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Home My WebLink About206 Dogwood Dr #12-152; INTERIOR EXTERIOR REMODELPERMIT ADDRESS 49 0 (p I-+' Q CONTRACTOR ' 1 L- H w7 f/c- ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # / --`' /So2 DATE PERMIT DESCRIPTION7 PERMIT VALUATION SQUARE FOOTAGE 1,).,)4- its b d m NOV Z" CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION rr pl r yr Documented Construction Value: $ lb . 06 u`/ t Job Address: Co 1Dn u1onD JCL Historic District: Yes No Parcel ID: 33— m-30' SCai — oF-oo 60Sa Zoning: Description of Work: 'EePIACE Sty iCiF * 16 yftNEt kwo SWmo-e 10±2y'mx lruTbuC)rvP'Tzcr. Plan Review Contact Person: Phone: Fax: E-mail: Title: Property Owner Information Name P• (DP L Mru&tL Phone: Street: 20(Q 'DO& L066') *W_ Resident of property? City, State Zip: 4NfD 1 Contractor Information Name M O=U 5kKAO1< k LP_(0Zk C l(C_ Phone: HO 9418P Td Street: 4(oK_n Li ryk& V t LA& E D t# A KbA_ Fax: —P90 29"?J City, State Zip: EO 1vCe I N I k t . Ti, 32,I2:3 State License No.: iL 1300 4310 Architect/Engineer Information Name: V' Street: City, St, Zip: Bonding Company: N Address: Building Permit Square Footage: No. of Dwelling Units: Electrical New Service — No. of AMPS: Phone: Fax: E- mail: Mortgage Lender: N f Pt Address: PERMIT INFORMATION Construction Type: Flood Zone: Mechanical 0 ( Duct layout required for new systems) No. of Stories: Plumbing New Construction - No. of Fixtures: Fire Sprinkler/ Alarm No. of heads: t Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right.to calculate the plan review fee based on past permit activity levels. Should c cu ted charges exceed the documented construction value when the executed contract is submitted,, credit 'll b a lied to your permit fees when the permit is released. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID APPROVALS: ZONING: UTILITIES: ENGINEERING: COMMENTS: FIRE: Signature of VALC Date Print Cont ct r/Agent's Name c 1 Signature of Notary -State of Florida Date MARIO PEDRAZA MY COMMISSION # D0970527 EXPIRES March 14, 2014 407) 398-0153 Flo Notaryservice. m Con rac or g ' an to Me or Produced ID Type of ID WASTE WATER: BUILDING: Rev 11.08 r DAv!D JOHNSON, CFA. ASA PROPERTY APPRAISER Sr MINGLE COUNTY FL. 1101 E. FIRST ST SANFORD FL 32771 -1468 407-665-7506 GENERAL Parcel Id: 33-19-30-5E M-OE00-0050 Owner: MARTINEZ NIGEL 3 MELISSA Mailing Address: 206 DOGWOOD DR City,State,ZipCode: SANFORD FL 32771 Property Address: 206 DOGWOOD DR SANFORD 32771 Subdivision Name: IDYLLWILDE OF LOCH ARBOR SEC 6 Tax District: S1-SANFORD Exemptions: 00-HOMESTEAD (2009) Dor: 01-SINGLE FAMILY d 1• 1... IeM Ry* N6RMn VALUE SUMMARY VALUES 2011 2010 Working Certified Value Method Cost/Market Cost/Market Number of Buildings 1 1 Depreciated Bldg Value 104,345 $117,142 Depreciated EXFT Value 6.534 $6,534 Land Value (Market) 23,000 $28,000 Land Value Ag 0 $0 Just/Market Value 133,879 $151,676 Portablity Adj 0 $0 Save Our Homes Adj 0 $0 Amendment 1 Adj 0 $0 Assessed Value (SOH) 133.879 $151,676 Tax Estimator 2011 TAXABLE VALUE WORKING ESTIMATE Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 133.879 50,000 83,879 Amendment 1 adjustment is not applicable to school assessment) Schools 133.879 25.000 108,879 City Sanford 133,879 50,000 83,879 SJWM(Saint Johns Water Management) 133,879 50.000 83,879 County Bonds 133,879 50,000 83,879 The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates. SALES 2010 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified 2010 Tax Bill Amount: $2,237 WARRANTY DEED 03/2008 06954 1204 $220.000 Improved Yes 2010 Certified Taxable Value and Taxes WARRANTY DEED 12/1978 01200 1177 $55,500 Improved Yes DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Method Frontage Depth Land Units Unit Price Land Value PLATS: Pick... LOT 0 0 1,000 23,000.00 $23,000 LEG LOT 5 BLK E IDYLLWILDE OF LOCH ARBOR SEC 6 PB 21 PG 40 Building Sketch Under construction BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 1978 6 1,776 2,374 1,776 CONC BLOCK 104.345 $122,399 Appendage / Sgft GARAGE FINISHED / 598 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished,Base Semi Finshed Permits EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New FIREPLACE 1979 1 $600 1,500 POOL GUNITE 1979 450 $3,600 9,000 ALUM SCREEN PORCH W/CONC FL 1979 160 $544 1.360 SCREEN ENCLOSURE 1987 1,870 $1.496 3.740 COOL DECK PATIO 1979 210 $294 735 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value. AV RLHIK-r' CONSTRUCTION COMPANY Reliable Luxury Nabitations Date: 10/11/11 License #: CGC1512297 P.O. Box 625 Sanford, FL 32772-0625 MYG COMLHManagement com Phone 407-330-7104 Fax 407-328-8055 Trade Contractor Purchase Order & Notice to Proceed Paae 01 of 01 Trade Contractor: Tino Garzon Job Number: 400-041942-142 Property Owner: Nigel & Melissa Company Name:Mako Shark Electric, u-c. WO#42 Martinez Property Address: 206 Dogwood Dr. Work Phone: 407-328-7845 Cell Ph. 407-947-8040 City: Sanford, FL 32771 Email: Tino makoselectric.com Fax Phone: 407-328-7192 CityjCounty Permit #: Contractor: RLH Construction Contact Person: RT HILLERY Address: P.O. Box 0625, Sanford, FL 32772-0625 Email Address: myacarlhmanagement.com Phone Number: 407-330-7104 Project Name: Repair for Nigel & Melissa Martinez Work Order#: 42 Project Location: 206 Dogwood Drive Sanford, FL 32771 Quote Due Date: 9/28/11 Project Manager(s): Randy Nixon/Michelle Cahill Scope: Please see Schedule A with inspection report and work order #42. Acceptance of Agreement After review of the above referenced property and scope of work your company shall furnish all Labor & Materials for a lump sum of $2,690.00 for stated work outlined in the attached Quote Work Order#: RFQ-42 Date 9128/11. All work will be in accordance with state and local codes and will be quality workmanship. Payment Schedule: 1 st payment $1,813.00 2nd payment $777.00 3rd payment $ NIA .00 1st payment 70% after all work is done, 2nd payment 30% after final inspection passesl Work shall start on: Oct. 31, 2011 and shall be completed on or prior to: Dec. 5, 2011 : fall work is not completed and passed final inspection by 5p.m. on agreed completion date Trade Contractor agrees to pay a penalty up to $250.00 per day.) The stated prices, specific and conditions are satisfactory and are hereby accepted. Signature: Date: to 17'All Tr de Contr Owner/Agent I I authorize the above company to do the work as specified above. Signature: RLH Authorize Agent Date: Il Seminole County Product Approval Form k Permit # AddreSS 206 Dogwood Drive, Sanford, FL 32771 As required by Florida Statute 553.842 and Florida Administrative Code 913-72M, please provide the information and approval numbers for the building components listed below if any will be used on the structure. Product approval information can be obtained at the following sources: The Florida Department of Community Affairs (DCA) Building Code Information Website is: http://www.floridabuilding.org The Miami/Dade County Building Code Compliance Website address is: http://www.miamidade.gov/buiIdingcode Directly from the manufacturer. The following information must be available on the jobsite for inspections: 1. This entire product approval form, stamped as "Reviewed" by Seminole County Plans Examiner. 2. A copy of the manufacturer's installation details and reauiremPntc for ant-h nrnrhis-+ RESERVED FOR FLORIDA APPROVAL # TYPE MANUFACTURER MODEL # / SERIES PLANS EXAMINER INCLUDE DECIMAL MIAMI / DADE USE IF APPLICABLE N.O.A. OO SWINGING SLIDING OVERHEAD Wayne -Dalton 5120/6100/9100 FL 9174.1 OTHER ROLL UP HURRICANE SHUTTERS: PANEL 1 of 2 4_ *- A—,. Seminole County Product Approval Form TYPE SINGLE HUNG MANUFACTURER MI Windows & Doors MODEL # / SERIES 740/37407 RESERVED FOR PLANS EXAMINER USE FLORIDA APPROVAL # INCLUDE DECIMAL) IF APPLICABLE FL 11827.5 & 11827.6 MIAMI / DADE N.O.A. DOUBLE HUNG HORIZONTAL SLIDING CASEMENT FIXED SKYLIGHT MULLION OTHER ALUMINUM OR VINYL SHINGLES Tamko Building Products Heritage 30 FL 1956.4 METAL TILE SINGLE PLY OTHER HURRICANE ANCHORS Simpson Strong -Tie H2.5A FL 10456.12 ENGINEERED LUMBER LINTELS INSULATION FORMS OTHER L IS Life applicant s responsiminy io verify that each specific product has been installed in accordance with their limitations and with the minimum required design pressures for the structure. Specific compliance will be verified during field inspections. MANUFACTURER SPECIFICATION AND INSTALLATION SHEETS MUST BE POSTED AT THE JOB SITE FOR INSPECTION. CONTRACTOR or OWNER/CONTRACTOR SIGNATURE: 2 of 2 DATE: a Application No: / 0 /S—a CITY OF SANFORD BUILDING, FIRE OR, PERMIT . PLICATIQN U Documented Construction Value: $ Job Address: • 2 0 & 1boo, w &1 o D 'b Q , Historic District: Yes No Parcel ID: Zoning. Description of Work: Yr Iy e — S S e Plan Review Contact Person: Title: Phone: Fax: E-mail: Property Owner Information Name l I J Lo_ I.u 1 , r.)e Phone: (7 3 3 0 Street: 2( OG bn w00z> bk Resident of property? r City, State Zip: a, juF? z> FL . 71 Contractor Information Name H l 155 u. 1 K7 A Phone: L 6 7 3 7 5— q 7 Street: 50 8LI / „tines _, Fax: qo-7 2 0 tJ QQ L City, State Zip: - 0 np Fz_ 3 2 $ l $ State License No.: C FL 22Y Name: Street: City, St, Zip: Bonding Company: _ Address: 1 Building Permit iquare Footage: vo. of Dwelling Units: lectrical Architect/Engineer Information Phone: fG: ti si:•! , id'•tQx3 iltm4? ty1 few Service — No. of AMPS: Fax: E-mail: — Mortgage Lender: Address: RMATION Construction Type: Flood Zone: 4echanical 13 (Duct layout required for new systems) No. of Stories: Plumbing X New Construction - No. of Fixtures: Fire Sprinkler/Alarm No. of heads: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that Ad work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID APPROVALS: ZONING: UTILITIES: ENGINEERING: COMMENTS: e'l Ald A I S' ature of Contractor/Agent Date Print Contractor/Agent's Name tate of Fly IE BLANTON Notary Public - State of Florida My Comm. Expires Feb 25, 2015 Commission N EE 60182 Bonded Through National Notary Assn. Contractor/Agent is Personally Known to Me or Produced ID Type of ID WASTE WATER: BUILDING: Rev 11.08 CBC 1251684i CGC i 512297/CCC1328743 IN P.O. Box 625 1— IRL Sanford, FL 32772-0625 MyGCnRLHMf anaeement.coni CONSTRUCTION COMPANY Phone 407-330-7104 Reliable Luxury Habitations Fax 407-328-8055 Date: 10/11/11 Page 01 of 01 Trade Contractor: Jim Hill Job Number: 400-041942-142 Property Owner: Nigel & Melissa Martinez Company Name: Hills Plumbing, INC. WO#42 Property Address: 206 Dogwood Dr. Work Phone: 407-375-2097 Cell Ph. City: Sanford, FL 32771 Email: Jim@HillsPlumbing.net Fax Phone: City/County Permit #: Contractor: RLH Construction Contact Person: RT HILLERY Address: P.O. Box 0625, Sanford, FL 32772-0625 Email Address: mygc(@rlhmanagement.com Phone Number: 407-330-7104 Project Name: Repair for Nigel & Melissa Martinez Work Order #: 42 Project Location: 206 Dogwood Dr. Sanford, FL 32771 Quote Due Date: 9128/11 Project Manager(s): Randy Nixon/Michelle Cahill Scope: Please see Schedule A with inspection report and work order #42 Acceptance of Agreement After review of the above referenced property and scope of work your company shall furnish all Labor & Materials for a lump sum of $1,220.00 for stated work outlined in the attached Quote Work Order#: RFQ-42 Date 9/28111. All work will be in accordance with state and local codes and will be quality workmanship. Payment Schedule: 1 st payment $1,220.00 2nd payment N/A 3rd payment $ N/A .00 0 st payment 70% after all work is done, 2nd payment 30% after final inspection passes) Work shall start on: Oct. 31, 2011 and shall be completed on or prior to: Dec. 5, 2011 ; if all work is not completed and passed final inspection by 5p.m. on agreed completion date Trade Contractor agrees to pay a penalty up to$250.00 per day.) The stated prices, specifications and conditions are satisfactory and are hereby accepted. Signature: jDate: ' ' 2 4 j 1 rade Contractor Owner/Agent I authorize the above company to do the work as specified above. Signature: Date: RLH Authorize Agent IIIII Illiilll lllill011111tll 1131oililllilllll l IIII THIS INSTRUMENT PREPARED BY: Name: Celia Bernardi NAWME WAM, CLERX OF CIRWIT CWkT Address: P.O. Box 0625 Sanford, FL 32772 "IMILE C(V"ilir State of Florida 99 075157 Pa 1997• (Ion) Permit Number CLERK? a # 21AD 1 1116533 D 11/Ce/2011 10:59:58 I11011 NOTICE OF COMMENCEM TN13 FEFS 10.00 MWD BY J Eckenr°oth(all) arcel ID Number (PID) 33-19-30-5EM-OE00-0050 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the property and street address if available) LEG LOT 5 BLK E IDYLLWILDE OF LOCH ARBOR SEC 6 PB 21 PG 40 GENERAL DESCRIPTION OF IMPROVEMENT Interior/Exterior Remodeling, Mechanical, Electrical, Plumbing, Re -roof OWNER INFORMATION Name and address: Nigel & Melissa Martinez 206 Dogwood Dr., Sanford, FL 32771 Name and address of Fee Simple Title Holder (if other than owner) : CONTRACTOR Name and address: RLH Construction Y P. O. Box 0625, Sanford, FL 32772 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)(b), Florida Statutes. Name and address: In addition to himself, Owner Designates of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement: The expiration date is 1 year from date of recording unless a different date is specified. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF _ COMMENCEMENT. tQVSTATEO.Fj 1L. ` ,o / COUNTY OF__I WN RS SIGNATURE ! OWNE -T D AME NOTE: Per Florida Statute 713.13(1) (g , owner must sign...... and no one else may be(peermmitte-dt tolsign iin his or her stead." The foregoing instrument was acknowledged before me this G ` day of 0 i \y \-. 1 µ , 2g by `"D--)U 1./1) ` Who is personally known to me Name of person making statement _ OR who has produced identification M)type of identification produced \Y VERIFICATION PURSUANT TO SECTION 92.525, FLORIDA STATUTES. UNDE5,PENALTIES OF PERJ Y, I DECLARE THAT I HAVE RE KD THE ARE TRUE T T+tE BEST.OF M ROWLEDGE.A BEL'IEF.,;! SIGNATURE OF NATURAL PERSON SIGNING AB CELIA BERa A 484lr€t s S9Y CO AM18810N is EXPIRES: November 1e, 2014 t. s ` e y,ded That W96 Public Underwrttsrs i AND THAT THE FACTS STATED IN IT CERTIFIED COPY MARYANNE MORSE CLERK OF CIRCUIT COURT At / SEMINOLE COUNTY, FLORIDA Signature vioTY L N - - 11i f=z.cii+ty: e • 1% Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 2 DAVID JOHNSON• CFA, ABA 31 ;y Sj `= i f'r " F 5! LD I I J PROPERTY 35 APPRAISER E11 5 S SEMINOLE COUNTY F IL. E 1101 E. FIRs-r sT 48. F 48. G 48.0 d t I v SANFORD, FL 3277E-1468 1 j"'•- 407-665-7506 E VALUE SUMMARY VALUES 2011 2010 Working Certified Value Method Cost/Market Cost/MarketGENERAL Number of Buildings 1 1ParcelId: 33-19-30-5EM-OE0o-0050 Depreciated Bldg Value 104,345 117.142Owner: MARTINEZ NIGEL & MELISSA Depreciated EXFT Value 6,534 6,534MailingAddress: 206 DOGWOOD DR Land Value (Market) 23,000 28,000City,State,ZipCode: SANFORD FL 32771 Property Address: 206 DOGWOOD DR SANFORD 32771 Land Value Ag 0 0 Subdivision Name: IDYLLWILDE OF LOCH ARBOR SEC 6 Just/Market Value 133,879 151,676 Tax District: S1-SANFORD Portablity Adj 0 0 Exemptions: 00-HOMESTEAD (2009) Save Our Homes Adj 0 0 Dor: 01-SINGLE FAMILY Amendment 1 Adj 0 0 Assessed Value (SOH) 133,879 151,676 Tax Estimator 2011 Notice of Proposed Property Tax 2011 TAXABLE VALUE WORKING ESTIMATE Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 133,879 50.000 83.879 Amendment 1 adjustment is not applicable to school assessment) Schools 133,879 25.000 108,879 City Sanford 133,879 50,000 83,879 SJWM(Saint Johns Water Management) 133,879 50,000 83,879 County Bonds I$133,879 50.0001 83,879 The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates. SALES Deed Date Book Page Amount Vacllmp Qualified 2010 VALUE SUMMARY WARRANTY DEED 03/2008 06954 1204 $220,000 Improved Yes 2010 Tax Bill Amount 2,237 WARRANTY DEED 12/1978 01200 1177 $55,500 Improved Yes 2010 Certified Taxable Value and Taxes DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Method Frontage Depth Land Units Unit Price Land Value PLATS: Pick... LOT 0 0 1.000 23,000.00 $23,000 LEG LOT 5 BLK E IDYLLWILDE OF LOCH ARBOR SEC 6 PB 21 PG 40 Building Sketch Under construction BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 1978 6 1,776 2,374 1,776 CONC BLOCK $104,345 $122 399 Appendage / Sgft GARAGE FINISHED / 598 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed Permits EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New FIREPLACE 1979 1 600 $1.500 POOL GUNITE 1979 450 3.600 $9,000 http://www.scpafl.org/web/re web.seminole county title?parcel=3319305EMOE000050... 10/11/2011 03/29/2011qo® CERTIFICATE OF LIABILITY INSURANCETE (MM/DD/YYYY) PRODUCER THIS CERTIFICATION IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Bankers Insurance Services, Inc. HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 11101 Roosevelt Blvd. N. ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. St. Petersburg, FL 33716 INSURERS AFFORDING COVERAGE NAIL # INSURED INSURER A: Bankers InsuranceConlDanv 33162 Bankers Employer Services I, Inc. NSURER B: I1101 Roosevelt Blvd. N. ENSURER C: St. Petersburg, Fl 33716 SURER D: 727)823-4000 x4272 INSURERE: THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADD'L POLICY EFFEC'rIYF. POLICY E\PIRATION LTR INSRD TYPE OF INSURANCE POLICYNUMBER DA"IE(MM/DD/YY) DATE(MM/DDAW) LIMITS GENERAL LIABILITY ACH OCCURRENCE COMMERCIAL GENERAL LIABILITY DAMAGE S ( RENTED REMISES ( Ea occurence) CLAIMS MADE OCCUR VED EXP (Anyoneperson) ERSONAL & ADV INJURY GENERAL AGGREGATE GEN' L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG PRO- 0 POLICY JECT LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT ANY AUTO Ea accident) ALL OWNED AUTOS BODILY INJURY SCHEDULED AUTOS Per person) HIRED AUTOS BODILY INJURY NON - OWNED AUTOS Per accident) ROPERTY DAMAGE Per accident) GARAGE LIABILITY 4,UTO ONLY - EA ACCIDENT ANY AUTO OTHER THAN EA ACC UTO ONLY: AGG EXCESS/ UMBRELLA LIABILITY ACH OCCURRENCE OCCURLl CLAIMS MADE AGGREGATE DEDUCTIBLE RETENTION $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/ MEMBER EXCLUDED? If yes, describe under 09 03 00000000 04 04/01 /2011 O4/O1/ZO1 Z WC STATU- OTH- T RYLIMIT ER E.L. EACH ACCIDENT 1,000,000 E.L. DISEASE - EA EMPLOYEE 1,000,000 E.L. DISEASE - POLICY LIMIT 1,000,000 SPECIAL PROVISIONSbelowOTHERDESCRIPTION OF OPERATIONS / LOCATIONS/ VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS As defined by Client Service Agreement, coverage is extended to leased employees of R L H Consulting & Management Inc. Subcontractor workers' compensation injury coverage is pursuant to Client Service Agreement Exhibit E. "If Client is a general contractor (a " GC"), Leasing Company agrees that if a statutory employee, a subcontractor that has a direct contract with the GC(a Direct Subcontractor") is injured while working at a location where GC is providing services, and notwithstanding the requirements of this Agreement, the Direct Subcontractor does not have in effect workers' compensation insurance to cover such injuries, and no other valid workers' compensation policy exists to cover such injuries, Leasing Company will cover such injuries and other statutorily required costs and payments. " For information regarding this coverage or to receive a list of employees for this client, please call (727) 823-4000 x4272. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE 14OLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL City of Sanford Building Division IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR 422 W 14th St REPRESENTATIVES. AUTHORIZED REPRESENTATIVE Sanford, FL 32771- Fax: (407) 688-5098 ACORD 25 ( 2001108) @ ACORD CORPORATION 1988 Department P.O. Box 625RLH1WBillingFL32772-0625 MvGQd)RLHManagernent.cornSanford, CONSTRUCTION COMPANY License #: CBC1251684/CGC1512297 Phone 407-330-7104 Reliable Luxury Habitations Fax 407-328-8055 RLH SUBCONTRACTORS Electrical Contractors o EDI of Central Florida, Inc. — EC13004110 3184 S. John Young Pkwy Kissimmee, FL 34746 Mako Shark Electric, LLC — EC13004390 4650 Links Village Dr. A-501 Ponce Inlet, FL. 32127 Mechanical Contractors o Wilco Heating & Air Conditioning, Inc. - CAC1813488 PO Box 952020 Lake Mary, FL. 32795-2020 Plumbing Contractors o Exact Plumbing, Inc. - CFC057227 400 S Sanford Avenue Sanford, FL. 32771 Roofing Contractors o Collis Roofing, Inc.—CCC058022 P.O. Box 520668 Longwood, FL 32752-0668 o Roofing Pioneers, LLC - CCC1329030 1431 Hilltop Road Casselberry, FL 32707 o High Low Electric, Inc. — EC0002911 303 S Laurel Ave. Sanford, FL. 32771 Hill's Plumbing - CFC1427734 9084 Floribunda Dr. Orlando, FL. 32818 RLH Construction Co. - CCC1328743 P.O. Box 625 Sanford, FL. 32772-0625 5 PTVED OCT 2 4 U11 CITY OF SANFORD BUILDING & FIRE PREVENTION BY: PERMIT APPLICATION g Application No: Documented Construction Value: $ 2 O.OU v Job Address: 206 Dogwood Dr., Sanford, FL 32771 Historic District: Yes No Parcel ID: 25-19-30-512-1211-001 A Zoning: Description of Work: Interior/Exterior Remodeling -,- Plan Review Contact Person: Randy Nixon Title: Project Manager Phone: 321-279-7188 Fax. 407-328-8055 E-mail: Rnixon@RLHManagement.com Property Owner Information Name Nigel & Melissa Martinez Phone: Street: 206 Dogwood Drive City, State Zip: Sanford, FL 32771 Name RLH Constrution Street: P. O. Box 0625 City, State Zip: Sanford, FL 32772 Name: Street: City, St, Zip: Bonding Company: Address: Building Permit Square Footage: 1,776 No. of Dwelling Units: Electrical Resident of property? : Yes Contractor Information Phone: 407-330-7104 Fax: 407-328-8055 State License No.: CBC1251684 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: PERMIT INFORMATION Construction Type: SFR Flood Zone: New Service — No. of AMPS: Mechanical Duct layout required for new systems) S a sa 9Y 3 9 No. of Stories: 1 Plumbing New Construction - No. of Fixtures: Fire Sprinkler/Alarm No. of heads: i Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical 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. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee b sed on past permit activity levels. Should calculated charges exceed the documented construction value when the eecuted ctract is submitted, credit will be applied to your permit fees when the permit,ifrelease . , Date Produced ID Type of ID APPROVALS: ZONING: • z5A UTILITIES: COMMENTS: ENGINEERING: FIRE: Produced ID Id._ze.""_-//' Agent Date s Name k5*\k' n io II e of rida Date is Personally Known to Me or Type of ID WASTE WATER: BUILDING: Rev 11. 08 Maldonado, Anthony From: Bradley, Robert Sent: Thursday, October 13, 2011 9:32 AM To: 'RT Hillery (RTHILLERY@RLHMANAGE MENT.COM)'; 'Celia R Bernardi; 'Joe Hillery'; Randall Nixon' Cc: Cahill, Michelle; Cretens, Steve; Montgomery, Susie; Maldonado, Anthony; Nordelo, Sonia Subject: Completed CC-2184-07NFT - Work Order 42 - Martinez Attachments: Completed CC-2184-07 W042 (RLH).pdf Attached, please find an executed copy of the above referenced contract action. This email will serve as the County's electronic distribution for this item, and a certified copy will be retained in the Purchasing & Contracts Division Agreement File. Please forward a copy to all necessary individuals within your company. Should you have any questions, please let me know. Robert T. Bradley, Sr., CPPB, FCCM, FCCN, Senior Procurement Analyst County Manager's Office, Purchasing and Contracts Division 1301 East 2nd Street Sanford, FI 32771-1468 Phone: 407-665-7113; Fax: 407-665-7956 Email: rbradleY02()seminolecountvf.gov Website: www.seminolecountyfl.gov/purchasing Oct. 11 11 10:03a Original Peace 214-614-9223 P,1 Work Order Number: Master- Agreement No.: LC-2184-07/VFi Bated: December 26, 2007 Master Agreement Title: SHIP Affordable dousing Repair Project Title: SHIP Homg.Ranaie it:286.13nauaand.0rivP. Sanfnrd Mae ini%71 Gontractor. RLH Construction, Inc. Address: P.O. Box 0625 Sanford, FL 32772.0625 on ATTACHMENTS TO THIS WORK ORIDIER: METHOD OF COMPENSATION 1XJ Scope - Inspection Report - Attachment "A" fX] fixed fee basis• CAI Addendum Attacf>m+ent "0" t 1 tints basis -not -to -Exceed XI 9vote Form --Attachment: "C" tune basis-iimitetian.o# fur;ds XI Ship Standards Attachment 4I3" [X} reta 606 shall be withhold. Tdlltil~ Ft?ft. CO CPLEi ttt[ : The liitarii to .be provided by the CONTRACTOR shall. be Wbstantially completed as described in subsection 14.13 of,tha, General, Conditions; with" si BtYt.caterodar tiays after fife date when the Contract Time, begins to run as .provided In subeetinn 2.2 of .the GeneralConditions: The Work ,shall be finally completed, react}. for Final Payment in accnrdance'vvith'subsection' 14.9 og the General Condiiians; within i>taarr ty (3ti1 9919110ir da4s after the. actual date of -substantial Completion. Failure. to. rneet the tornpletlOh time snail . be graunds.for `i'erminatio€a of both the Work Order anti, the Master Agreein4ht':far Deftult. WORK ORDERRNir UiVT:'FIF1 f-1 FVE TH(3'USi4iVl NINEAUNDRED EFGHTY-EIGHT AND 051109 60LI ARS S 55,988. 01 N: W TESS WHERE[? , the parties hereto have made and executed this, Work Order, on this L_ day of 20 , for the purposes stated herein., EST/WITNESS' RLH Construction, Inc. By: l IN. H Its ecrej y R.L. Hgp6, President OC # 807149 Date: BOARD O.F COUNTY COMMISSIONERS M SEMENOLE.COUNTY, FLORIDA W lz a r chic a t Robert Hunter, Pracur anent Sunarviwr w F,_' o Date' _ C. As authorized by Section 3.554 Seminole X County Administrative Cade, ON # 28980 19 cc J U WnrUd frier— r nnNartc RevRiVin PL€e 1 0r3 RLH Project Schedule CC-2184-07/VFT— Work Order # 42 206 Dogwood Dr., Sanford, FL (Martinez) RLH Approved Scope of Work Carpentry & General Construction Repair Exterior/ Interior Remove and replace shingle roofing. Install wind mitigation clips and fasteners. Remove and reinstall roof mounted solar system. Increase ceiling insulation to R-30. Pressure clean and paint exterior of the home. Remove existing concrete swimming pool shell and pool decking up to the drain area. Remove all electrical and plumbing services to pool. Fill, grade, and compact existing pool hole with dirt upon concrete removal. Replace all windows with new windows. Replace existing garage door, frame, and opener with new. Demolish existing tile in Master Bathroom Shower and replace with new. Install new Master Bathroom vanity and mirror. Caulk all door openings and any unsealed wall penetrations. Provide Homeowner with (2) Pods for move out. Pods are to be removed from the home. Plumbing Repair (2) exterior leaking hose bibs. Install a new garbage disposal, sink, and faucet in kitchen (with extendable nozzle). Replace hall bathroom toilet tank valve, rebuild insides, and install a new supply line. Install new fixtures in master bathroom to include ADA water closet, sink, grab bars and new shower fixtures. Install new interior door to master bathroom. Electrical Services Install GFCI receptacles in kitchen, replace two existing electrical panels inside and outside, and add (4) new smoke detectors. Mechanical Services N/A Appliances & Cabinets Replace existing kitchen cabinets with new and replace existing kitchen appliances with a new dishwasher, range, and refrigerator. 0 , pmo- r OFFICE 9ERMIT # TYPICAL REPAIR METHOD FOR ACCIDENTALLY CUT JOIST'S END SITUATION BEFORE REPAIR PART OF WEB TO BE CUT OFF TO ALLOW NEW 2x6 END BLOCK MIN. 7116" x 4 -0" OSB OR PLYWOOD WITH FACE GRAIN IN HORIZONTAL POSITION, GLUED* AND NAILED TO BOTH SIDES OF WEBS WITH 2" NAILS AT 4" O.C. 2x6 BLOCK \- 2 - 3 112" NAILS ON BOTH ENDS OF 2x6 BULLDOG GRIP PL PREMIUM GLUE OR EQUIVALENT: WATERPROOF GLUE WITH A SHEAR STRENGTH GREATER THAN 540 PSI. TYPICAL REPAIR METHOD FOR ACCIDENTALLY CUT TOP CHORD SITUATION BEFORE REPAIR L-- tiv I 1 vi— torlu Ku 2x4x6 =0" (SEE GRADE TABLE) GLUED* AND NAILED TO BOTH SIDES WITH 3 112" NAILS AT 4" O.C. 2x BLOCK GLUED* AND NAILED BULLDOG GRIP PL PREMIUM GLUE OR EQUIVALENT: WATERPROOF GLUE WITH A SHEAR STRENGTH GREATER THAN 540 PSI. GRADE TABLE GRADE OF MIN. GRADE OF OPEN JOIST 2x4 LUMBER SPF #1/#2 SPF #1/#2 or SYP #3 SPF 210OF 1.8E SPF #1/#2 or SYP #3 SPF 240OF 2.0E SPF SS or SPF 145OF 1.3E or SYP #2 TYPICAL REPAIR METHOD FOR ACCIDENTALLY CUT BOTTOM CHORD SITUATION BEFORE REPAIR LIU I ZV I I V/vl L;Humu 0- QI nl``W t'_I IIGn* AA n At Ali cry Zx4x0--U-- (stt GNAW: /ALSLE) GLUED" AND NAILED TO BOTH SIDES WITH 3 112" NAILS AT 4" O.C. BULLDOG GRIP PL PREMIUM GLUE GRADE TABLE OR EQUIVALENT. WATERPROOF GLUE WITH A SHEAR STRENGTH GREATER THAN 540 PSI. GRADE OF MIN. GRADE OF OPEN JOIST 2x4 LUMBER SPF #1/#2 SPF #1/#2 or SYP #2 SPF 210OF 1.8E SPF SS or SPF 1450F 1.3E or SYP #1 SPF 240OF 2.0E SPF 165OF 1.5E or SYP Non -Dense SS TYPICAL REPAIR METHOD FOR ACCIDENTALLY CUT TOP CHORD AND WEB MEMBER SITUATION BEFORE REPAIR 1 ELIMINATE VERTICAL -, \-- CUT TOP CHORD 2x4x6 =0" (SEE GRADE TABLE) GLUED* AND NAILED TO BOTH SIDES WITH 3 1/2" NAILS AT 4" O.C. 2 - 3 112" NAILS ON BOTH ENDS OF 2x6 I 2x6 BLOCK 2x BLOCK GLUED* AND NAILED MIN. 7/16" x 4'-0" OSB OR PLYWOOD WITH FACE GRAIN IN HORIZONTAL POSITION, GLUED* AND NAILED TO BOTH SIDES OF WEBS WITH 2" NAILS AT 4" O.C. BULLDOG GRIP PL PREMIUM GLUE OR EQUIVALENT: WATERPROOF GLUE WITH A SHEAR STRENGTH GREATER THAN 540 PSI. 2x BLOCK GLUED* AND NAILED GRADE TABLE GRADE OF MIN. GRADE OF OPEN JOIST 2x4 LUMBER SPF #1/#2 SPF #1/#2 or SYP #3 SPF 210OF 1.8E SPF #1/#2 or SYP #3 SPF 240OF 2.0E SPF SS or SPF 1450F 1.3E or SYP #2 TYPICAL REPAIR METHOD FOR ACCIDENTALLY CUT BOTTOM CHORD AND WEB MEMBER BULLDOG GRIP PL PREMIUM GLUE OR EQUIVALENT: WATERPROOF GLUE WITH A SHEAR STRENGTH GREATER THAN 540 PSI. SITUATION BEFORE REPAIR VEB 2x BLOCK GLUED- AND NAILED - MIN. 7116" x 4 -0" OSB OR PLYWOOD WITH FACE GRAIN IN HORIZONTAL POSITION, GLUED* AND NAILED TO BOTH SIDES OF WEBS WITH / 2" NAILS AT 4" O.C. 2x4x6 -O" (SEE GRADE TABLE) GLUED* AND NAILED TO BOTH SIDES WITH 3 112" NAILS AT 4" O.C. GRADE TABLE GRADE OF MIN. GRADE OF OPEN JOIST 2x4 LUMBER SPF #1/#2 SPF #1/#2 or SYP #2 SPF 210OF 1.8E SPF SS or SPF 145OF 1.3E or SYP #1 SPF 240OF 2.0E SPF 1650F 1.5E or SYP Non -Dense SS TYPICAL REPAIR METHOD FOR ACCIDENTALLY CUT OR BROKEN WEB CUT OR E SITUATION BEFORE REPAIR MIN. 7116" x 2'-0" OSB OR PLYWOOD WITH FACE GRAIN IN HORIZONTAL POSITION, GLUED* AND NAILED TO BOTH SIDES OF TOP AND BOTTOM CHORDS WITH 2 112" NAILS AT 6" O.C. BULLDOG GRIP PL PREMIUM GLUE OR EQUIVALENT: WATERPROOF GLUE WITH A SHEAR STRENGTH GREATER THAN 540 PSI. TYPICAL REPAIR METHOD FOR ACCIDENTALLY GROOVED TOP CHORD TOP VIEW b MAX. b / 2 SITUATION BEFORE REPAIR GROOVED TOP CHORD 2x4x6 =0" (SEE GRADE TABLE) GLUED* AND NAILED TO ONE SIDE WITH 3 1/2" NAILS AT 4" O.C. 2x BLOCK GLUED* AND NAILED BULLDOG GRIP PL PREMIUM GLUE OR EQUIVALENT: WATERPROOF GLUE WITH A SHEAR STRENGTH GREATER THAN 540 PSI. GRADE TABLE GRADE OPENJO ST I MIN. GRADE F 2x4 LUMBER SPF #1/#2 SPF #1/#2 or SYP #3 SPF 210OF 1.8E SPF #1/#2 or SYP #3 SPF 240OF 2.0E SPF SS or SPF 1450F 1.3E or SYP #2 TYPICAL REPAIR METHOD FOR ACCIDENTALLY GROOVED TOP CHORD (CRITICAL SHEAR AREA) TOP VIEW b MAXb/2_I SITUATION BEFORE REPAIR GROOVED TOP CHORD 2'X4'X6'-0" SPF #11#2 OR SYP #2 GLUED* AND NAILED TO ONE SIDE WITH 3-112" NAIL AT 4" O.C. 2X BLOCK GLUED* AND NAILED BULLDOG GRIP PL PREMIUM GLUE OR EQUIVALENT: WATERPROOF GLUE WITH A SHEAR STRENGTH GREATER THAN 540 PSI. m ACCIDENTALLY GROOVED BOTTOM CHORD GROOVED BOTTOM CHORD SITUATION BEFORE REPAIR BOTTOM VIEW 2x4x6 -O" (SEE GRADE TABLE) GLUED* AND NAILED TO ONE SIDE WITH 3 112" NAILS AT 4" O.C. 2x BLOCK GLUED* AND NAILED BULLDOG GRIP PL PREMIUM GLUE OR EQUIVALENT. WATERPROOF GLUE WITH A SHEAR STRENGTH GREATER THAN 540 PSI. GRADE TABLE GRADE OF MIN. GRADE OF OPEN JOIST 2x4 LUMBER SPF #1/#2 SPF #1/#2 or SYP #2 SPF 210OF 1.8E SPF SS or SPF 145OF 1.3E or SYP #1 SPF 240OF 2.0E SPF 1650F 1.5E or SYP Non -Dense SS Florida Building Code -Online EH 1 yr „i. s _••k yh„ Page 1 of 4 brida Depagrnentq BCIS Home Log In User Registration Hot Topics i Submit Surcharge Stats & Facts i Publications FBC Staff BCIS Site Map Links Search Busines e(]]) t Product ApprovalSst(r U USER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL10456 Application Type New Code Version 2007 Application Status Approved Comments Archived Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2221 Country Lane McKinney, TX 75070 972)439-3029 rshackelford@strongtie.com Authorized Signature Russ Anderson rnderson@strongtie.com Technical Representative Randall Shackelford Address/Phone/Email 1720 Couch Drive McKinney, TX 75069 800)999-5099 rshackelford@strongtie.com Quality Assurance Representative Pat Woodall Address/Phone/Email 1720 Couch Drive McKinney, TX 75069 800)999-5099 pwoodall@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity PSI/Pittsburgh Testing Laboratory Quality Assurance Contract Expiration Date 12/31/2011 Validated By Jeffrey P. Arneson, P.E. M. Validation Checklist - Hardcopy Received Certificate of Independence FL10456 RO COI ICC Cert of Independence.pdf Referenced Standard and Year (of Standard) Standard Year ASTM D1761 2000 N.A. SPEC FOR DESIGN OF COLD FORMED STEEL 2001 CONSTRUCTION NATIONAL DESIGN SPECIFICATION FOR WOOD 2005 CONSTRUCTION Equivalence of Product Standards Certified By http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwlDqudsDrIH6I48z... 10/13/2011 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option C 05/21/2008 05/23/2008 07/28/2008 09/15/2008 Summary of Products Go to Page Q 0 0 Pagel/ 3 0 0 FL # Model, Number or Name Description 10456.1 DSP IlDouble Stud to Plate tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.1)df Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Supplimental connectors may be required to FL10456 RO AE ESR-2613.pdf acheive 700# uplift for HVHZ. 10456.2 FTA2 Floor Tie Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 RO AE ESR-2613.pdf 10456.3 FTA5 Floor Tie Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: 11 FL10456 RO AE ESR-2613.pdf 10456.4 FTA7 JIFloor Tie Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 RO AE ESR-2613.pdf 10456.5 1-11 11Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: 2connectors must be used to acheive 700# uplift FL10456 RO AE ESR-2613.pdf for HVHZ. 11 10456.E IIH10 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.1)df Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 RO AE ESR-2613.pdf 10456.7 H10-2 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: 2 connectors must be used to acheive 700# FL10456 RO AE ESR-2613.pdf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148z... 10/ 13/2011 Florida Building Code Online Page 3 of 4 luplift for HVHZ when using SPF/HF lumber. I j 10456.8 H15 11Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports j Other: FL10456 RO AE ESR-2613.pdf 10456.9 H15-2 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: I FL10456 RO AE ESR-2613.pdf 10456.10 H2 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf j Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Supplimental connectors must be used to FL10456 RO AE ESR-2613.pdf acheive 700# uplift for HVHZ. 10456.11 H2.5 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: 2 connectors must be used to acheive 700# FL10456 RO AE ESR-2613.pdf uplift for HVHZ. 10456.12 H2.5A 11Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: 2 connectors must be used to acheive 700# FL10456 RO AE ESR-2613.pdf uplift for HVHZ. 10456.13 H3 Hurricane Tie Limits of Use i Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 j Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Supplimental connectors must be used to FL10456 RO AE ESR 2613.1)df acheive 700# uplift for HVHZ. 2 H3's may be used in DF/SP lumber to meet the 700# requirement. 