R.r n -Alt A B. DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST M V M-�0�9-EW-� INHIBITIVE PRIMER PAINT. WITH A DRY FILM THICKNESS OF D.B TO L2 NIL J 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ fiiPriom T SHEE i 1 OF 5 VATER-REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF U TD 1.2 NIL. Qv,S:JIlftliR • l i 1' Il' I I 1' 1r.Lmm1;11�_10T�a11�>rl�a©.�.�rl�rria, r_�n:Tiirr�_rn : 1 I 1 » t..• I It - wn MAX t 9/I6' GLAZING DETAIL 112' GLASS BITE D GLASS INTERIOR OTHER CONFIGURATIONS MAX ,. ��•^• �v`�%//.�:'"•"(:���riiti:�`le�:r-t ins � tr•�;.u, � � i � �� `�� /./: ��• _ ;�:`..\\\ri-'-_�u-r::;,; ,�' �?nh„�i��'rwL�s/7a._y�S:\''• ��� a;tr%i:0 � um MAX ,.'i. I�'�,��:il��+^�:r�=.'-�%r�7,'; I.'� 'M �t:.4:.1v•�"-` er w, , �`=�!�� :si i/,. •.��11 AL .� ADPMYEDAS COJPLYWG IMTH THE SOUTH FL((tmjun= CDM 9C.MlfVI510t1 C@SPt.Wt5 aFFEE ACCEPVr:CE NO 6/ - 0 3 w. z y 1-1029-EV-1 LEFT 2 OF 6 Ma taa C 1/4' SHIM MAX I— 3/4' 80 11/16' ' MAX INTERIOR 79 5/16' MAX ? SECTION B-B 2 By WOOD BUCK MA I (_KIALS �(ST ITCH HD. O DESCRIPIION WOOD PART NUMBER COHHENTS HEAD JAHB CV-14 1 I/4' X 4 9/16• HTL. TO BE PINE OR COUIVALCNI 17 ' CUHPRESSION VEATHERSTRIP-1kZ2L— ALUMINUM —. LUCK SCREEN BRANLUXIEAL 9650( R ASTRAGAL rw-12 PREHDOR BRAND OR COUIVALENT- 5/8',ALUHINUH ASTRAG 4 ALUHINUH-BUHPCR THRESHOLD EV-15 PRENDOR BRAND OR EOUIVALCNT - 1 1/4',z 4 9/16' 1 1 4•' ©STEELK TOP CHANNEL EV-08 PREHDDR BRAND - 1 11/16' - 20 GA STEEL 7 N (D11 'DK -p>m MF SIB i RWI [O B 8 r. T A BASF FOAH - DENSITY 2.0 TO 2.5 IbS./F1' BOTTOM CHAkWI EV-07 PREHOOR BRAND - 1 11/16• - 20 GA STEEL ID WOOD LACK pCK EV-09 _ V X 9 1/2' NIL TO BE PINE OR EOUIVALENJ STRIKE STILE EV-06 15/16' X.1 II/16' HTL TO BE PINE OR EOUIVALENT T HINGESTILE LOCK PREP FILLER PLATEEV-10. EV-05 15/16' X 1 il/16- NTL. TO BE PINE OR EOUIVALENT 4'x4' HINGE EV- 6 PREHOOR•BRAND - .050• THICK- HTL. TO BE P(ILYETHYLE HALER BRAND. J 14 VOOD HINGE HINGE OR EOUIVALENT - .097 THICK (STET 1 JAMB 110 x 3/4- FJi.V.S. 1 1/4• X 4 9/16- HTL. TO BE PINE OR EQUIVALENT 16 BID X 2' FHVS (4) SCREWS PER H►Ng INTO Dom • • N1 z I11 1 Lc T115EAr TrR ) SEWS INRD" SIRME -MR INTO SIDELITE 1AxX 4' um rRm x 0' Q.c THEREArTER r6) • SCRrVS IHHWI EACN SIDELITE -PHI INID SIDELITE 4' RIM f— EXTERIOR l W. xAx is °` 5ceEArIER. T/4-RIM vigID(p REFER 10 ELEVAFMN VIEW FDR 1 Ilr SCREWS USED AND MAIMS IB I10 X 3/4' FHVS. (2) SCREWS PER HINGE INTO JAHD 19 ID z 2' FHVS. (2) SCREWS Al EACH STRIKE PLATE LOCKSET 1 110 X 1 3/4' FHVS. KVIKSET BRAND 20D LOCK OR HARIOC RAND 100 LOCK WOOD SIDELITE JAMB (2) SCREWS PER HINGE INTO JAHB "SINGLE PANEL GLASS EV-19 I I//' X / 9/16' HTL TO BE PIN[DIVALfNi221 LASS SIDELITE TRIM (WOOD) N YP TL - aC-I 3 - ( DL A WOD CASING EV-21 5/)6 x Ile 'HTL. TO BE PINE CIR EOUIVALEN EV-22 Hg0i U r& 41VI f1D0E JA'Un' ADNs eW LN1SN, - "s 1NG ® WOOD SIDELITE HEAD JAMB VCOD EV-23 1 1/4' X 4 9/16' HTL TO BE PINE GR EQUIVALENT SIDELITE BASE POLYPROPYLENE LITE FRAHE EV-24 . 1 1/4- X 4 9/16- HTL TO BE PINE DR EQUIVALENT -1643. ODL-2 HP Polypropylene by ODL 06 1 1':PAN HEAD SCREWS D PER FRAME ' IPINXNATIL/2T SIDELIE SILES EV-26 15/16' X 1 11/16' HTL TO DE PINE OR EQUIVALENT (• L[lG MAIL. (' ,l FRH rel. HM Ir Dc It(urtok taEl DM NiLM mm I DOW SILICONE #995 LlBllb KISS B1111. FRAC DC ETTR161 & REss BTIC SID am 10_T Nab B DADE Crnanr NODIFIUTIO)(s von( JD A DDED PAGE' 5 (DOOR OPTIONS) TaT-9l R APPROVED AS CD3IPLYOR: Y4ITH THE l2 PART R[VISO4lS 1 Bhi[ oY PREMDDR ENTRY' SYST MS _ �: �: 31-1029 -E W - I L DIY1aa( %I L.ILTrowl . PllrS CI 6676? /� A SHEET 3 OF 6 BUUMM PUMMME ACLEPTMII,ENo01-031Y-Zy R[VIS@i LEII[R g 2 BY W000 BUCK 1/4' SHIM MAX 3/4' n J V INTERIOR 79 3/16' MAX 80 11/16" 64' MAX MAX I i 2 BY WOOD BUCK SECTION C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4.31-1029-EW-I SHEET 2 OF 6 5.. 1 1/4' DOW SILICONE 4995 M%'M EpuCNiPlYpm%fmTVm Mae= Com CoupL",= 1-1029—EW—I SHEET A OF 6 Qvism Ir T(V p OTHER DDDR-'CONrMURATIDNS low NYr W 1pI N IM •'Y ! W --------------- cm n.4 . - K OKK of K PV �° _ - n yr w e Y wo• �.o ° . ` oc r.cw _ - K v.oc a is ur`si r W ri° by •� • t 1' 1 1 I I 1 - r1 r o W�W r W.-��w r w YI VCI.Rw I v w w �• ��m � * L1111J W 1 NW pw- W`y rw Nam. _ r I I oc W K p• rK r w I w K N•00 - _ O K M.0)e a �Vr O Yr w � Y bI0• ® - Y 14Y• K V9e p - - C tTrCM O !r V � - - e° u tro.e Ki<M 1 1 1 H I 1 1 I t w .+� r ¢ ° YK w-1 w oc W XD MID Ul[SS HIIl4 nx Kc AG MUM KISS 1611L Sil IDM. Ills APPI 0M es CDUPLwre tn;n� mE S0M FtM mADM CoM PRI P"lIG IDL PIIls m M 31-1029-EW-I SHEET 5 OF 6 tEvo 1R Ili ift J rn T i„ U I ►- LK BUUK KHNLL STYLES 36' I'MAX 790 0 0o non° MAoODD 00 BUD no nn nn �09 0o BOB Duo ana- BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PAkrL ID-P —L 4-PANEL OTHER SIDELITE STYLES 36" - I i¢MAX 793 16° - p M X o SL-ID SL-20 SL-30 �• SL-60 SL-50 ' SL-50D SL-69A SL-69B on no. goDd �� no nn - , on. - nn oa na no PD 1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PO-8 1113 god 00 d� o ��i Qo00 QQ 00 ❑❑ �� FLUSH 8-PANCL CROSSBUCK 12-PANEL 4-PANEL EYEBROV V/SCRBLL CYCBROV 5-PANEL 5-PANEL 5-PANEL 5-PANIL V/SCRILL GYEBROv 0 � p p . Q. p SL-69C SL-25 SL-55 SL-3DD SL-40 no as A - an PD-9 PD-10 OD-11 PD42 SL-90A no Pb-13 SL-90B PD-I4 i i jI 111 ii ii I; I �I — .:. 11 111 i111 fi !.■ 111 m II 11 I i�� 11 11� 111 I I II II 1I I� �'1 111 m 111 1iU Ilt 111 w i 111311 Roo QO 1313 - Opp ��p OUp 0❑ a o PD-35 PD-36 PD-37 PD-38 PD-39 PO-40 PD-41 PO-42 SL-%C SL-309 SL-30C SL-70 SL-80 PD-15 PD-16 PD-17 c`Y a ' up o u Y Sxx o b H PO-12 Pp-JJ PD-34 i a m 31-1029-EW-1 SHEET 6 OF 6 alut MIA M IOADE •NIIA(INII-DA DE COUNTY. FLORIDA -METRO-DARE FLAGLER BUILDING PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr-cmdor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of: BUILDING CODE CONIPLIANCE OFFICE M1:1RO-DAIX FLA012--k BUI1.1)1NG 149 w1;S1'ri.AcnxIt S 1R1:!"r, SUrn, IGU3 MIAMI. VLOlUDA 33130-1563 (305) 373-29a 1 FAX (305) 375-29us c:��ruua•ou t,lcl:�si,�(: til•:L"r1U\ (305)375.2527 Pf�X(1u5)375•]55S co-, *ri),1C:rotz I)It•ItiIU\ (305)375-27G(, I-:11L (3u5)375.29ux I1W)I :C1• (:U\ I,W)1. InVIS10N (305) 375.2')U2 VAN (3U5) 372.63.19 Enter•gy 6-8 S-W/E Outswing Opaque Single tv/sidelitcs Residential Insulated Stec] Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCC-0) under the conditions specified herein. This NOA shall not be valid after the epiration-date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant 1br quality control testing. If this product or material fails to perform in the approved manner, BCCO- rltay revoke, modify, or suspend the use of such product or material immediately. BCCO reserves Elie right to revoke this .approval, if it is determined by BCCO that' this product or material flails to meet the requirements of the South Florida 'Building Code. The expense of such testing will be incurred by the manufacturer. :ACCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2006 Raul lcoonguez Chief Product Control Division THIS 'IS THE COVERSHEET SEE ADDITIOrNAL PAGES FOR SPECIFICAiND GENERAL CONDITIO,\S 13LIILDINQ CODE &- PRODUCT RENTEW COI,MITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and -Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. Francisco J. Quintana, R.A. Director •Miami -Dade; County :APPROVED: 06%05/200t 1311ilding Code; Compliance Office h-94500011pc2000%amplateslnoLice acceptance cover page.dot Internet mail address: 1)osErn;tstCrCa buildingcodcnnlinc.conl •EM II(lntct)a'.-c: hIt11:IIR'15'15'.build ItIQCU(ICU(1I111c C0I11 Prerridor Entry Systems. ACCEPTANCE No.: '01-03I4.2 1 APPROVED JUN 0 5 2;,�� EXPIRES _ April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . -1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. 