10456.14 =IH4 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Supplimental connectors must be used to FL10456 RO AE ESR-2613.pdf acheive 700# uplift for HVHZ. 2 H4's may be used in DF/SP lumber to meet the 700# requirement. i 10456.15 H5 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: 2 connectors must be used to acheive 700# FL10456 RO AE ESR-2613.odf uplift for HVHZ. 10456.16 H6 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR 2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 1 Impact Resistant: N/A Created by Independent Third Party: Yes http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148z... 10/ 13 /2011 Florida Building Code Online Page 4 of 4 Design Pressure: N/A IlEvaluation Reports Other 11 EL10456RO ESR-2613.pdf 10456.17 =jH7Z Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.1)df Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 RO AE ESR-2613.pdf 10456.18 HGT-2 Heavy Girder Tiedown Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 RO AE ESR-2613.pdf 10456.19 HGT-3 IlHeavy Girder Tiedown Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.Ddf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 RO AE ESR-2613.pdf 10456.20 HGT-4 Heavy Girder Tiedown Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 RO II ESR-2613.1)df Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:+ FL10456 RO AE ESR-2613.pdf Go to Page ww 0 0 Pagel/ 3 0 0 Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 The State of Florida is an AA/EEO employer. copyright 2007-2010 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, e-mail addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions regarding DBPR's ADA web accessibility, please contact our Web Master at webma ster )d bor. state. fl. us. Product Approval Accepts: 99HO Wrut79n . securityM F.TRICS' Ttuttld rot rv http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148z... 10/ 13/2011 ICC Evaluation Service, Inc. www.icc-es.org ESR-2613 Issued February 1, 2008 This report is subject to re-examination in two years. Business/Regional Office # 5360 Workman Mill Road, Whittier, California 90601 # (562) 690-0543 Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599-9800 Regional Office # 4051 West Flossmoor Road, Country Gub Hills, Illinois 60478 # (708) 799-2305 DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastics Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 800) 925-5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: 2006 International Building Code® (IBC) 2006 International Residential Codee (IRC) Other Codes (see Section 8.0) Properties evaluated: Structural 2.0 USES The Simpson Strong -Tie hurricane and seismic straps and ties described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie hurricane and seismic straps and ties recognized in this report are installed to resist design forces on wood -frame construction resulting from the application of the most critical effects of the load combinations prescribed by code that include wind or seismic loads. 3.1.1 Hurricane Ties: Hurricane ties are used to anchor wood rafters orjoists to wood wall plates or studs or to anchor wood studs to wood sill plates. The H6, H7Z, H15, and H15-2 ties are formed from No. 16 gage galvanized steel; the H1, H2, H2.5, H2.5A, H3, H5, H10, H10R, and H10-2 ties are formed from No. 18 gage galvanized steel; and the H4 tie is formed from No. 20 gage galvanized steel. See Table 1 for tie model numbers, tie dimensions, fastener schedules, and allowable loads. See Figures 1a and I for drawings of the hurricane ties recognized in this report, and Figure 1 c for drawings of installation configurations with designated allowable load directions. 3.1.2 HS24 Hurricane Tie: The HS24 hurricane tie anchors wood rafters or trusses to wood wall top plates. The HS24 connector is formed from No. 18 gage galvanized steel. See Table 2 for required fasteners and allowable loads. See Figure 2 for a drawing of the HS24 tie and a typical installation detail. 3.1.3 RST-1 and RST-2 Hurricane Ties: The RST hurricane ties are used to anchor single -ply wood roof trusses or rafters) to vertically aligned wood studs. The RST-1 is designed to anchor single -ply wood trusses with lumber oriented horizontally, and the RST-2 is designed to anchor two-ply wood trusses with lumber oriented vertically or single - plywood trusses with lumber oriented horizontally. The RST-1 and RST-2 hurricane tie connectors are fabricated from No. 20 and No. 18 gage galvanized steel, respectively. See Table 3 for RST model numbers, width and length dimensions, required fasteners, and allowable uplift loads. See Figure 3 for drawings of the RST-1 tie and a typical installation detail. 3.1.4 LTS, MTS, and HTS Series Twist Straps: The LTS, MTS, and HTS series twist straps are used to anchor wood trusses or rafters to wood wall double top plates, wood studs, wood beams, or wood rim boards. The LTS, MTS, and HTS series twist straps are formed from No. 18, No. 16, and No. 14 gage galvanized steel, respectively. See Table 4 for strap model numbers, overall strap lengths, required fasteners, and allowable uplift loads when installed with different fastener schedules. See Figure 4 for a drawing of an LTS12 twist strap and two typical MTS strap installations. 3.1.5 LFTA Light Floor Tie Anchor: The LFTA light floor tie anchor is used as a floor -to -floor tension tie and is formed from No. 16 gage galvanized steel. See Table 5 for anchor tie dimensions, required fasteners, and the assigned allowable uplift load. See Figure 5 for a drawing of the LFTA connector. 3.1.6 FTA Floor Tie Anchors: The FTA floor tie anchors - are used to connect vertically aligned studs between a horizontal wood diaphragm assemblage with floor joists having a maximum 12-inch nominal depth. The FTA2 and FTA5 are formed from No. 10 gage galvanized steel, and the FTA7 is formed from No. 3 gage galvanized steel. See Table 6 for FTA models, anchor dimensions, required fasteners, and allowable tension loads. See Figure 6a for a drawing of an FTA floor anchor tie defining overall length and clear span, and Figure 6b for drawings of a typical FTA anchor installation. 3.1.7 SP and SPH Series Stud Plate Connectors: The SP1 connector fastens one edge of a wood stud to the contiguous edge of a wood sill plate, and the SP2 connector fastens to one side of a wood double top plate and to the contiguous edge of a wood stud. The SP4, SP6, SP8, SPH4, SPH6, and SPH8 are V/4 inch -wide (32 mm) U-shaped straps 4 REPORTS- are not to be construed as representing aesthetics or anv other attributes not ,specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation fim its use. There is no warrantv by [CC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report. or as to any product covered by the report. DNS/ Copyright © 2007 Page 1 of 12 Page 2 of 12 ESR-2613 with a horizontal portion that bears against the wood wall top plates or sill plates and two vertical legs that are nailed to the edges of a wood stud. The SP and SPH connectors are fabricated from No. 20 and No. 18 gage galvanized steel, respectively. See Table 7 for SP and SPH models, connector dimensions, required fasteners, and allowable uplift loads. See Figure 7 for drawings of the SP1 and SP2 connector, and of typical stud -to -plate connection details for the SP1, SP2, SP4, and SPH4 connectors. 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 tie plates are used to connect a nominally 2-inch-wide wood stud to either a top or sill plate of a wood framed wall. The RSP4 tie connector is fabricated from No. 20 gage galvanized steel. See Table 8 for required fasteners and allowable loads. See Figure 8a for a drawing of the RSP4 connector showing overall dimensions; Figure 8b for a drawing of a typical RSP4 installation connecting a wood double top plate to a wood stud; and Figure 8c for a typical RSP4 installation connecting a wood stud to a wood sill plate. 3.1.9 SSP and DSP Stud Plate Connectors: The SSP stud -to -plate connector is used to provide a positive connection between a single wood stud and the top or sill plate of the same wood wall, and the DSP stud -to -plate connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the same wood wall. The SSP and DSP connectors are fabricated from No. 18 gage galvanized steel. See Table 9 for required fasteners and allowable uplift loads. See Figure 9 for drawings of the SSP and DSP connectors showing overall dimensions; a drawing of an SSP installation connecting a stud to a sill plate; and a drawing of a DSP installation connecting a double wood stud assembly to a top plate. 3.1.10 HGT Heavy Girder Tiedown Brackets: The HGT heavy girder tiedown brackets are used to provide a positive connection between wood roof beams or multi -ply wood roof trusses and wood posts vertically aligned to support the end reaction of the beam or truss member. The HGT tiedown connector is a U-shaped bracket that is installed over the top chord of the roof truss having a slope from 3:12 (14 degrees) to 8:12 (34 degrees). Other components required for the connection, such as the anchor rods and hold-down or tie - down devices, that must be used to form a complete load path to resist design uplift forces from their point of origin to the load -resisting elements, that is, the vertically aligned supporting wood post, must be designed and specified by the registered design professional. The HGT tiedown brackets are fabricated from No. 7 gage steel, and are supplied with insert plates and crescent washers. See Table 9 for tiedown connector models, connector dimensions, fastener schedules, and allowable uplift loads. See Figure 9 for a drawing of the HGT-2 tiedown connector, and a drawing of a typical connection detail showing necessary components, including those not covered in this evaluation report, such as the HTT22 tension Tie. 3.2 Materials: 3.2.1 Steel: Unless otherwise noted, the connectors described in this report are fabricated from ASTM A 653, SS designation, Grade 33, galvanized steel with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). The FTA floor anchor ties are fabricated from ASTM A 1011, SS designation, Grade 33, hot rolled steel with a minimum yield strength of 33,000 psi (227 MPa) and a minimum tensile strength of 52,000 psi 358 MPa). The HTS twist straps, the SSP and DSP stud -to - plate ties, and the H2.5A hurricane tie are fabricated from ASTM A 653, SS designation, Grade 40, steel with a minimum yield strength of 40,000 psi (275 MPa) and a minimum tensile strength of 55,000 psi (379 MPa). The body of the HGT heavy girder tiedown backet is fabricated from ASTM A 1011, SS designation, Grade 33, hot rolled steel with a minimum yield strength of 33,000 psi (227 MPa) and a minimum tensile strength of 52,000 psi (358 MPa), and the crescent washers of the HGT bracket are fabricated from ASTM A 36 steel with a minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile strength of 58,000 psi (399 MPa). Base -metal thicknesses forthe connectors in this report are as follows: NOMINAL THICKNESS gage) MINIMUM BASE -METAL THICKNESS (inch) No. 3 0.2285 No. 7 0.1705 No. 10 0.1275 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The galvanized connectors have a minimum G90 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown applies. The FTA floor anchor ties and HTS twist straps have a painted finish and may also be available with the HDG finish. The lumber treater or holder of this report (Simpson Strong - Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Supporting wood members to which these connectors are fastened must be solid sawn lumber, glued -laminated lumber, or engineered lumber [such as Laminated Veneer Lumber (LVL), Parallel Strand Lumber PSL), and Laminated Strand Lumber (LSL)] having dimensions consistent with the connector dimensions shown in this report. Unless otherwise noted, supporting wood members and supported members must have an assigned minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), except as noted in Table 7 for the SPH stud plate tie connectors, which permits lumber having an assigned minimum specific gravity of 0.50 and 0.55; and Table 9 for the SSP and DSP stud -to -plate tie connectors, which permits lumber having an assigned minimum specific gravity of 0.50 and 0.43. The lumber used with the connectors described in this report must have a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the wood members must be equal to or greater than the length of the fasteners specified in the tables in this report, except if noted otherwise in the tables and accompanying footnotes in this report, oras required bywood member design, whichever controls. 3.2.3 Fasteners: Bolts, at a minimum, must comply with ASTM A 36 or A 307. Nails used for connectors, straps, and ties described in this report must comply with ASTM F 1667 Page 3 of 12 ESR-2613 and have the following minimum dimensions and bending yield strengths (Fyb): FASTENERS NAIL DIAMETER inch) NAIL LENGTH inches) Fyb psi) 8d X V/2 0.131 1% 100,000 8d 0.131 21/2 100,000 10d X 11/2 0.148 11/2 90,000 10d 0.148 3 90,000 For SI: 1 inch = 25.4 mm. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, Co, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 1001F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or when wet service is expected, the allowable loads must be adjusted by the wet service factor, Cti,, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F 37.81C), the allowable loads in this report must be adjusted by the temperature factor, C„ specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, this report governs. 4.3 Special Inspection: 4.3.1 IBC: Periodic special inspection is required for installation of connectors described in this report that are designated as components of the seismic -force -resisting system for a structure in Seismic Design Category C, D, E or F in accordance with Section 1707.3 or 1707.4, with the exception ofthose structures qualifying under Section 1704.1. 4.3.2 IRC: Special inspections are not required. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Hurricane and Seismic Straps and Ties described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 5.6 The FTA series tie anchors are factory -welded connectors manufactured under a quality control program with inspections by Professional Service Industries, Inc. (AA-660) or by Intertek Testing Services NA, Inc. (AA-688). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name of the manufacturer Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR-2523) that is used as an identifier for the products recognized in this report. Additionally, the factory -welded FTA series tie anchors manufactured in the United States are identified with their acronym of the inspection agency (PSI), and factory -welded FTA series tie anchors manufactured in Canada are identified with the name of their inspection agency (Intertek). 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: 2003 International Building Code° (2003 IBC) 2003 International Residential Code' (2003 IRC) 2000 International Building Code® (2000 IBC) 2000 International Residential Code° (2000 IRC) 1997 Uniform Building Code TM (UBC) The products described in this report comply with, or are suitable alternatives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2 Uses: 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See Section 2.0 of this report. 8.2.2 UBC: Replace the information in Section 2.0 with the following: Simpson Strong -Tie hurricane and seismic straps and ties are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. 8.3 Description: 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. Page 4 of 12 ESR-2613 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this report, except modify Section 3.2.3 to reference Section R323.3 of the IRC. 8.3.3 UBC: See Section 3.0 of this report, except modify the first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 8.4.1 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC: See Section 4.0 of this report. 8.4.2 UBC: See Section 4.0 of this report, except delete Section 4.3 since special inspection is not required. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 8.0, subject to the same conditions of use described in Section 5.0 of this report. 8.5.2 UBC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and the UBC: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and the UBC: See Section 7.0 of this report. Page 5 of 12 ESR-2613 TABLE 1—HURRICANE TIES FASTENERS Quantity-Type)(Ibs ALLOWABLE LOADS' MODEL NO. To Rafter To Plates To Stud Connection Configurations' Uplift45 Co=1.33 or Co=1.6 Lateral"' Co=1.33 or Co=1.6 F, F2 H1 6-8dx11/2 4-8d 1 490 485 165 1-110 8-8dx1'/2 8-8dx11/2 905 585 525 H10R 8-8dx1'/2 8-8dx11/2 905 585 525 H10-2 6-10d 6-10d 760 455 395 H2 5-8d 5-8d 2 335 H2.5 5-8d 5-8d 3 415 150 150 5-8d 5-8d 8 370 H2.5A 5-8d 5-8d 3 600 110 110 H3 4-8d 4-8d 455 125 160 H5 4-8d 4-8d 455 115 200 H4 4-8d 4-8d 8 360 4-8d 4-8d 9 360 165 160 H6 8-8d 8-8d 12 915 H7Z 4-8d 2-8d 8-8d 13 930 400 H15 4-10dx11/2 4-10dx11/2 12-10dx11/2 1,300 480 H15-2 4-10dx1'/2 4-10dx11/2 12-10dx11/2 1,300 480 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1. Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A rafter minimum actual thickness of 21/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2. Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift / Allowable Uplift + Design Lateral Parallel to Plate / Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plate <_ 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist. The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the method of calculating wind forces and the assumed load path that the connector is designed to resist. 3. "Connection Configurations" shown in Figure 1 c (next page) indicate the load directions F, and F2, and are details showing connector installations on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. 4. Connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on installed on the same side of the wall to achieve the tabulated allowable uplift loads and ensure a continuous load path. 5. Allowable uplift loads have been increased for wind or earthquake loading, and no further increase is allowed. Allowable loads must be reduced when other load durations govern. 6. Allowable lateral loads in the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 7. Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. IN e 1i d " • • 0®® a 1A6, s t' • 2'hb ©a H1 H2 H2.5 H2.5A FIGURE 1a—H1, H2, H2.5, H2.5A, AND H3 HURRICANE TIES H3 Page 6 of 12 ESR-2613 7 Four optional 1 double shear 0e enail holes 55 ppqq3%,•07a 4Yf lase H5 11 1 6 6W 201W H6 H7Z FIGURE lb—H4, H5, H6, H7Z, H10, H10-2, AND H15 HURRICANE TIES H10 H10R similar) 53i H10-2 H2.5 Installation Nails into both top plates) H2.5A, H3, H5 similar) H6 Stud to Double Top 12 Plate 12 Installation H1 Installation H10, H10-2 similar) A8 1 H4 Installation 1-12.5 similar) H15 H15-2 similar) H2 Installation Allowable Uplift Load Only) o H4 Installation Nails into upper top plate) Use a ni',nirm' n d W 87 oa da' Inis side I ;,rj$s 10MI tour 81 03iis i>90 pitch 0:12 Tuvi to 7:12 6 Stud to TWO FA aIt into psa a. and gist 13 r'g"it 13 stallation s';ii H7Z Installation FIGURE 1c—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1 2011l H15 Installation Page 7 of 12 ESR-2613 TABLE 2—HS24 HURRICANE TIE''2,3 FASTENERS' (Quantity -Type) ALLOWABLE LOADS (Ibs) where CD=1.33 or CD=1.6 MODEL NO. To Rafter or Truss To Double Top Plate Uplift2 Lateral',4 F, F2 8-8dx11/2 & 2-8d (slant) 8-8d 605 645 1,025 HS24 8-8dx11/2 8-8d 605 590 640 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.5 N. 1. "Slant' nailing refers to 8d common nails installed as toenails on each side of the connector. The nails must be driven through the connector at an angle approximately 30° with the rafter/truss member with the nail penetrating through the rafter/truss member into the wood double top plate. 2. The uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. 3. Allowable lateral loads in the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 4. Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter member. 5. F, load direction is parallel to plate, and F2 load direction is perpendicular to plate. y p s d 2Ya HS24 Dimensions 3a, • 5 • a HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE TABLE 3—RST HURRICANE TIES MODEL RST HURRICANE TIE DIMENSIONS (in) FASTENERS Quantity -Type) ALLOWABLE UPLIFT LOADS'.2 (Ibs) NO. CD = 1.33 or CD = 1.6 A L) To Rafter or Truss To Stud RST-1 11/2 12'/2 1-10dx11/2 10-10dx11/2 550 RST-2 3'/e 11 "/,6 2-10dx11/2 12-10dx11/2 550 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. Allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. Allowable uplift loads are based on lumber having an assigned specific gravity of 0.55, such as Southern Pine (SP). RST-1 (RST-2 similar) FIGURE 3—RST HURRICANE TIE RST-1 Installation Page 8 of 12 ESR-2613 TABLE 4—LTS, MTS, AND HTS TWIST STRAPS TWIST STRAP SERIES(in) MODEL NO. STRAP LENGTH TOTAL QUANTITY OF FASTENERS' ALLOWABLE UPLIFT LOADS2,3 (Ibs) When Installed with 10d Common Nails When Installed with 10dx1'/2 Common Nails When Installed with 10d Common Nails When Installed with 10dx1'/2 Common Nails Co = 1.33 or CD = 1.6 CD = 1.33 CD = 1.6 LTS4 LTS12 12 12 12 775 720 720LTS1LTS1616 LTS20 20 MTS4 MTS12 12 14 14 1,000 840 1,000 MTS16 16 MTS18 18 MTS20 20 MTS30 30 HTS 16 16 16 16 1,260 1,005 1,150 HTS5 HTS20 20 20 24 1,450 1,450 1,450 HTS24 24 HTS28 28 HTS30 30 HTS30C 30 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N 1. Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 2. Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3. Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. 4. Each model of the LTS and MTS twist strap series (except for the MTS30) has more nail holes than the minimum quantity of nails specified in the table. 5. HTS30C has the twist in the center of the strap length. 1' Typ. LTS12 MTS and HTS Similar) Typical MTS Installation — Rafter to Stud FIGURE 4—TWIST STRAPS Typical MTS Installation — Truss to Double Top Plate Page 9 of 12 ESR-2613 TABLE 5—LFTA LIGHT FLOOR TIE ANCHOR' MODEL NO. LFTA ANCHOR DIMENSIONS (in) FASTENERSZ Quantity —Type) ALLOWABLE TENSION LOAD3'4 (Ibs) Co = 1.33 or Co = 1.6StrapWidth W) Clear SpanI Overall Length Lt ( LFTA 2'/< 1 17 1 383/8 16-10d Common 1,205 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N 1. The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floor joists having a maximum nominal depth of 12 inches. 2. Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 3. Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 4. Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. Os e FIGURE 5—LFTA LIGHT FLOOR FIGURE 6a—FTA FLOOR FIGURE 6b—FTA FLOOR TIE TIE ANCHOR (See Table 5) TIE ANCHOR (See Table 6) ANCHOR INSTALLATION (See Table 6) TABLE 6—FTA FLOOR TIE ANCHORS' FTA ANCHOR ALLOWABLE TENSION LOADS"' (Ibs) DIMENSIONS in) When Lumber Thickness, tm = (inches) MODEL FASTENERSZ'' 1'/2 2 2'/2 3 3% NO. Tie Quantity -Type) Where Co = Strap Clear Overall Width Span Length 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 FTA2 3 17 37% 4-5/a" dia. M.B. 1,575L2,2E4O 90 2,095 2,515 2,600 3,120 2,820 3,385 2,820 3,385 FTA5 3'/2 17 J45% 4-3/4' dia. M.B. 1,865 2,500 3,000 3,125 3,750 3,725 4,400 4,050 4,40FTA73'/2 17 56 62/8' dia. M.B. 3,095 4,185 5,020 5,175 6,210 6,360 7.600 7.395 7,600 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N, 1 psi = 6.89 kPa. 1. FTA anchors must be located on the vertical wood studs/posts so that the minimum end distance of the first bolt is equal to or greater than 43/8 inches, i.e., seven times the bolt diameter (71D). 2. Machine Bolts (M.B.) must comply with ANSI/ASME Standard B18.2.1. 3. A washer, not less than a standard cut washer, is required on the lumber side opposite the FTA between the wood and the nut. 4. Tabulated allowable tension loads must be selected based on duration of load as permitted by the applicable building code. 5. Tabulated allowable tension loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. Page 10 of 12 ESR-2613 TABLE 7—SP AND SPH STUD PLATE TIES CONNECTOR SERIES MODEL NO. CONNECTOR DIMENSIONS in) FASTENERS Quantity -Type) ALLOWABLE UPLIFT LOADS""' Ibs W) L) To Stud To Plate CD= 1.33 CD = 1.6 S.G.=0.50 S.G.=0.55 S.G.=0.50 S.G.=0.55 SP1 6-10d 4-10d 585 585 585 585 SP2 6-10d 6-10d 890 890 1,065 1,065 SP SP4 39/16 71/4 6-10dx1 '/2 735 735 885 885 6-16dx2/2 800 800 930 930 SP6 59/ s 73/ a 6-10dx11/2 735 735 885 885 6-16dx21/2 800 800 930 930 SP8 75/,s 85/16 6-10dx11/2 735 735 885 885 6-16dx21/2 800 800 930 930 SPH4 39/,6 83/4 10-10dx11/2 1,240 1,240 12-10dx11/2 1,360 1,490 1,360 1,490 SPH SPH6 59/16 91/4 10-10dx11/2 1,240 1,240 12-10dx11/2 1,360 1,490 1,360 1,490 SPH8 75/,6 83/8 10-10dx11/2 1,240 1,240 12-10dx11/2 1,360 1,490 1,360 1,490 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1. For Models SP1 and SP2, one 10d common stud nail must be installed as a toenail. It must be driven through the connector at an angle approximately 30° with the stud with the nail penetrating through the stud into the wood sill plate. (See detail on this page entitled "SP1 Nailing Profile.") 2. Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3. Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. 4. Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity (S.G.) of 0.50, such as Douglas fir —larch, and 0.55, such as southern pine. 3% f `sn>4 o o 5ya f es1 m SP1/SP2 SP1 Installation: Stud to Sill Plate SP2 Installation: SP1 Nailing Profile Stud to Double Top Plate l0dx1 W Nails Each Side of Stud Typical SPH4 Installation: Typical SP4 Installation: Stud to Wood Sill Plate Double Top Plate to Stud (SPH Similar) FIGURE 7—SP AND SPH STUD PLATE TIES Page 11 of 12 ESR-2613 TABLE 8—RSP4 REVERSABLE STUD PLATE CONNECTOR' FASTENERS ALLOWABLE LOADS2'' (Ibs) where CD = 1.33 or Co = 1.6 MODEL Quantit —Type) NO. To Stud To Plate Connection Configuration` Uplift Laterals F F2 RSP4 4-8dx11/2 4-8dx11/2 Stud to Double Top Plate 450 210 250 Stud to Sill Plate 315 210 250 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1. Refer to Figure 8a for overall dimensions of the RSP4 plate connector. 2. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3. Tabulated allowable loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. 4. Refer to Figure 8b and 8c for connection configurations. 5. F, load direction is parallel to plate, and F2 load direction is perpendicular to plate. t3a 4"2d2,, Figure 8a—RSP4 Stud Plate Connector Dimensions F1 F2 Figure 8b—RSP4 Installation: Figure 8c—RSP4 Installation: Stud to Double Top Plate Stud to Sill Plate TABLE 9—SSP AND DSP STUD PLATE TIE CONNECTORS FASTENERS ALLOWABLE UPLIFT LOADS'' ' ' (Ibs) MODEL Quantity -Type) Where CD=1.33 or CD=1.6 NO. Double Top Plate Sill Plate Studs Double Top Plate Sill Plate S.G. = 0.50 S.G. = 0.50 S.G. = 0.43 4-10dx11/2 3-10dx11/2 350 1-10dx1 /2 420 325 SSP 3-10d 435 4-10d 1-10d 455 420 8-10dx11/2 6-10dx11/2 775 2-10dx1'/2 660 545 DSP 6-10d 825 8-10d 2-10d I 825 600 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1. Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed. Reduce loads when other load durations govern. 2. When cross -grain bending or cross -grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered. 3. For Sill Plate allowable uplift loads, all round nail holes in the connector must be filled with the specified quantity and type of nails. 4. For Double Top Plate allowable uplift loads, all round and triangular nail holes the tie connectors must be filled with the specified quantity and type of nails. SSP DSP SSP Installation: Single Stud to Sill Plate FIGURE 9—SSP/DSP STUD PLATE TIES DSP Installation: Double Stud to Double Top Plate Page 12 of 12 ESR-2613 TABLE 9—HGT HEAVY GIRDER TIEDOWN CONNECTORS1,2 HGT CONNECTOR DISTANCE BETWEEN FASTENERS ALLOWABLE UPLIFT 14 MODEL ' WIDTH ANCHOR RODS Quantity -Type) LOADS1,6 NO. on center) Where CD=1.33 or CD=1.6 in) inches) Ibs) Anchor Rod ToTo Multi -ply Truss HGT-2 35/16 53/4 2-5/e" Dia. 16-10d 10,980 HGT-3 4 15/ 16 73/e 2-5/e' Dia. 16-10d 10,530 HGT4 69/18 9 1 2-5/e" Dia. 16-10d 1 9,520 For SI: 1 inch = 25.4mm, 1 Ibs = 4.45 N. 1. The HGT connector can accommodate top chord slopes from minimum 3:12 (14°) to maximum 8:12 (34°) and are provided with crescent washers for sloped top chord installations. 2. All elements of the tie -down assembly (multi -ply trusses, vertically aligned wood studs/posts, and the hold-down connectors attached to the wood studs/posts) must be designed to resist applied loads. 3. The HGT-2, HGT-3, and HGT-4 connector attaches to the heel joint of a two-ply, three-ply, and four -ply wood truss, respectively, where each ply thickness is nominal 2 inches. 4. When the HGT-3 is used with a two-ply truss, shimming is required, and the shimming material must be similar (thickness and grade of lumber) as the truss member material. Additionally, the entire assembly must be designed by a registered design professional to act as one unit. 5. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 6. The uplift loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govern. 7. Anchor rods must be used to connect the HGT connector to the hold-down or tie -down devices attached to the vertically aligned wood studs/post. The anchor rod material specifications must be identified by the registered design professional. 8. Two LBP 5/8-inch washers must be installed on top of each crescent washer. LBP washers and crescent washers are required. Crescent washers are supplied with the connector. L13P5/8 washers are available from Simpson Strong -Tie Company, and are 2-inch square by 9/64-inch thick galvanized steel washers with a center bolt hole to accommodate a s/8-inch diameter threaded bolt/rod. Crescent washer supplied and required 0 HGT-2 HGT-3 and HGT-4 similar) install two LBPW washers on top of each crescent washer total four 3ti washers) for wood installation. All washers and crescent washers are required. clement washers are supplied. 1 Typical HGT-3 Installation, with HTT22 Tension Tie connectors used to attach the HGT Tiedown to the vertically aligned wood post/column. The design of the HTT22 tension tie connectors attached to the wood post/column is outside the scope of this report. FIGURE 9—HGT HEAVY GIRDER TIEDOWN CONNECTOR Washer not required HTT22 Tension Tie Not covered in this Evaluation Report.) Florida Building Code Online Page 1 of 3 3 b t ` E-_ Mr—r-tR And 1, 1o6,da1D, epa "`°rit- BCIS Home Log In - User Registration Hot Topics i Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search Busines J j' ('[62':M' ProductApproval rofessi ) USER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL1956-R5 Application Type Revision Code Version 2007 Application Status Approved Approved by DCA. Approvals by DCA shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By TAMKO Building Products, Inc. PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext2305 kerri— eden@tamko.com Kerri Eden kerri— eden@tamko.com Kerri Eden PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext2305 kerri_ eden@tamko.com Roofing Asphalt Shingles Certification Mark or Listing Underwriters Laboratories Inc. Robert J. M. Nieminen, PE Validation Checklist - Hardcopy Received Standard ASTM D3161 ASTM D3462 ASTM D7158 Year 2003 2004 2005 http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs%2fmGFoyT... 10/ 12/2011 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved mmary of Products Method 1 Option A 04/18/2011 05/02/2011 05/05/2011 FL # Model, Number or Name Description 1956.1 IlElite Glass -Seal 11A three tab asphalt shingle. Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1956 R5 C CAC Tamko Service Conf FL Approved for use outside HVHZ: Yes 1956 2010.pdf Impact Resistant: N/A FL1956 R5 C CAC Tamko shingles.pdf Design Pressure: N/A Quality Assurance Contract Expiration Date Other: Asphalt shingles shall be used only on roof 03/19/2013 slopes of 2:12 or greater. Nails must be used as the Installation Instructions method of attachment. FL1956 R5 II glass seal elite app inst april 10.pdf FL1956 R5 II glass seal elite app inst f april 10.pdf Verified By: Robert Nieminen 59166 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 1956.2 Glass -Seal 1A three tab asphalt shingle. Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1956 R5 C CAC Tamko Service Conf FL Approved for use outside HVHZ: Yes 1956 2010.pdf Impact Resistant: N/A FL1956 R5 C CAC Tamko shingles.pdf Design Pressure: N/A Quality Assurance Contract Expiration Date Other: Asphalt shingles shall be used only on roof 03/19/2013 slopes of 2:12 or greater. Nails must be used as the Installation Instructions method of attachment. FL1956 R5 II glass seal elite app inst april 10.pdf Verified By: Robert Nieminen PE 59166j Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 1956.3 Heritage JA dimensional asphalt shingle. Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1956 R5 C CAC fbc 1956 - ul third party Approved for use outside HVHZ: Yes inspections.pdf Impact Resistant: N/A FL1956 R5 C CAC ul Itr - shingle name change.pdf Quality Assurance Contract Expiration DateDesignPressure: N/A Other: Asphalt shingles shall be used only on roof 03/19/2013 slopes of 2:12 or greater. Nails must be used as the Installation Instructions method of attachment. FL1956 R5 lI heritage app inst.pdf j FL1956 R5 II heritage app inst frederick.pdf Verified By: Underwriters Laboratories Inc. Created by Independent Third Party: Evaluation Reports j Created by Independent Third Party: 1956.4 Heritage 30 JA dimensional asphalt shingle. Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1956 R5 C CAC Tamko Service Conf FL Approved for use outside HVHZ: Yes 1956 2010.pdf EE Impact Resistant: N/A FL1956 R5 C CAC Tamko shingles.pdf I Design Pressure: N/A Quality Assurance Contract Expiration Date Other: Asphalt shingles shall be used only on roof 03/19/2013 slopes of 2:12 or greater. Nails must be used as the Installation Instructions method of attachment. FL1956 R5 II heritage 30 app inst april 10.pdf FL1956 R5 II heritage 30 app inst f april 10.pdf Verified By: Robert Nieminen PE 59166 j Created by Independent Third Party: No Evaluation Reports j 1956.5 Heritage 50 Created by Independent Third Party: 1A dimensional asphalt shingle. Limits of Use Certification Agency Certificate 11 Approved for use in HVHZ: No FL1956 R5 C CAC Tamko Service Conf FL Approved for use outside HVHZ: Yes 1956 2010.pdf Impact Resistant: N/A FL1956 R5 C CAC Tamko shingles.pdf Design Pressure: N/A Quality Assurance Contract Expiration Date j Other: Asphalt shingles shall be used only on roof 03/19/2013 http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqs%2fmGFoyT... 10/ 12/2011 Florida Building Code Online Page 3 of 3 slopes of 2:12 or greater. Nails must be used as the method of attachment. Installation Instructions FL1956 R5 II heritage 50 app inst april 10.pdf FL1956 R5 II heritage 50 app inst f april 10.pdf Verified By: Robert Nieminen PE 59166 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 1111956.6 IlHeritage Premium IIA dimensional asphalt shingle. II! Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Asphalt shingles shall be used only on roof slopes of 2:12 or greater. Nails must be used as the method of attachment. Certification Agency Certificate FL1956 R5 C CAC fbc 1956 - ul third party FL1956 R5 C CAC ul Itr - shingle name change.pdf Zuality Assurance Contract Expiration Date 03/19/2013 Installation Instructions FL1956 R5 II heritage prem app inst. df FL1956 R5 II heritage prem app inst frederick.pdf Verified By: Underwriters Laboratories Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1111956.7 IlHeritage Woodqate IIA dimensional asphalt shingle. III Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Asphalt shingles shall be used only on roof Slopes of 2:12 or greater. Nails must be used as the method of attachment. 1956.8 IlHeritage XL Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Asphalt shingles shall be used only on roof slopes of 2:12 or greater. Nails must be used as the method of attachment. ertification Agency Certificate FL1956 R5 C CAC ul - third party inspections.pdf FL1956 R5 C CAC ul letter - shingle name change 3_ duality Assurance Contract Expiration Date 03/19/2013 Installation Instructions FL1956 R5 II Heritage Woodgate app inst.pdf Verified By: Underwriters Laboratories Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: dimensional asphalt shingle. Certification Agency Certificate FL1956 R5 C CAC Tamko Service Conf FL FL1956 R5 C CAC Tamko shingles.pdf duality Assurance Contract Expiration Date 03/19/2013 Installation Instructions FL1956 R5 II heritage xl app inst d april 10.pdf FL1956 R5 II heritage xl app inst f april 10.pdf Verified By: Robert Nieminen PE 59166 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 The State of Florida is an AA/EEO employer. Copyrioht 2007-2010 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, e-mail addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions regarding DBPR's ADA web accessibility, please contact our Web Master at webmaster@dbpr.state.fl.us. Product Approval Accepts: a 00 eihrgk http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs%2fmGFoyT... 10/ 12/2011 the standard *safety Sent via email March 19, 2010 Tamko Building Products 220 W 4th Street PO Box 1404 Joplin, MO 64801 Contact Name: Kerri Eden Email Address: Kerri Eden(a tamko.com Subject: UL Third Party Inspection Service for Florida Quality Assurance Expiration Date: March 19, 2013 Reference: File R2919 Dear Ms. Eden: This letter is to confirm that Tamko Building Products has an agreement with Underwriters Laboratories Inc to conduct audits at your plant to verify Florida Quality Control requirements at the following locations: Tamko Building Products 601 N. High St Joplin MO 64801 Tamko Building Products 7910 S Central Expy Dallas TX 75216 Tamko Building Products 1598 Hwy 183 Phillipsburg KS 67661 Tamko Building Products 4500 Tamko Dr Frederick MD 21704 Tamko Building Products 2300 35th St Tuscaloosa AL 35401 Quality Control System and Products will be inspected according to Florida Product Approval Report FL1956 to ensure the manufacturer's quality documentation is well defined, fully documented and effectively implemented. A minimum of two (2) inspections per year will be conducted. This service has been established under file R2919. If you have any questions, please call me at 314-578-3406. Sincerely, UNDERWRITERS LABORATORIES INC J. Kay Chancellor 314-578-3406 k.chancellor@us.ul.com Underwriters Laboratories Inc. 333 Pfingsten Road, Northbrook, It. 60062-2096USA L: 847.272.88001 F.: 847,272,81291 W:: UI.eom Application Instructions for FORMERLY HERITAGE® 30 TAM HERITAGE® BUILDING PRODUCTS LAMINATED ASPHALT SHINGLES Dallas, TX • Tuscaloosa, AL • Phillipsburg, KS • Joplin, MO THESE ARE THE MANUFACTURER'S APPLICATION INSTRUCTIONS FOR THE ROOFING CONDITIONS DESCRIBED. TAMKO BUILDING PRODUCTS, INC. ASSUMES NO RESPONSIBILITY FOR LEAKS OR OTHER ROOFING DEFECTS RESULTING FROM FAILURE TO FOLLOW THE MANUFACTURER'S INSTRUCTIONS. THIS PRODUCT IS COVERED BY A LIMITED WARRANTY, THE TERMS OF WHICH ARE PRINTED ON THE WRAPPER. IN COLD WEATHER (BELOW 40°F), CARE MUST BE TAKEN TO AVOID DAMAGE TO THE EDGES AND CORNERS OF THE SHINGLES. IMPORTANT: It is not necessary to remove the plastic strip from the back of the shingles. 1. ROOF DECK These shingles are for application to roof decks capable of receiving and retaining fasteners, and to inclines of not less than 2 in. per foot. For roofs having pitches 2 in. per foot to less than 4 in. per foot, refer to special instructions titled "Low Slope Application". Shingles must be applied properly. TAMKO assumes no responsibility for leaks or defects resulting from improper application, or failure to properly prepare the surface to be roofed over. NEW ROOF DECK CONSTRUCTION: Roof deck must be smooth, dry and free from warped surfaces. It is recommended that metal drip edges be installed at eaves and rakes. PLYWOOD: All plywood shall be exterior grade as defined by the Engineered Wood Association. Plywood shall be a minimum of 3/8 in. thickness and applied in accordance with the recommendations of the Engineered Wood Association. SHEATHING BOARDS: Boards shall be well -seasoned tongue - and -groove boards and not over 6 in. nominal width. Boards shall be a 1 in. nominal minimum thickness. Boards shall be properly spaced and nailed. 2. VENTILATION Inadequate ventilation of attic spaces can cause accumulation of moisture in winter months and a build up of heat in the summer. These conditions can lead to: 1. Vapor Condensation 2. Buckling of shingles due to deck movement. 3. Rotting of wood members. 4. Premature failure of roof. To insure adequate ventilation and circulation of air, place louvers of sufficient size high in the gable ends and/or install continuous ridge and soffit vents. FHA minimum property standards require one square foot of net free ventilation area to each 150 square feet of space to be vented, or one square foot per 300 square feet if a vapor barrier is installed on the warm side of the ceiling or if at least one half of the ventilation is provided near the ridge. If the ventilation openings are screened, the total area should be doubled. IT IS PARTICULARLY IMPORTANT TO PROVIDE ADEQUATE VENTILATION. I FASTENERS WIND CAUTION: Extreme wind velocities can damage these shingles after application when proper sealing of the shingles does not occur. This can especially be a problem if the shingles are applied in cooler months or in areas on the roof that do not receive direct sunlight. These conditions may impede the sealing of the adhesive strips on the shingles. The inability to seal down may be compounded by prolonged cold weather conditions and/or blowing dust. In these situations, hand sealing of the shingles is recommended. To insure immediate sealing, apply 4 quarter -sized dabs of TAM -PRO® Premium SBS Adhesive orTAMKO Tam -Seal Adhesive on the back of the shingle 1 in. (25mm) and 13 in. (330mm) in from each side and 1 in. (25mm) up from the bottom of the shingle. Press shingle firmly into the adhesive. For maximum wind resistance along rakes, install any TAMKO starter shingle including sealant or cement shingles to the underlayment and each other in a 4 in. (102mm) width of TAM -PRO SBS Adhesive or TAM KO Tam -Seal Adhesive. Caution: Apply ONLY a thin uniform layer of adhesive less than 1/8 in. (3mm) thick. Excessive amounts can cause blistering of the shingles and may soften the asphalt in certain underlayments resulting in the asphalt flowing, dripping and staining. Shingles must also be fastened according to the fastening instructions described below. Correct placement of the fasteners is critical to the performance of the shingle. If the fasteners are not placed as shown in the diagram and described below, this will result in the termination of TAMKO's liabilities under the limited warranty. TAMKO will not be responsible for damage to shingles caused by winds in excess of the applicable mph as stated in the limited warranty. See limited warranty for details. FASTENING PATTERNS: Fasteners must be placed 6-1/8 in. from the bottom edge of the shingle, penetrating through the common bond, and located horizontally as follows: 1) Standard Fastening Pattern. (For use on decks with slopes 2 in. per foot to 21 in. per foot.) One fastener 1 in. from each end and one 13-1/2 in. from each end of the shingle for a total of 4 fasteners. See standard fastening pattern illustrated below). STANDARD FASTENING PATTERN FASTENERS NAIL ZONE COMMON BOND 6-1 /8" [EXPOSURE 5-5/6" 1•L 12-1/2"-+— 12-3/8" — 12-1/2"-- -1" Continued) Central District 220 West 4th St., Joplin, MO 64801 800-641-4691 02/11 Visit Our Web Site at Northeast District 4500 Tamko Dr., Frederick, MD 21701 800-368-2055 Southeast District 2300 35th St., Tuscaloosa, AL 35401 800-228-2656 tamko.Com Southwest District 7910 S. Central Exp., Dallas, TX 75216 800-443-1834 Western District i 5300 East 43rd Ave., Denver, CO 80216 800-530-8868 1 CONTINUED from page 1) FORMERLY HERITAGE® 30 HERITAGE" BUILDING PRODUCTS LAMINATED ASPHALT SHINGLES Dallas, TX • Tuscaloosa, AL • Phillipsburg, KS • Joplin, MO 2) Mansard Fastening Pattern. (For use on decks with slopes greater than 21 in. per foot.) One fastener 1 in. from each end and one fastener 8-1/2 in. from each end and one fastener 16 in. from each end for a total of 6 fasteners per shingle. (See Mansard and High Wind Fastening Pattern illustrated below.) MANSARD AND HIGH WIND FASTENING PATTERN FASTENERS NAIL ZONE COMMON BOND 6-18" EXPOSURE 5-58" 3) High Wind Fastening Pattern. (For High Wind Application requirements) One fastener 1 in. from each end. One fastener 8-1/2 in. from each end and one fastener 16 in. from each end for a total of six (6) fasteners per shingle. In addition to this shingle fastening pattern requirement for High Wind Application, TAMKO also requires the use of TAMKO starter shingles including sealant strip at eaves and rakes. High Wind Application is offered on new construction or complete tear -off applications only. It is not offered for recover applications. If High Wind Application requirements are not followed, the High Wind Application Warranty MPH, as stated on Table I in the Limited Warranty, reverts to the Standard Application Wind Warranty MPH limit. (See Mansard and High Wind Fastening Pattern illustrated above.) NAILS: TAM KO recommends the use of nails as the preferred method of application. Standard type roofing nails should be used. Nail shanks should be made of minimum 12 gauge wire, and a minimum head diameter of 3/8 in. Nails should be long enough to penetrate 3/4 in. into the roof deck. Where the deck is less than 3/4 in. thick, the nails should be long enough to penetrate completely through plywood decking and extend at least 1/8 in. through the roof deck. Drive nail head flush with the shingle surface. Properly Driven Improperly Driven 0 t aw min diameter underdriven overdriven crooked Asphalt Shingles Decking 1/4" nominal straight, good penetration, inadequate too deep, cuts Inadequate and flush with shingle surface penetration into shingle anchorage STAPLES: If staples are used in the attaching process, follow the above instructions for placement. All staples must be driven with pneumatic staplers. The staple must meet the following minimum dimensional requirements. Staples must be made from a minimum 16 gauge galvanized wire. Crown width must be at least 15/16 in. staple crown width is measured outside the legs). Leg length should be a minimum of 1-1/4 in. for new construction and 1-112 in. for reroofing thus allowing a minimum deck penetration of 3/4 in. The crown of the staple must be parallel to the length of the shingle. The staple crown should be driven flush with the shingle surface. Staples that are crooked, underdriven or overdriven are considered improperly applied. CAUTION: ALL FASTENERS MUST BE DRIVEN INTO THE NAIL Properly Driven Improperly Driven sl,l underdriven overdriven crooked Asphalt r Shingles E Decking ia min. ZONE/COMMON BOND AS SHOWN IN THE DIAGRAM ABOVE. 