11 approves a residential insulated door, as described ill Section 2 of this* Notice of Acceptance, designed to comply with the South Florida Building Coda (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as detc iiincd by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-NN'/E Outsiving Opaque Sinbld Residentini Insulated Steel Door w ith SideIites- Impact Resistant Door Slab Only and its componcnts shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EW-0, Shects 1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames will' Bumper Threshold•(Outswing)," prepared by manufacturer, dated"7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product- Control Division. Thcse documents shall hereinafter be referred to as the approved drawings. 3. - LIMITATIONS J. 3.1 This approval applies to-singie unit applications ofsingle door only, -as shown in approved drawings. 4. INSTALLATION -4.1 The residential -insulated steel door and its componcnts shall be installed in strict compliance with the approvcd drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection system. S. LABELING S.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: "Miami -Dade County Product Control Approved", 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manucl Pcrcz, P.E. Product Con rol •xaminer Product ontrol-Division 2 Premdor Entry Systems ACCEPTANCE No.: 01-03I4.21 APPROVED JUN 0 5 `faro EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I. Renewal of this.Acceptancc (approval) shall be considered after a renewal application has been filed and the. original submitted documentation, including test supporting data, engineering documents, are no older than eight (S) years. 1 Any and all approved products shall be permanently labeled with tl)e manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with'tlie code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including:the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the criginccring prof`cssion. 4. Any revision or change in (fie mdterials,-use, and/or manufacture of the product or proccss shall automatically be cause for termination of this Acceptance, unless prior written approval has been } F, requested (through the filing of revision a lication with off -ice. . Pp appropriate fcc) and granted by this 5. Any of the following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory performance of this product or proccss. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any i other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance'as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall'bc available for inspection at the job site at all lime. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and- removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE Manuel crez, P.E., Product Co tTo Examiner Produc 'ntrol Division 3' r'KLMDUK .. (LN I LHUY BKAND) WOOD EDGE SINGLE• DOOR WITH SIDELITI_S IN WOOD FRAME' WITH BUMPER .THRESHOLD t 4' MAX 1� 15' E 0 C. 15' MAX Of. 15' EX O C. A 15' MAX (OUTSWING) 00' MAX _ 4- MAX = MAX 4" MAX _ MAX' ' 3' MAX MAX 3' MAX• X I4' �' MAX MAX 'C p MAx 4' MP OTT kLI MCIA �HMA�•'� • � IS' _ 19 • MAx • ,i� 47 I TOP OF DOOR I YIB' C TO q O LOCK Do KVIKSET DEAOBmf HDOCL L611 SEPTET DR EnL � pEAndOL I .' MmOCI �B2n' ?2' x64' MAX DLO KvntSCr L[XIcsrr/j - • Kcal. nLLOC SERICS ' •. DR HARLDC LOCKICI ' gnu IN 3A 1 MINIMUM EM DMPERENr AO t SILLL. lbl rMp i . ]/I6' PfM tAPCCRIS MINIMIRi EMBEDMENT 1 (SEX STir LES A ETO ll/l6' 15' MAX O.C.lilLi - ` • MATE•. 14 • 6- AX MAX15'�MAX .MAX MAX 19' N . —MA. 4' MAX `�� MAX 3' MAX MAX NOiES. 3' MAX 3' MAX J WOOD BUCKS BY OTHERS MUST BE ANCHORED MAX MAX 4' MAX MAX 'ROPERL•T TO TRANSFER LOADS TD THE STRUCTURE 08 x 1. 