4. UNDER6AYMENT UNDERLAYMENT. An underlayment consisting of asphalt saturated felt must be applied over the entire deck before the installation of TAMKO shingles. Failure to add underlayment can cause premature failure of the shingles which is not covered by TAMKO's limited warranty. Apply the felt when the deck is dry. On roof decks 4 in. per foot and greater apply the felt parallel to the eaves lapping each course of the felt over the lower course at least 2 in. Where ends join, lap the felt 4 in. If left exposed, the underlayment felt may be adversely affected by moisture and weathering. Laying of the underlayment and the shingle application must be done together. Products which are acceptable for use as underlayment are: TAMKO No. 15 Asphalt Saturated Organic Felt A non -perforated asphalt saturated organic felt which meets ASTM: D226, Type I or ASTM D4869, Type I Any TAMKO non -perforated asphalt saturated organic felt TAMKO Peel-N-Stick Felt TAMKO Synthetic Underlayment TAM KO TW Metal and Tile Underlayment, TW Underlayment and Moisture Guard Plus® (additional ventilation may be required. Contact TAMKO's Technical Services Department for more information.) In areas where ice builds up along the eaves or a back-up of water from frozen or clogged gutters is a potential problem, TAMKO's Moisture Guard Plus® waterproofing underlayment (or any specialty eaves flashing product) may be applied to eaves, rakes, ridges, valleys, around chimneys, skylights or dormers to help prevent water damage. Contact TAMKO's Technical Services Department for more information. TAMKO does not recommend the use of any substitute products as shingle underlayment. Continued) Central District 220 West 4th St., Joplin, MO 64801 800-641-4691 02/11 Northeast District 4500 Tamko Dr., Frederick, MD 21701 800-368-2055 Visit Our Web Site at Southeast District 2300 35th St., Tuscaloosa, AL 35401 800-228-2656 tamko.Com Southwest District 7910 S. Central Exp., Dallas, TX 75216 800-443-1834 Western District 5300 East 43rd Ave., Denver, CO 80216 800-530-8868 2 CONTINUED from page 2) FORMERLY HERITAGE® 30 HERITAGE® BUILDING PRODUCTS LAMINATED ASPHALT SHINGLES Dallas, TX • Tuscaloosa, AL • Phillipsburg, KS • Joplin, MO S. APPLICATION_ INSTRUCTIONS STARTER COURSE: A starter course may consist of TAMKO Shingle Starter, TAMKO 10-inch Starter or self-sealing 3-tab shingles. If self- sealing 3-tab shingles are used, remove the exposed tab portion and install with the factory applied adhesive adjacent to the eaves. Attach the starter course with approved fasteners along a line parallel to and 3 in. to 4 in. above the eaves edge. The starter course should overhang both the eaves and rake edges 1/4 in. to 3/8 in. For maximum wind resistance along rakes, install any TAMKO starter shingle including sealant strip Drip edge_______________________ Rake \Ic Fasteners\\ locates 3" to a" from rake etlge ° R\\, l Start first strip with 12 shingle Starter strips Self-sealing Eave Fasteners Drip edge veq then follow with full overhang eaves adhesive positioned located 3" to 4" strips order to offset with the end rakes along ea ham save edge first shingle course. 114" to 3r8" or rake edge SHINGLE APPLICATION: Start the first course with a full size shingle and overhang the rake edge 1 /4 in. Cut 10-3/8 in. from a full shingle to form a shingle 29 in. long. Use this to start the second course (see diagram below). Cut a 23 in. long shingle to start the third course. Use the remaining 16-3/8 in. piece of shingle to start the fourth course and use the remaining 10-3/8 in. piece to begin the fifth course. Continue up the rake in as many rows as necessary using the same formula as outlined above. The butt of the shingle should be aligned with the top edge of the sawtooth of the underlying shingle for a 5-5/8 in. exposure (see shingle application drawing illustrated on this panel). When you make your final cut at the roof's edge, flip any repeatcourses 5th course 4th course 3rd course 2nd course 1st course 10 3/8 10-3/8" pieces that are 8 in. or longer back onto the roof. These pieces can be worked in anywhere without creating zippers or color variations. NOTE: Do not align joints of shingle courses when working in cut pieces. Joints should be no closer than 4 in. from one another. 1Cut your first course shingle to make 29" and a 10 3/8" length. Cut a second shingle to make a 23" and a 16 318" length. - 103/8" ,.. t 3Continue working your way across the roof. When you make your finalcutattheroof's edge, flip any pieces that are 8" or longer back onto the root. These pieces can be worked In anywhere without creating zippers or color variations. NOTE: Do not align joints of shingle courses when working in cut pieces. Joints should be no closer than d" from one another. 6. LOW SLOPE APPLICATION On pitches 2 in. per foot to 4 in. per foot cover the deck with two layers of asphalt saturated felt. Begin by applying the felt in a 19 in. wide strip along the eaves and overhanging the drip edge by 1 /4 to 3/4 in. Place a full 36 in. wide sheet over the 19 in. wide starter piece, completely overlapping it. All succeeding courses will be positioned to overlap the preceding course by 19 in. If winter temperatures average 25oF or less, thoroughly cement the felts to each other with TAM -PRO or TAMKO Plastic Roof Cement from eaves and rakes to a point of a least 24 in. inside the interior wall line of the building. As an alternative, TAMKO's Moisture Guard Plus® self -adhering waterproofing underlayment may be used in lieu of the cemented felts. 7. MANSARD ROOF OR STEEP SLOPE ROOF If the slope exceeds 21 in. per foot (60°), each shingle must be sealed with TAM -PRO SBS Adhesive or TAMKO Tam -Seal Adhesive immediately upon installation. Spots of cement must be equivalent in size to a $.25 piece and applied to shingles with a 5-5/8 in. exposure, use 6 fasteners per shingle. See Section 3 for the Mansard Fastening Pattern. Continued) Central District 220 West 4th St., Joplin, MO 64801 800-641-4691 02/11 Visit Our Web Site at Northeast District 4500 Tamko Dr., Frederick, MD 21701 800-368-2055 Southeast District 2300 35th St., Tuscaloosa, AL 35401 800-228-2656 tamko. Com Southwest District 7910 S. Central Exp., Dallas, TX 75216 800-443-1834 Western District 5300 East 43rd Ave., Denver, CO 80216 800-530-8868 3 i CONTINUED from page 3) FORMERLY HERITAGE® 30 1 HERITAGE@ BUILDING PRODUCTSLAMINATED ASPHALT SHINGLES Dallas, TX • Tuscaloosa, AL • Phillipsburg, KS • Joplin, MO 8. BE -HOOFING Before re -roofing, be certain to inspect the roof decks. All plywood shall meet the requirements listed in Section 1. Nail down or remove curled or broken shingles from the existing roof. Replace all missing shingles with new ones to provide a smooth base. Shingles that are buckled usually indicate warped decking or protruding nails. Hammer down all protruding nails or remove them and refasten in a new location. Remove all drip edge metal and replace with new. If re -roofing over an existing roof where new flashing is required to protect against ice dams (freeze/thaw cycle of water and/or the backup of water in frozen or clogged gutters), remove the old roofing to a point at least 24 in. beyond the interior wall line and apply TAMKo's Moisture Guard Plus® waterproofing underlayment. Contact TAMKO's Technical Services Department for more information. Measurements will vary when nesting over an existing 5 in. exposure single roof: Call TAMKO Technical Services for further information. The nesting procedure described below is the preferred method for reroofing over existing metric size shingles with a 5-5/8 in. exposure. See description below: Starter Course: Remove the tabs and an additional portion from the head of a full size shingle so that its height is equal to the exposure of the existing shingles. Position the resulting strip over the existing roof edge (with the factory -applied adhesive strip along the eaves). Cut approximately 6 in. from the rake end and apply the remaining portion at the eaves. Continue the starter strip by applying full length shingle strips cut to height as above, evenly along the existing roof at the eaves. The existing roof should overhang the eaves far enough to carry water off into the gutter. If this is not the case, cut and apply the starter strip so that it will provide sufficient overhang for proper drainage. First Course: Remove an amount from the butt edge of a full-size shingle so that the remaining portion of the shingle fits between the butts of the existing third course. This course must also be applied evenly along the eaves edge of the new starter strip. Drip Ne Second and Succeeding Courses: Remove 10-3/8 in. from the rake end of the first shingle in the second course, and continue with full width shingles for the remainder of the course, placing the top edge of each new shingle against the butt edge of the old shingle in the course above. This method should create an exposure of 5-5/8 in. after the first course. When beginning the succeeding courses continue to follow the Heritage application instructions. See section 5). 9. VALLEY APPLICATION Over the shingle underlayment, center a minimum 36 in. wide sheet of TAMKO Nail -Fast®, Moisture Guard Plus® or a minimum 50 lb. roll roofing in the valley. Nail the felt only where necessary to hold it in place and then only nail the outside edges. IMPORTANT. PRIOR TO INSTALLATION WARM SHINGLES TO PREVENT DAMAGE WHICH CAN OCCUR WHILE BENDING SHINGLES TO FORM VALLEY. After valley flashing is in place: Apply the first course of shingles along the eaves of one of the intersecting roof planes and across the valley. Note: For proper flow of water over the trimmed shingle, always start applying the shingles on the roof plane that has the lower slope or less height. Extend the end shingle at least 12 in. onto the adjoining roof. Apply succeeding courses in the same manner, extending them across the valley and onto the adjoining roof. Press the shingles tightly into the valley. Use normal shingle fastening methods. Note: No fastener should be within 6 in. of the valley centerline, and two fasteners should be placed at the end of each shingle crossing the valley. To the adjoining roof plane, apply one row of shingles vertically facing the valley and 2 in. back from the valley centerline. Note: For a neater installation, snap a chalkline over the shingles for guidance. To complete the valley, apply shingles on the adjoining roof plane by positioning the tip of the first shingle of each row at the 2 in. point from the centerline where the edge of the vertical shingle has been applied, covering the vertical shingle. Minimum 3wide sheet Valley centerline of Nail Fast,, Moisture Guard Plus or 50 Ib. or heavier roll roofingp\ Underlayment Extra nail in end of shingle Place tip of shingle on the edge of the vertical shingle, 2 inches back from valley centerline and covering the vertical shingle. Extend end shingle 12"- 18" beyond valley centerline No fasteners within 6" of centerline FOR ALTERNATE VALLEY APPLICATION METHODS, PLEASE CONTACT TAMKO'S TECHNICAL SERVICES DEPARTMENT. Continued) Central District 220 West 4th St., Joplin, MO 64801 800-641-4691 02/11 Visit Our Web Site at Northeast District 4500 Tamko Dr., Frederick, MD 21701 800-368-2055 Southeast District 2300 35th St., Tuscaloosa, AL 35401 800-228-2656 tamko. Com Southwest District 7910 S. Central Exp., Dallas, TX 75216 800-443-1834 Western District 5300 East 43rd Ave., Denver, CO 80216 800-530-8868 4 FORMERLY HERITAGE® 30 V HERITAGEO BUILDING PRODUCTS LAMINATED ASPHALT SHINGLES Dallas, TX • Tuscaloosa, AL • Phillipsburg, KS • Joplin, MO 10. NIP AND RIDGE FASTENING DETA116 Apply the shingles with a 5 in. exposure beginning at the bottom of the hip or from the end of the ridge opposite the direction of the prevailing winds. Secure each shingle with one fastener on each side, 5-1/2 in. back from the exposed end and 1 in. up from the edge. TAMKO recommends the use of TAMKO Hip & Ridge shingle products. Where matching colors are available, it is acceptable to use TAMKO's Elite Glass -Seal shingles cut down to 12 in. pieces. Fasteners should be 1/4 in. longer than the one used for shingles IMPORTANT: PRIOR TO INSTALLATION, CARE NEEDS TO BE TAKEN TO PREVENT DAMAGE WHICH CAN OCCUR WHILE BENDING SHINGLE IN COLD WEATHER. Direction of prevailing wind Start 5" exposure here— Starat 1/2 here 5" exposure THESE ARE THE MANUFACTURER'S APPLICATION INSTRUCTIONS FOR THE ROOFING CONDITIONS DESCRIBED. TAMKO BUILDING PRODUCTS, INC. ASSUMES NO RESPONSIBILITY FOR LEAKS OR OTHER ROOFING DEFECTS RESULTING FROM FAILURE TO FOLLOW THE MANUFACTURER'S INSTRUCTIONS. TAMKO®, Moisture Guard Plus®, Nail Fast®, TAM -PRO® and Heritage® are registered trademarks of TAMKO Building Products, Inc. Information included in these application instructions was current at time of printing. To obtain a copy of the most current version of these application instructions, visit us online at tamko.com or call us at 800-641-4691. Central District 220 West 4th St., Joplin, MO 64801 800-641-4691 02/11 Visit Our Web Site at Northeast District 4500 Tamko Dr., Frederick, MD 21701 800-368-2055 Southeast District 2300 35th St., Tuscaloosa, AL 35401 800-228-2656 tamko.Com Southwest District 7910 S. Central Exp., Dallas, TX 75216 800-443-1834 Western District 5300 East 43rd Ave., Denver, CO 80216 800-530-8868 5 BU16DINO PRODUC7S Application Supplement For Heritage' 30 Shingles Manufactured in Dallas, Texas; Joplin, Missouri; Phillipsburg, Kansas; and Tuscaloosa, Alabama With two simple cuts, you can create five courses out of three Heritage shingles with nowaste. Fewer cuts mean labor savings and faster application; The TAMKO method alsoeliminatesunsightlyzipperpatterns. And because you can work any piece over 8" longbackintothefieldofroofing, you'll save money on materials. For the best -looking roofwiththeleastwaste, rely on TANIKO and the Heritage Series. LCut your first shingle to make a 29" and a 9 314" length. Cut a second shingle to make a 23" anda15314" length. 29" 9 23" 153/4" I Begin application with a full-length shingle. Then lay your 29", 23", 153141, and 9 314" lengths. As you can see, three shingles with two cuts make five courses. I 3 Continue working your way across the roof, When you make yourfnal cut at the roof's edge, flip any pieces that are 8" or longer back onto the roof, These pieces can be worked in anywhere without creating zippers or color variations. NOTE: Do not align joints of shingle courses when working in cut pieces. Joints should be no closer than 4" from one another. Infonnation uicluded in this application supplement was current at time of prin ng, ©2008 TAMKO Building Products, Inc tamko.comToobtainacopyofthemostcurrentversionofthisapplicationsupplement, visit us online at tan4co.com or tail us at 800-641-4691. JP288 13 09/17/08 Florida Building Code Online L Page 1 of 4FFIRr - ' g 1;v fiC IGd a ri e If, ^f BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search 3usines( n-`lProfessiQOUSER:Product Approval Public User e ul "do 2223i4(I!N{; +"W t Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL11827-R6 Application Type Editorial Change Code Version 2007 Application Status Approved Approved by DCA. Approvals by DCA shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 02/08/2011 02/08/2011 Year 2005 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqub%2fM2ero... 10/ 12/2011 Florida Building Code Online Page 2 of 4 Date Pending FBC Approval Date Approved 02/17/2011 ummary of Products jFL #-1Model, Number or Name Description 11827.1 740/3740 Equal Lite Single Hung 52x62 Fin Frame Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No j Design Pressure: +35/-35 Other: H-R35 Certification Agency Certificate FL11827 R6 C CAC APC 99032.01 740 SH FIN 52X62.1)df ! Quality Assurance Contract Expiration Date I 03/05/2014 iInstallationInstructionsI FL11827 R6 II Install Instruct - 740 SH FIN (as tested 99032.01 52x62).pdf Verified By: American Architectural Manufacturers i Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 11827.2 740/3740 Equal Lite Single Hung 52x62 Flange Frame Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: H-R35 Certification Agency Certificate FL11827 R6 C CAC APC 99034.01 740 SH FLANGE 52x62.pdf Quality Assurance Contract Expiration Date 04/16/2014 Installation Instructions FL11827 R6 II Install Instruct - 740 SH FLANGE (as tested 99034.01 52x62) pdf j Verified By: American Architectural Manufacturers j Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 11827.3 740/3740 Fin Frame Oriel Single 52x72 Insulated 1/8" Annealed Hung j Limits of Use I Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-40 Other: H-R40 Certification Agency Certificate FL11827 R6 C CAC APC 740-3740 SH FIN 52X72 R40 74192.01-109-47.pdf Quality Assurance Contract Expiration Date 06/15/2011 Installation Instructions FL11827 R6 II Installation Instructions - 740-3740 SH Fin 74192.01 AS TESTED pdf ! i Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 11827.4 740/3740 Fin Frame Oriel Single 48x72 Insulated 1/8" Annealed Hung IiLimitsofUse Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +45/-45 Other: H-R45 Certification Agency Certificate FL11827 R6 C CAC APC 740-3740 SH FIN 48X72 R45 74192.01-109-47.pdf Quality Assurance Contract Expiration Date 06/15/2011 i Installation Instructions i FL11827 R6 II Installation Instructions - 740 FIN Single Huna Oriel AS TESTED 48x72 74192.01.