3/4' F.H.V.S 'J THE PRECEDING DRAWINGS ARE INTENDED TO UALIFY•THE FOLLOVING'INSTALLATIONS 3i PER SIDE FROM WOOD FRAEE CONSTRUCTION WHERE DOOR YSTEN IS ANCHORED It) A MINIMUM TWO BY WOOD 4� f— � r JAMS INTO THRESHOLD PENII/Fa . MASONRY OR CONCRETE CONSTRUCTION WHERE RX OUTSVING LH OUTSVING MR SYSTEM IS AikHORED TO A MINIMUM TWO BY TRUCTURAL WOOD BUCr, MASONRY OR CONCRETE CONSTRUCTION WHERE IN XIR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE SIUN T HASONRY V iH OR WITHOUT ANON -STRUCTURAL VAS(&FRUS OI vIRATINGS DdSLIRAIIaI g11REYlAS IS NiCDCI + REDUIROERS IS r'A REC(CD JE BT OD K APPROVEDA5COJ°LYI.Y.1l1IIilnc ALL ANCHORING SCREWS TO BE Ito WITH NIHUN 1 112' EMBEDMENT INTO WOOD SUBSTRATE x - DOVTH F�Qj(t4L1 SUP MUG t 3/16' PFH TAPCDNS'V(TH 11/Z' MINIMUM EMBEDMENT 6T- J(UJI�Y10 TO MASONRY. + IITIIS DIALL BE IRSIALLED ONLY AI LDCArms 14i0(EESED or A EA1apT OR OY UNIT MUST BE INSTALLED VITH 'MIAMI-DADC COUNTY. OVERM" SUCH IMAI HE AATAE BEIVECN INE E06C Or. ENVY OR OVERiw& pAODU 7C RROL CI'.75:7:1 'PRDVED' SHUTTERS 10 SILL li LESS INAN /5 MCREEL IfSESS INII IS U6IALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELRES 10-HAIIIABLE AREAS VIER[ THE tool AND IK AREA ARE DCSIUED'ID ItUIL[)W CODE COMPLU.YCE CFFI-E 0 DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VAIER IXYLIRAIIOK ACCEOrANCEN0.01-103/4. 21 LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE NBS AND SIDELIrES .uc m.i. Hnaw oa OODR/SIDELITE HEADER, DaOR/SIDELITE JANOS, AND SIDCL(TE BASE 1IAmO sn + •~ , TNERS ARE COPED AND BUTT .AWED. ODORS SMALL BE PRE-PAINIED. WITH A VAIER-BASED EPDXY RUST 1181rIVE PRIMER PAIN( WITH A DRY FILM THICKNESS OF 02 TO 12 MIL. FRAMES SHALL BE PRE-PAINrED VIIM AN ACRYLIC LATEX VAIER-BASED/ t Y- 31-1020-EV-C- 1ER•REOUCIBLE WHITE PRIMER VITH A DRY F(UI THICKNESS OF RB TO 12 NIL nL M SHEET I oF. 5 SECTION A -A GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS MM V L4 EXTEMRIM OWE WEI ClU fig 3f4- PAX 68 3/4. mx EXTERMR ML IHTCWER 1 1 2 ' APPWrcD An CoUpLrUG %-ATH THE • 1/8' TEWEREo GLAss ;LASS BITE • ADCEPW= a li. 14 1-1020—E-W-0 SHM. 2 or 6 / 4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B INTERIOR VOOD HEAD JAMB -COMPRESSION VIAMERSIRIP WOOD STRIKE JAMB ALUMINUM -BUMPER THRESHOLD LOCK PREP FILLER•PI 4'x4' HINGE WOOD HINGE JAMB 010 x 3/4' FJJWS- 110 X 2' FHV.S. 11iTTiy� x1"mm SIDELITE WOOD STILE E0 x 2' FHWS. LOCKSET IIO x 1 3/4' F}LV& VUUD SIDELITE JAMB 22' x 64• SINGLE PANEL GLAS: SIDELITE TRIM (WOOD) VauD CASING WOOD SIDELITE HEAD JAMB WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME ' 16 X 1 112' PAN HEAD SCREWS PIN NAIL DOW SILIC❑NE #995 vAPFR1i7w,ts cmuTroa) ran) n+a R'Amuauu,oFMCE PIT ACCEPfANcE N0. L:0a V. z t �ml nu"BLN. COMMENIS EV-12 1 1/4' X 4 9/16' HTL. TO BE PINE OR EOUIVALE14r N R x A 1 1/4' X 4 9/16' MIL. TO BE PINE OR EQUIVALENT EV-13 PRENDOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' EV-OS PREMDpR BRAND - I II/16' - 20 GA STEEL 1611 I� -ATD ai �Eun, IT BASF FOAM - DENSITY 2.0 TO 2.5 tbs./Fil RnRmnti EV-04 PREMDOR BRAND - 1 II/I6' - 20 G4 STEEL EV-00 4' X 9 112' MTL TO BE PITrF OR EQUIVALENI EW-07 15/16' X 1 II/16' HTL TO BE PINE OR EV-06 15/16' X 1 II/16' MIL iD BE P EQUIVALENT EW-09 PREMDDR BRAND - L EQUIVALENT •050' THICK- NFL TO BE POLYETHYLENE 15 V-MAGER BRAND HINGE OR EQUIVALENT - Z97 THIEX (STEEL) 1 I/4' x 1 9/I6' MIL i0 BE PK'..