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: I 11827.5 740/3740 Fin Frame Single Hung 52x72 Single Glazed Equal Lite Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +45/-45 Other: H-R45 Certification Agency Certificate i FL11827 R6 C CAC APC 94600.01-109-47-RO 740 SH FIN SG 52X72 R45.pdf Quality Assurance Contract Expiration Date j 09/18/2013 Installation Instructions j FL11827 R6 II 740SH FIN As Tested 94600 O1 pdf i http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqub%2fM2ero... 10/ 12/2011 Florida Building Code Online Page 3 of 4 Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 11827.E 740/37240 F Iangeme Single 52x72Single Glazed Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL11827 R6 C CAC APC 94599 01-109-47-RO 740 SH Approved for use outside HVHZ: Yes SG FLG 52X72 R45 pdf Impact Resistant: No Quality Assurance Contract Expiration Date DesignPressure: +45/-45 09/13/2013 Other: H-R45 Installation Instructions FL11827 R6 II 740SH FLANGE As Tested 94599 O1 pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 11827. 7 740/3740 Flange Frame Single 48x72 Insulated 1/8" Annealed Hung Oriel Limits of Use Certification Agency Certificate ApprovedforuseinHVHZ: No FL11827 R6 C CAC APC 740-3740 SH FLG 48X72 R45 Approved for use outside HVHZ: Yes 74192.01-109-47 pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +45/-45 06/15/2011 Other: H-R45 Installation Instructions FL11827 R6 II Installation Instructions - 740 SH FLANGE - 48 x 72 As Tested 74192 O1 pdf Verified By: American Architectural Manufacturers L Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 11827. 8 740/3740 Flange Frame Single 48x72 Single Glazed 3/16" Annealed Hung Oriel Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL11827 R6 C CAC APC 740-3740 SH FLG 48X72 R45 Approved for use outside HVHZ: Yes 74192.01-109-47 pdf Impact Resistant: No Quality Assurance Contract Expiration Date DesignPressure: +45/-45 06/15/2011 Other: H-R45 Installation Instructions FL11827 R6 II 740 Single Hung PE pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL11827 R6 AE 740 Single Hung PE 3 pdf Created by Independent Third Party: Yes 11827. 9 740/3740 Flange Frame Single 48x96 Single Glazed 3/16" Annealed Hung Oriel Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL11827 R6 C CAC APC 91454 01-109-47-RO 740)7- Approved for use outside HVHZ: Yes 370 SH ORIEL FLG 48X96 R40 pdf Impact Resistant: No Quality Assurance Contract Expiration Date DesignPressure: +40/-40 05 07/2013 j Other: H-R40 Installation Instructions FL11827 R6 II 740 Single Hung PE pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes j Evaluation Reports i FL11827 R6 AE 740 Single Hung PE 3 pdf Created by Independent Third Party: Yes 11827. 10 740/3740 Single Hung 36x76 Fin Frame Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL11827 R6 C CAC APC 99032.01 740 SH FIN Approved for use outside HVHZ: Yes 36X76.1)df Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +45/-45 03/05/2014 Other: H-R45 Installation Instructions FL11827 R6 II Install Instruct - 740 SH FIN (as tested 99032. 01 36x76).pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: i http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqub%2fM2ero... 10/ 12/2011 Florida Building Code Online Page 4 of 4 Evaluation Reports Party: Created by Independent Thirated11827.11 740/3740 Single Hung 36x76 Flange Frame InsulsGlasd Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL11827 R6 C CAC APC 99034 01 740 SH FLANGE Approved for use outside HVHZ: Yes 36x76.pdf Impact Resistant: No Quality Assurance Contract Expiration DateDesignPressure: +45/-50 04/16/2014 Other: H-R45 with -50 psf negative DP Installation Instructions FL11827 R6 II 08-00804A pdf Verified By: Roberto Lomas, PE PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL11827 R6 AE 511348A pdf 11 Created by Independent Third Party: Yes 11827.12 740/3740 Single Hung 36x72 Fin Frame Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL 11827 R6 C CAC APC A0752 01-109-47-RO 740 SHApprovedforuseoutsideHVHZ: Yes FIN 36X72 R45 -DP50 pdf Impact Resistant: No Quality Assurance Contract Expiration DateDesignPressure: +45/-50 05/13/2014 Other: H-R45 with 50 psf negative DP Installation Instructions FL11827 R6 II Install Instruct - 740SH 36x72 (as tested-A0752 01) pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next Contact us :: 1940 North Monroe Street Tallahassee FL 32399 The State of Florida is an AA/EEO employer. Cooyriaht 2007-2010 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, e-mail addresses are public records. If you do not want your a - mail address released in response to a public -records request, do notsendelectronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions regarding DBPR's ADA web accessibility, please contact our Web Master at webmaster@)dbpr state fl us. Product Approval Accepts: y ® sChe:Y. 12 Securit i1.'ritB45 ViN1310t1 truuNdlam http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXOwtDaub%2tM2ero... 10/ 17/901 1 2- 16' 16' 16' 1 16" 1 2-- ELEVATION Max V.V. Max L-- 2 • 2• I— O.C. Aax. Anchor O.C. See Section Details) lax. L I 72.0 O.C. lax. O.C. lax. L 52.125 —I CLEARP ALLFOURSIT 0 FLASHINC BY DTHER< cc: SHEATHING QJAMB DETAIL NAIL FIN' IS A GENERIC TERM WHICH MEANS ' MOUNTING FLANGE'. NOT TO BE CONFUSED WITH '1/2' FRONT FLANGE) HEAD DETAIL IZE HEADER AS NEEDED CAULK UNDER NAILING FIN ENTIRE PERIMETER BEFORE FASTENING. IM AS QUIRED DRYWALL JFo A 1-0/0 J1.RLw kaHOWN WITH }" SHEATHING) MUST ACHIEVE 1-1/4" PENETRATION INTO STUD. SILL DETAIL Notes: 1. Installation depicted based off of structural test report 1 94600.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S— P—F (G=0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4" penetration into wood buck. 5. Maximum shim thickness of 1/4" permitted at each fastener location. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate jamb fasteners 2" from comers and no more than 16' on center. Locate head/sill fasteners 2" from comers and no more than 16" on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +45.11/-45.11 UNITS UP TO 52" x 72" SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) INSTALLATION INSTRUCTIONS FASTENER SCHEDULE — FIN— raDDuer: C. aeaaa DAM 11/ 30/09 DAZE Windows & Doors 740/3740 Single Hung SCAM NONE s¢ r: 1 of 1 Gratz, PA 740/3740 FIN — ELEVATION 16" O.C. _ 16' O.C. Max Max 2' 2' 2' I 16' O.C. Max. H_ Anchor 16' O.C. See Section Detalts) Max. L 72 000 16" O.C. Max. 16" O.C. Max. 2' 1 I— 52.125 { fJ't1k'CLEARP ALL FOUR SIT C 'NAIL FIN' IS A GENERIC TERM WHICH MEANS 'MOUNTING FLANGE'. NOT TO BE CONFUSED WITH '1/2' FF v FLANGE) FLASHING BY OTHERS. SHEATHING JAMB DETAIL HEAD DETAIL IZE HEADER AS NEEDED CAULK UNDER NAILING FIN ENTIRE PERIMETER BEFORE FASTENING. po n 1—a10 aUMLw kanUwry wiiH }" SHEATHING) MUST ACHIEVE 1-1/4" PENETRATION INTO STUD. SILL DETAIL Notes: 1. Installation depicted based off of structural test report f 94600.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G=0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4" penetration into wood buck. 5. Maximum shim thickness of 1/4" permitted at each fastener location. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate jamb fasteners 2" from comers and no more than 16" on center. Locate head/sill fasteners 2" from corners and no more than 16' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +45.11/-45.11 UNITS UP TO 52' x 72" SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) rnurw W. wh: INSTALLATION INSTRUCTIONS T.C. 11/30/09 FASTENER SCHEDULE — FIN— ° a.h SHM: 740/3740 Single Hung NONE 1 OF 1 Windows & Doors ON' a Gratz, PA 740/3740 FIN — Validator / Operations Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION n The product described below is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMA/CSA 101/I.S.2/A440-05 H-R45-1324x1829 (52x72) COMPANY AND PLANT LOCATION CODE SERIES MODEL & PRODUCT MAXIMUM SIZE TESTEDNO. DESCRIPTION MI Windows & Doors, Inc. 740/3740 (FIN) FRAME SASH704121hAve. MTL-9 AL)(O/X)(CG) 1324 mm x 1829 mm 1286 mm x 905 mm Smyrna, TN 37167 TILT)(ASTM) 4'4" x 6'0") 4'3" x 3'0") 2. This Certification will expire September 18, 2013 and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: 94600.01-109-47 Date of Report: October 20, 2009 Date: October 27, 2009 Cc: AAMA JGS ACP-04 (Rev. 8/06) Validated for Certification h , 4-1w A oci +tedLaboratories, Inc. Authorized for Certification AmericanArchhtectural Manufacturer Association ELEVATION Mid —Span L 6' I- 5" Mid—Span L 5" 1 I 52" ---I 1 6" 1- V MINIMUM PENETRATION a"lk'CLEARANCE ALL FOUR SIDES) 8x11/4" Screw —y by others) Caulk between flange and buck. Caulk around perimeter. by others) Extrlor HEAD DETAIL by others) Caulk around perimeter. Caulk between Range and buck. by others) e,aanor by others) Caulk between flange and buck, Caulk around perimeter.'' by others) JAMB DETAIL SILL DETAIL 2X BUCK AS REQUIRED 1" MINIMUM PENETRATION 8 X 1 1/4" SCREW MUST ACHIEVE 1" PENETRATION INTO STUD. TYPICAL) Notes: 1. Installation depicted based off of structural test report 94599.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G=0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1' penetration into wood buck. 5. Maximum shim thickness of 1/4" permitted at each fastener location. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details SHIM AS necessary to meet structural load REQUIRED requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate jamb fasteners 5' from each end and at mid —span of jambs. Locate head fasteners 6" from jambs and one at mid —span. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +45.11/-45.11 UNITS UP TO 52' x 72' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) nnE MAwl ft M7E INSTALLATION INSTRUCTIONS T.C. 11/30/09 FASTENER SCHEDULE -FLANGE- CHUqS°` DAM vwoucr acuE: SM. Windows &Doors 740/3740 Single Hung NONE 1 a 1 oo.ra xEv. GratZ,PA — 740 FLANGE — ELEVATION Mid —Span 5' I Anchor See Sectlon Detalts) Mid —Span L 5' 52" V MINIMUM PENETRATION jj'*lk'CLEARANCE ALL FOUR SIDES) 8x11/4" Screw HEAD DETAIL by others) Caulk around perimeter. Caulk between flange and buck. by others) by others) Caulk betwee flange and bucl Caulk around perimeter. by others) SILL DETAIL 2X BUCK AS REQUIRED 1" MINIMUM PENETRATION 48 X 1 1/4" SCREW MUST ACHIEVE 1" PENETRATION INTO STUD. TYPICAL) SHIM AS REQUIRED Notes: 1. Installation depicted based off of structural test report 111 94599.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G=0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1" penetration into wood buck. 5. Maximum shim thickness of 1/4" permitted at each fastener location. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate jamb fasteners 5' from each end and at mid —span of jambs. Locate head fasteners 6' from jambs and one at mid —span. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +45.11/-45.11 UNITS UP TO 52e x 72" SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) oraww er. w: Caulk around T. C. 11 /30/09byothers) perimeter. INSTALLATION INSTRUCTIONS Caulk between (by others) & FASTENER SCHEDULE —FLANGE— CEaaa DAM flange and back. JAMB DETAILExterior M M M •• E aEEt. Windows &Doors 740/3740 Single Hung NONE 1 1 owe t a wev. Gratz, PA — 740 FLANGE — x. a^sry Validator / Operations Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMANVDMA/CSA 101/I.S.2/A440-05 H-R45-1324x1829 (52x72) COMPANY AND PLANT LOCATION CODE NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTEDDESCRIPTION MI Windows & Doors, Inc. 740/3740 (FLANGE) FRAME SASH70412thAve. MTL-9 AL)(O/X)(CG) 1324 mm x 1829 mm 1286 mm x 905 mm Smyrna, TN 37167 TILT)(ASTM) 4'4" x 6'0") 4'3" x 3'0") 2. This Certification will expire September 18, 2013 and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: 94599.01-109-47 Date of Report: October 20, 2009 Date: October 27, 2009 Cc: AAMA JGS ACP-04 (Rev. 8/06) Validated for Certification A oci ted Laboratories, Inc. Authorized for Certification t ff American Architectural Manufacturers Association Florida Building Code Online PERMITMIT # 12 ^/ f Page 1 of 5 0% F F I C%E BCIS Home Log In . User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links , Search Busines C (Fq]1*`HProductessi Approval V iUl USER: Public User Regulation I:L57iGiii Product Approval Menu > Product or Application Search > Application List > Application History > Application Detail FL # FL9174-R6 Application Type Revision Code version 2007 Application Status Approved Comments Archived Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850)475-6000 gtaylor@Wayne-Dalton.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850)474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i;,i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who John E. Scates developed the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Warnock Hersey Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE a Validation Checklist - Hardcopy Received Certificate of Independence FL9174 R6 COI Cert Independence Scates s.pdf Referenced Standard and Year (of Standard) Standard Year DASMA-108 2002 DASMA-115 2005 Equivalence of Product Standards Certified By http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 JRfWxf6u... 10/ 13/2011 Florida Building Code Online Page 2 of 5 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised ummary of Products Method 1 Option D 09/01/2010 09/08/2010 09/13/2010 10/13/2010 06/16/2011 FL # IM10del, Number or Name Description 9174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0228 318958 P7.pdf Approved for use outside HVHZ: Yes FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfImpactResistant: Yes Verified By: John E. Scates P.E. FLORIDA PE 51737DesignPressure: +26.90/-30.80 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R6 AE 9174 Eval Report.pdf Created by Independent Third Party: Yes 9174.2 =Fi o 6100 / 9100 #0229 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 11 0229 318959 P8.pdf Approved for use outside HVHZ: Yes FL9174 R6 11 Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfImpactResistant: No Verified By: John E. Scates P.E. FLORIDA PE 51737DesignPressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure Evaluation Reports is designed as partially enclosed or door is a replacement FL9174 R6 AE 9174 Eval Report.pdf door. Created by Independent Third Party: Yes 9174.3 6100 / 9100 #0230 16' Max width. 8'-9" Max height. Max section height 21". F50 Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0230 318960 P9.pdf Approved for use outside HVHZ: Yes FL9174 R6 11 Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfImpactResistant: Yes Verified By: John E. Scates P.E. FLORIDA PE 51737DesignPressure: +25.90/-28.80 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R6 AE 9174 Eval Report.pdf Created by Independent Third Party: Yes 9174.4 5120 / 6100 / 9100 #0231 16' Max width. 8' 9" Max height. Max section height 21". Solid only - no glazing available. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0231 318996 P5.pdf Approved for use outside HVHZ: Yes FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pddfImpactResistant: Yes Verified By: John E. Scates P.E. FLORIDA PE 51737DesignPressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure Evaluation Reports is designed as partially enclosed or door is a replacement FL9174 R6 AE 9174 Eval Report.pdf door. Created by Independent Third Party: Yes 9174.5 6100 / 9100 #0234 F9'7Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. 