� EQUIVALENT (4) SCREWS PER HINGE INTQ'D= . I'llSCREWS Tliiq)p1 CACH SIIF.LItC JANI 11110 SIWIIIE, 4' WVR rRON tp Mx 15' QC. IKREI 'IER REFER TO ELEVAIM VIEV, FOR 1 OF SERFVS USED MIT LUCAIJIM fV-07 I5/16' X 1 11/16' Mil.. TO BE PINE OR:EOUIVALENI (2)3CREVS AT EACH STRIKE PLATE KWIKSET BRAND 200 L CK OR NA(iLOC AND 100 LOCK SEREvs TINm III NE[ Jnxl tNiO Sll[LIIC JAI► 8' 0) 1IDOL TIIEREArtER 1 � rRM T� 0) �6 (LC THEREArMUMIER FRIKEJAMB fNlp SIDELITE ANT, V WVN rRM I 4) SCRCVS IHRt M CAQ1 MMX nH0 On•TINT EW-IB 1 I/4' X 4 9/16' MIL TO BE PINE OR EQUIVALENT EV-19 ^ N Q YL _ _I EV-20 5,/16 x l/2- MTL. TO BE PINE OR EOUIVA EV-21 �� sib et I, S"jj; w: mriz - I LENT EV-22 11/4' x 4 9/16' HT TO PINE OR EQUIVALENT EV-23 1 I/4' X'4 9/16' HTL, i0 BE PINE OR EQUIVALENT -1643, DDL-2 HP PolYProPYlene by ODL ID PER FRAME 10 D 4, 1 Art 4' L0% MIL, 4' DI rjM UM ME r at IH7WtCR 16E1 W NLLQ6 A41 ITDI nN4 a NAllt rt.a......-•- - 1-1020-EW-0 SHEET 3 OF 6 vism LETTER B F— 1/4SHIM MAX 3/4' n J VTERIOR I 79MAX16'. 80 11/16' I MAX 2 13Y WOOD BUCK —� SECTION C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020—EW-0 SHEET 2 OF 6 1 1/4' DOW SILICONE #995 Al"Ammpa couprm tMTMr W, - PRI M-R:3M I� 911 c 13 ,cxmc�,my, M PI11i ACCUT.-irE{ip CI'CSIy. L= . f3Y12DHS. r 731-7102-W-O SHEET 4 F G. GLYLSDN ICIDR D Iuur\H I IUI�J- - IN &p%M.WA3 q�%ymvRtntnE ttard nur. J U E 2, h, PI PR ' YtROL OMygt 911 bOLMIG CODE coUnWr OFtI E FII AM -MICE H2O'-c�y_=� f 6• 31-1020-EW-o SHEET S w 6 9IYISQI UII[R u i htK lluuK _NAVEL STYLES` •-MAX 00 19 /16° 101 00 oaa MAC X ao 0o as OQO o0Goo DLANK TOP &-PA EL 4-PANEL Go 9-PANEL l0-PANEL 4-PANEL IS -PANEL OTHER SIDELITE STYLES 30° -I I— MAX 79 /16° - M X 0 � SL-10 SL-20 SL-30 SL-60 SL-50 SL-508 SL-69A . SL-698 PD-I PD-2 PD-3 PD-1 PD-5 PD-6 ' PD-7 Po-e rEffl 0� PD !8 PO-19 PO-ZO PD-21 PD-22 PD-23 PO-24 0 0 0 � DQD and o00 oao Q PO-35 PD-36 PD-37 _ PD-38 PD-39 PD-40 PD-41 0 013 00 00 FLUSH 8-PANEL CROSSOUCK Roil I Dao to aQ 12 PANEL 4-PANEL EYEBROV U p . 0 SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A on o� oo �a oa PD-9 PO-10 PO -II PD-12 PO-IJ 11 111 I�► � � 111 iii 111 illl 11 111 iii 111 I(11!, It1 PD-25 1 • 1 ,1 A W. I$. . . A PO-42 PD-43 PO-43q PD-438 00 . 1Q C]p pq 5-PANEL 5-PANEL V/SCROLL . EtEBROv H/SCRQL 4p pp 5-PANEL 5-P EYEBROILi 1 � • St-90B SL-90� S1-708 SL-30C SL-70 SL-OO Dd �� uo Q� ❑❑ all PD-14 PD-15 PO-16 PO-17 .�o 3 PD-31 PD-32 PO-33 PD-34 90 E lPlItSOT • 31-10�0—EW—� w►Is u swR SHEE T 6 OF 6 llvmuiu PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 119, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 25' f;) 118 i N 89'38'17" E 120.00' (j) - 5.00' 5' DRAINAGE ESM'T 35.00' Z O ---- - O � \e�� O fV 14. 11gQ 10.00' q p oa v i I vr_0 F �Co P „Zo 0 o N 119 TRACT B O Of to Ln (D 9� LW I' � o 18 9Q 60.00' 1�ggP --------------- O 25.00 5' DRAINAGE ESM'T 5.00' O N 89'38'17" E 120.06' i 120 i i SCALE: 1 "=30' h SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. LE 0 w 0 z LO a W J Q U tn] SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. Mvizluu: � �i �.-s. ( _`1 CERTIFIED CORRECT T0: KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 3M2-0823 (401i) 322-20M PROJECT NO: O3-,(OZSURVEY DATE: CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 119 Subdivision: CELERY LAKES Property Address: 133 PINEFIELD DRIVE ❑O 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 0 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 2-1 f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 1 h. Square footage table showing footages: Garages/Carports 377 S.F. Porch (s)/Entry(s) 36 S.F. ❑x 0 Patio(s) Conditioned structure Total (Gross Area) 3. Three (3) sets of completed 4. TO FOLLOW N/A 5. N/A N/A N/A ❑x 6 1. 2. 3. 4. 5. 6. 7. 8. 9. 10 11 12 13 14 15 S.F. 1,875 S.F. 2, 2885. F. Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Monday, August 18, 2003 SIGNATURE: d (By 0ner or Authorized Agent) PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 119, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 25' 118 N 89'38'17" E 120.00' 5.00 ' ' 5DRAINAGE ESMT 35.00' 0 o i i----1g- - �P v Igo P a r 8 I ia, +` n M M 10.00' F z o 00 �� 0 119 m N N 8 Z o 3 N 0 O 01 i 6 io; W �) o � �P l�ggP 60.00' 25.00 5' DRAINAGE ESM'T 5.00' N 89'38'17" E 120.00' 120 SCALE: 1 "=30' 4P {w TRACT "B" C O 0 O SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. 1 0 w Ln a w J Q U Cn SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: I PROJECT NO: 03 -1 2-+ KI NE SURVEYING, INC. R. BLAIR.KITNER -. P.L.S. NO. 3382 Post Office Box 223, Sanford, F1. 32772-0823 (407) 3?2-2000 SURVEY DATE: CERTIFIED CORRECT TO: 11M 40 III Ii OM II MgIUNI/NU111fIN�IQ�IN II1IIiIlU c" LU LL 0 U 0 PI . W W J N f Y M i:=F=-L W ZO Z Z ca m O pf.V40 v a v a` NWWE NOW, CLERK OF CIRCUIT COURT SENIMXE COUNTY BK 04905 PSG 0896 CLERK'S N 2003118101 RECORDER 07/11/2M 12s15s14 pN RECORDING FEES 6.00 RECORDED BY N Nolden NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 119 133 PINEFIELD DRIVE : Subdivision: CELERY LAKES General Description of Improvement CONSTRUCT A SINGLE FAMILY RESIDENCE OWNER INFORMATION Name and Address Maronda Homes 1101 North Keller Road Suite F. Orlando FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OP FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes 1101 North Keller Road Suite F Orlando FL 32810 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America NA 750 S. Orlando Ave. #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1"' St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484. In addition to himself, Owner designates (Name and address) or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL KE . HUMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public URT P111t R rL II pi s�o DEBBIE TIME NOTARY O My Comm Exp. 2/5M5 w aueuc No. CC 999378 Pen Aly 14wwn I 1 Odw I.O. CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 133 PINEFIELD DR for which permit 03-00002753 has heretofore been issued on 9/03/03 has been completed according to plans and specifications filed in the office of the Buildi7.4AZ Official prior to the issuance of said building permit, to wit as S;"Q J;IL,' A, `� � complies with all the building, plumbing, electritbl, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water ��� ��� Sewer Lines In M Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs Ili 104 Mn^ctg Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID DATE APPROVAL DATE AMOUNT 9/03/03 9/03/03 9/03/03 9/03/03 9/03/03 9/03/03 9/03/03 9/03/03 10.00 10.00 10.00 10.00 10.00 59.27 54.Ob 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 133 PINEFIELD DR for which permit 03-00002753 has heretofore been issued on 9/03/03 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 complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-PLAN RESTAMP/RECERTIFY 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM. 01-*SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 12/22/03 •35.00 9/03/03 91.93 9/03/03 11.44 9/03/03 847.00 9/03/03 11.44 9/03/03 1384.00 9/03/03 650.00 9/03/03 1700.00 OWNER BUILDING OFFICIAL DA 5 JPublic Works DUtilities CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: -0A PERMIT ADDRESS:�� CONTRACTOR: MARONDA PHONE #: \\c-,& 2:1 a \ - �-02S -- a�� The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineer'!!�Z- u 0 DFire /1 7Zoning r1 I A Licensing n CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) / b U"L— tux_ � rcl_ VSL I I I ? CERTIFCATE OF OCCUPANCY �,�J REQUEST FOR FINAL INSPECTION �VeREQ Wr 7c// ****SINGLE FAMILY RESIDENCE**** 91alatm-- DATE: ^OA PERMIT ADDRESS: CONTRACTOR: MARONDA PHONE #: c� 2>a\" �-02S -- a;r 21 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. �ngineering ublic Works enms zlfloi :] Utilities 7Fire n I 'a' Zoning ✓1 I A Licensing '01 & CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) I CERTIFCATE OF OCCUPAN o REQUEST FOR FINAL INSPECT&* ry W q I Y Y q t E **** SINGLE FAMILY RESIDENCE' a P_'E DATE: 1 PERMIT #: `Y a o I ADDRESS: 1 O c a o CONTRACTOR: MARONDA b " Q a .LS W Q u 1� L v PHONE #: C � v The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering ❑Fire 0 14 71Public Works []Zoning v1 �fa tilitie []Licensing -1A l .p d CONDITIONS: (TO BE COMPLETED NNL IF APPROVAL IS CONDITIONAL) fix' I T N E R S U R V E Y I N G 16 January 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:133 Pinefield Drive To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R.-Blair Kitner P.S.M. No. 3382 P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 0 (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200! ELEVATION CERTIFICATE ftoftft Read the instructions on pages 1.7. SEC71ON A - PROPERTY OWNER INFORMA71ON For haiaimC«rpery use: BUILDING OWNER'S NAME Poky Number MARONDA HOMES BUILDING STREET ADDRESS Orkrdng Apt, Una, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIL Number 133 PINEFIELD DRIVE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Desorption, etc.) LOT 119, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residential, Non-residential, Add6on Accessary, etc. Use a Commentb area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 0 GPS (type): ( d7P-W -#09r or 0 ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 131. NFP COW"ITY NAME & COMrUNITY NUMBER 8Z COUNTY NAME 83. STATE CITY OF SANFORD 120294 SEMNOLE FLORIDA B4. MAP AND PANEL ' 87. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX 136. FIRM INDEX DATE EFFECTUEFeASED DATE 138. FLOOD ZONE(S) (Care AO. use depth dto ft) 12117CO065 E APRL 1995 APRL 1995 X NA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Prfle ® FIRM ❑ Communly Determned ❑ Other(T>esabe} B11. Irdrxb the elevation datum used br the BFE in B� ® NGVD 1929 . ❑ NAVD 1988 ❑ Other (Des rbeX B12 Is thebuld'ng bcabd n a Coastal Barrier Resources System (CBRS) a3a or Otherwise Pncleded Area (OPA)? ' ❑ Yes ®No Desgnation Dab SECTION C = BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Ci. Building elevations are based on: ❑ Construction Draw W ❑ Building UnderConstru Lion' ® Finished Construction 'A new Elevation Certficate wil be required when aor>struction of the bWrg is conpleta J C2 Buid'ng Diagram Number 1(Seled the buld'ng diagram most similar 10 the buidng for Mich this oerftala isbeN completed - see pages 6 and 7. If no diagram aca ralely represents the buldng, provide a d elch or photograph) C3. Elevations —Zones Ai-A30, AE, AK A (with BFE), VE, V1-V30, V (with BFE). AR ARIA, ARIAE, AR(A1 AM, ARIAH, AR/AD Complete Items Ci.a-i below according to the buidng diagram sped7iied in Item C2 State the datum used. If the datum is dfferent from the datum used br the BFE In Section B, convert the datum lo tint used for the BFE. Shaw field measurements and datum oonve wn calculation. Use the space provided or the Commends area of Section D or Section G, as appropriate, b document the datum conversion. Datum NGVD 29 ConversbnK.ommerds Elevation reerenoe mark used Does the elevation reference mark used appearon the FIRM? ❑ Yes ®No o a) Top of botlom floor(including basement or endosure) 21. 65ft(m) o b) Top of nent hgher floor NA . Mm) o c) Botbm of bad hotwtal structural member (V zones only) NA . _ft(m) o d) Attached garage (lop of slab) 21. 15 ft(m) o e) Lavest elevation of machinery and/or equipment servicing the buldng (Desabe in a Comments area) 2i . 2 ft(m) o f) Lowest adrpoent (finished) grade MG) 21. 0 ft(m) o g) Highest adjacent (finished) grade (HAG) 20. 6 ft(m) o h) No. of permanent openings (flood vents) wlhin 1 It. above adjacent grade NA o ) Total area of all permanent opencgs (flood vents) In C3.h NA sq. in. (sq. an) Z.2 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 certify elevation information. 1 certify that the information In Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or Imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KffNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE r SWORD FL 37M SIGNATURE TELEPHONEDATE 20 JAN2004 407322-2000 IMPORTANT: In these spaces, copy the mesponcling Information from Section A. Far Irrara xe Carrpey Uea BUILDING STREET ADDRESS (hdrdrg Apt, Urit &ft andbr M4 Pb) OR P.O. ROUTE AND BCk; NQ.. • Pofq Nurber 133 PINERELD DRIVE - CITY STATE - ZIP CODE Campe y NAIC Dumber SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCWW CMRCA71ON (CONTINUED) Copy both sides of this Elevation Certificate for (1) communfly official, (2) Insurance agentbanpany, and (3) bulding owner. ❑ Check here ff atlacvnents SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) Far Zone AO and Zone A (vvilhout BFE), =03te Items E1 through E4. If the Elevation Ceffa to is Mended form as supporting information for a LOMA or LOMR-F, Section C must be oompleled. El. Building Diagram Number _(Selectthe building diagram most siniar lo the building forwhich tlmis oertliate is being aornpleled — see pages 6 and 7. If no diagram aowralleiy represents the building, provide a sfretdn or photograph.) EZ The top d the bothm floor (ndudig basement or endosure) of the building is _ ft(m) _in.(on) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, i available). E3. For Building Diagrams 68 wih openhgs (see page 7), the Wend higher floor or elevated floor (elevation b) of the building Is _ f .(m) _in.(on) above the highest adjacent grade. Complete isms C3.h and C3.1 on front ofbm. E4. The top of the plaAfomn of machinery andAor equipment servicing the building is _ ft(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, lfavaiable). Ea. For Zone AO only. If no flood depth number is available, is the top of fhu4 bottom flooretevatsd in acoordanoe with the communiys floodpiain management ordinarroe? ❑ Yes ❑ No ❑ UNmown. The local dfical must oa* this Ifomation in Section G. SECTION F -PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CEKWATION The property owrneroromWs authated representative who completes Sections A. B. C (Items C3 h and C3.1 orrljr), and E for Zone A (without a FEW -issued oroDmmuxmiy- i aW BFE) orZone AO must sign here. The statements In Sections A, A Q and.E are oared to fhe best ofmy Ivrowlsdgs. _ PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATWS NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE ►% ulq►1 ❑ Check here IafbcIments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is attab2cl by law or ordinance b administer the oommuniys floodplain management ordinance can omplele Sections A. B, C (or E), and G of this Elevation Certificate. Complete the apacxble ems) and sign bebw. Gi . ❑ The Infmmnatcn In Section C was taken from ofherdocumentadon that has been signed and embossed by a licensed surverym, engineer, or architact who is authafaed by state or local law to oe* elevation information. (Indicate the source and data of the elevation data in the Comments area below.) GZ ❑ A oommuniy dW oompleted Section E for a building located in Zone A (without a FEMA4mued or community -eased BFE) or Zone AO. G3. ❑ The following irfamation Qtems G4-G9) is provided for octmmunty floodptain managernent purposes. GAPERMT NUMBl3t (. DATE PERMi ISSUED M. DATE CERTIFICATE OF ANCY ISSUED G7. This permit has been issued for: ❑ New Cormst<uofion ❑ Stbstarilld Improvement M. Elevation of asbuit lowest floor (ndudig basement) of the building Is — _ft(m) Datum: G9. BFE or (n Zone AO) depth of flooding at the building SIB IS _ ft(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE err outi. 2�Sl� PERMIT # 03 7 DATE "/;74y/ (% ADDRESS CONTRACTOR PH # FAX # DESCPRITION OF REVISIGUNAw UTILITIES FIRE BLDG �)Ye