5120 Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0234 319022 P5.pdf Approved for use outside HVHZ: Yes FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfImpactResistant: Yes Verified By: John E. Scates P.E. FLORIDA PE 51737DesignPressure: +43.20/-49.60 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R6 AE 9174 Eval Report.pdf Created by Independent Third Party: Yes http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 JRf Wxf6u... 10/ 13/2011 Florida Bui4ding Code Online Page 3 of 5 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0235 319023 P6.pdf j Approved for use outside HVHZ: Yes FL9174 R6 II 319040 P1 Post.pdf Impact Resistant: Yes FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfDesignPressure: +39.20/-43.70 Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R6 AE 9174 Eval Report.pdf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Limits of Use Glazing available in top or intermediate section. Installation Instructions i Approved for use in HVHZ: No FL9174 R6 II 0232 318999 P5.pdf Approved for use outside HVHZ: Yes FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfImpactResistant: No Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement Evaluation Reports FL9174 R6 AE 9174 Eval Report.pdf door. I Created by Independent Third Party: Yes 9174.8 =F7 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. i Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0233 319000 P5.pdf Approved for use outside HVHZ: Yes FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfImpactResistant: No Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 j Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure Evaluation Reports is designed as partially enclosed or door is a replacement FL9174 R6 AE 9174 Eval Report.pdf door. Created by Independent Third Party: Yes 119174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0236 319024 P6.pdf Approved for use outside HVHZ: Yes FL9174 R6 II 319040 Pl Post.pdf Impact Resistant: Yes FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfDesignPressure: +30.00/-33.50 i Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R6 AE 9174 Eval Report.pdf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0237 319025 P6.pdf Approved for use outside HVHZ: Yes FL9174 R6 II 319040 P1 Post.pdf Impact Resistant: Yes FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfDesignPressure: +39.20/-43.70 Verified By: John E. Scates P.E. FLORIDA PE 51737Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R6 AE 9174 Eval Report.pdf Created by Independent Third Party: Yes I 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". 0600 lGlazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0600 319026 P4.pdf Approved for use outside HVHZ: Yes FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfImpactResistant: No j Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure Evaluation Reports is designed as partially enclosed or door is a replacement FL9174 R6 AE 9174 Eval Report.pdf door. Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" 0601 Glazing available in top or intermediate section. I 11LimitsofUse Installation Instructions http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 JRf Wxf6u... 10/ 13/2011 Florida Building Code Online Page 4 of 5 Approved for use in HVHZ: No FL9174 R6 II 0601 319027 P4.pdf Approved for use outside HVHZ: Yes FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfImpactResistant: Yes Design Pressure: +41.00/-46.30 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R6 AE 9174 Eval Report.pdf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". 0602 IlGlazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Installation Instructions FL9174 R6 II 0602 319028 P5.pdf FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfImpactResistant: No Verified By: John E. Scates P.E. FLORIDA PE 51737DesignPressure: +15.30/-17.00 1 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure Evaluation Reports is designed as partially enclosed or door is a replacement FL9174 R6 AE 9174 Eval Report.pdf door. i Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". 0603 IlGlazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No FL9174 R6 II 0603 319029 P5.pdf FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737DesignPressure: +23.00/-25.00 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure Evaluation Reports is designed as partially enclosed or door is a replacement FL9174 R6 AE 9174 Eval Report.pdfIdoor. Created by Independent Third Party: Yes 9174.15 ::]F5120/5140/6100/9100/9400/9600 116' Max width. 8' Max height. Max section height 24" 0604 lGlazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0604 319030 P5.1)df Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 FL9174 R6 II 319040 P1 Post.pdf FL9174 R6 II Jamb Connection Supplement P9.1)df FL9174 R6 II Track Supplement Chart P10.1)df Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Other: j Evaluation Reports FL9174 R6 AE 9174 Eval Report.pdf Created by Independent Third Party: Yes 9174.16 11#0605 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0605 319031 P4.pdf Approved for use outside HVHZ: Yes Impact Resistant: No FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure Evaluation Reports is designed as partially enclosed or door is a replacement FL9174 R6 AE 9174 Eval Report.odf door. Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600::]1I 18' Max width. 8' Max height. Max section height 24" 0606 IlGlazing available in top or intermediate section. I 1 Limits of Use Approved for use in HVHZ: No Installation Instructions FL9174 R6 II 0606 319032 P6.pdf Approved for use outside HVHZ: Yes FL9174 R6 II 319040 P1 Post.pdf Impact Resistant: No FL9174 R6 II Jamb Connection Supplement P9. FL9174 R6 II Track Supplement Chart P10.pdfDesignPressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- Verified By: John E Scates P.E. FLORIDA PE 51737 borne debris region unless protected or unless structure Created by Independent Third Party: Yes is designed as partially enclosed or door is a replacement j door. Evaluation Reports FL9174 R6 AE 9174 Eval Report.odf Created by Independent Third Party: Yes 9174.18 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" 0609 ISolid only - no glazing available. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0609 319035 P5.pdf Approved for use outside HVHZ: Yes FL9174 R6 II 319040 P1 Post.pdf Impact Resistant: Yes FL9174 R6 II Jamb Connection Supplement P9.odf FL9174 R6 II Track Supplement Chart P10. dfDesignPressure: +39.20/-43.70 Verified By: John E Scates P.E. FLORIDA PE 51737Other: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufI l JRf Wxf6u... 10/13/2011 Florida Building Code Online Page 5 of 5 Created by Independent Third Party: Yes Evaluation Reports FL9174 R6 AE 9174 Eval Report.pdf Created by Independent Third Party: Yes 9174.19 5140/6100/9400/9600 #0608 Max width. 8'-9" Max height. Max section height 21". JF18' Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0608 319034 P4.pdf Approved for use outside HVHZ: Yes FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfImpactResistant: No Verified By: John E Scates P.E. FLORIDA PE 51737DesignPressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes debris region unless protected or unless structure Evaluation Reportsborne is designed as partially enclosed or door is a replacement FL9174 R6 AE 9174 Eval Report.pdf door. Created by Independent Third Party: Yes 9174.20 5140/9400/9600 #0607 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R6 II 0607 319033 P5.pdf Approved for use outside HVHZ: Yes FL9174 R6 II Jamb Connection Supplement P9.pdf FL9174 R6 II Track Supplement Chart P10.pdfImpactResistant: No Verified By: John E Scates P.E. FLORIDA PE 51737DesignPressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure Evaluation Reports is designed as partially enclosed or door is a replacement FL9174 R6 AE 9174 Eval Report.pdf door. Created by Independent Third Party: Yes Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 The State of Florida is an AA/EEO employer. Copyright 2007-2010 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, e-mail addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions regarding DBPR's ADA web accessibility, please contact our Web Master at webmaster@dbor.state.fl.us. Product Approval Accepts: eC eek SccLLrSt 'ri t:7H ic1 MtZIOTfrtlfttd rea+r f http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 JRf Wxf6u... 10/ 13/2011 0 0 SPLICE PLATE LOCATION e SEE SCHEDULE q 14" MAX 12" MAX 12" MAX i 12" MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFE55IONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. EE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MII` CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1 /4" X 7/16 SEMI TUBULAR RIVITS 11 GA MIN CLIP SEE SCHEDULE- RSW 13 GA MIN CONTINUOUS WALL ANGLE 2 TRACK 3) 1/4"-20 TRACK DR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR WDTH MAX PSF 9'-0" 46.0 PSF -52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF Gagne® Balton TRACK SUPPLEMENT CHART 3395 ADDISON DRIVE PEN ( 850)A474.9890 32514 REVISIONS P2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANGED "TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE", ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TITEN HD ANCHORS GIRT 4/2/07 P4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS, UPDATED SPLICE & CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. GIRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #8 CLIP (REPLACED 1MTH #9 ACROSS THE 30ARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11 /08 19 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11 /OB 10 UPDATED TITLE 3LOCK CRT 6/2/10 DATE DRAWN SHEET 1 OF 2 DRAWING PART NO. REV. 307494 P10 2 3/4" f1" EDGE DIST E60XX MIN. 1 8 2-24 1/8 2-24 MIN 3/16" THICK STEEL FOR MOUNTING 5/16" x 1-5/8" WALL ANGLE LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLIP SPF (G=0.42) OR BETTER AT EACH 1/4-20x9/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL a. 4 a n ' a a O ° n C CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROF'SSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF AINDLOAD CONSTRUCTION DETAILS. WITH MIN. (1) 1/4-2Ox7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2' THICK HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE 7'-0" 7, 9, 9, 9, 9, 11 16 8'-0" 7, 9, 9, 9, 9, 11, 11 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18 10'-O" 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13 20 13'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2" THICK DOOR HEIGH CLIP #'S FROM BOTTOM TO TOP SPLICE 7'-0" 5, 6, 6, 7, 7, 9 12 8'-0" 5, 6, 6, 7, 7, 9, 9 12 9'-0" 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18 14'-0" 1 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 18 MODELS 6100 8300 8700 1-3/8" TO 1-5/8" THICK DOOR CLIP S FROM BOTTOM TO TOP SPLICE PLATE # 7'-O" 4, 4, 4, 4, 5, 6 8 8'-0" 4, 4, 4, 4, 5, 6, 6 8 9'-0" 4, 4, 4, 4, 5, 6, 6, 7 8 10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9 12 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOOR CLIP #'S FROM BOTTOM TO TOP SPLICE 7'-0" 4, 4, 4, 4, 4, 4 6 8'-0" 4, 4, 4, 4, 4, 4, 4 6 9'-0" 4, 4, 4, 4, 4, 4, 4, 4 6 M10'-0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 Wagner Dalton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN SACOL,( 850)A474 RID 32514 REVISIONS P2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANGED "TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TITEN HD ANCHORS GRT 4/2/07 P4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. GRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE & CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. GRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE 98 CLIP (REPLACED WITH #9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. GRT 12/11/08 P10 ADDED MODEL 8700. UPDATED TITLE BLOCK GRT 6/2/10 DATE DRAWN SHEET 2 OF 2 DRAWING PART NO. REV. 307494 P10 4Q'13 e• 1. NON —IMPACT RESISTANT GLAZING OPTION — .090" MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /8x1" SCREWS FOR GLAZING WITH A MAXIMUM LENGTH OF 16.75" OR (10) 8x1" SCREWS FOR GLAZING WITH A MAXIMUM LENGTH OF 39" INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND—BORNE DEBRIS REGIONS. 2. IMPACT RESISTANT GLAZING OPTION — IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4" MAKROLON—AR POLYCARBONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21" AND A MAXIMUM LENGTH OF 50.08". GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND—BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U—BAR ON UPPER INTEGRAL RIB (SEE DETAIL C SHEET 2), 18 CA J—STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR S11LE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW TO ATTACH THE J—STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 3. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6" O.C. MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. KEY LOCK, SUDE LOCK, OR OPERATOR REQUIRED. 5. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 CA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. END CAP TO HAVE A MINIMUM 1.1" DEPTH. 6. 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. 7. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 8. LOUVER OPTION — .040" MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) 8x1" SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WAND —BORNE DEBRIS REGIONS. JOHN E. SCATES. PE 3121 FAIR ATE DR. CARROLLTON. TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF 1WNDLOAD CONSTRUCTION DETAILS. 13 GA HORIZ ANGLE 13 GA FLAG ANGLE MIN HORIZ TRACK 16x1—EWS5SCR/8" G MIN 3 AS SHOWN) MIN VERTTRACK 5/8" LAC AT EACH BRACKET 16" TRACK 4-20 HEX JB JAMB LOCATION o STIFFENE 1 BRACKETS LDULE FOR LOCATION, AND TYPE LIDE LOCK OUIRED WITH SEE NOTE CK SHOWN R CLARITY 4) SECTION I". SEE OR U—BAR ON DOORS R SECTION 16 GA 5/ LA 16 GA 5/16x1SCRE 15 GA JAMB SEE SCHE OUANITY, KEY LOCK OR S NOT RE OPERATOR — 4). SLIDE LOFO NOTE SOLID DOOR S SHEET 2 F LOCATIONS WITH OTHE QUANTITIES AND SEE NOTES 1 AND 2 ON THIS SHEET FOR GLAZINGOPTIONS. JAMB BRACKET SCHEDULE DOORHEIGHT NO. OFSECTIONS N JAM BRACKETS EACH JAMB) TRACK TYPE LOCATION CENTERLINE JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS t 2") 7'-0" 4 4 01 JB). 13- (01). 45-1/4 01), 63" JB 7'-0" 4 4 FAT JB), 10" (JB), 42" (JB), 63-1/4" (JB) 8'-0" 5 5 QI JB), 13" (01). 34" (JB), 47-1/4" (QI), 67" (01) 8'-0" 5 5 FAT JB), 10" (JB), 29-3/4" JB), 40" (JB), 66" (JB) 8 —0 HIGH UFT RODE PITCH SEE NOTE BELOW SEE U—BAR NOTE ON SHEET 2 FOR U—BAR INSTALLATION DOOR 18 GA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SE( GA END CAP SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOORHEIGHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 18'-0" ALL 107.6/-123.2 W-0" ALL 121.1/-138.6 FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16" TRACK BOLT AND NUT. FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED TO ATTACH TO TRACK. DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T. Wagne® DESIGN (PSF): +26.90/-30.80 MAX WIDTH: 9' TEST (PSF): +40.35/-46.20 MAX HEIGHT: 8'-9" DRAWN SaltonIMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED REVISIONS P3 CHANGES TO GENERAL FORMAT AND CHANGED U—BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/07/06 P4 ADDED IMPACT RESISTANCE TO DOOR. ADDED JB JAMB BRACKET AT 2" LOCATION. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPAC RESISTANT. GRT 6/6/07 P5 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P6 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/08 P7 UPDATED TITLE BLOCK GRT 8/26/10 SIZE: A DATE NAME 7/D6 GRT 6/06 MRB MODELS 5120/6100/9100 SHEET 1 OF 2 A DIVISION OF OVERHEAD DOOR CORPDRAWING PART NO. REV. 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 WINDLOAD SPECIFICATION OPTION CODE 0228 318958 P7 850 474-9890 13 GA ADJUSTABLE TOP PLACE U—BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE —PUNCHED TOP FIXTURE PRE —PUNCHED HOLES / HOLES EACH END FACING UPWARD IN BOTTOM OF U—BAR AND ATTACH THIRD END CAP AT ' WITH (2) 1/4-14x5/8" EACH END WITH (2) 1/4-14x7/8" / CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCREWS I FOR STANDARD TRACK AND (3) o 1/4-14x7/8" SELF DRILLING - CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH o ARE USED TO ATTACHED THE TOP BRACKET AS SHOWN). DETAIL A LOW HEADROOM TRACK 13 GA ROLLER SLIDE ATTACHED TO PRE —PUNCHED HOLES IN TOP OF U—BAR PLACE U—BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/8' CRIMPTITE SCREWS. THE (8) PRE —PUNCHED HOLES EACH END USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THIRD ENO PROPER ALIGNMENT OF ROLLERS CAP AT EACH END NTH (2) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION; U—BAR PLACED OVER TOP WITH 1SCREW 5/8" / RIB ON THE BOTTOM SECTION SHALL ONLY TITCRIMPTITE SCREWS (2 OF BE ATTACHED THIRD END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-14x7/8" SELF DRILUNG ATTACHED) I CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U—BAR NOTE: DUE TO CLEARANCES REQUIRED TO 2' NYLON SILENT INSTALL SCREWS AT THE ENDS OF THE GUDE ROLLER NTH 0- U—BARS, ALL U—BARS SHALL BE 4" STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALUNG ROLLER SLIDES AND TOP FIXTURE ON THE U—BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U—BAR OVER WITH (6) 1/4-2Ox5/8" INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF 1/4-20x5/8" WHICH ARE FACTORY CRIMPTITECRIME SCREWS THRU ATTACHED, 3 OF WHICH PRE —PUNCHED HOLES AT ARE FIELD INSTALLED INTO EACH INTERMEDIATE HINGE TOP LEAF, AND 1 OF LOCATION (I THIRD FLANGE WHICH IS FIELD INSTALLED OF U—BAR AND BOTTOM THIRD PRE —PUNCHED HOLE HINGE LEAF AND 1 THRU IN U—BAR) WEB OF U—BAR AND INTEGRAL RIB OF SECTION) DETAIL C 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH / o PLACE U—BAR OVER INTE CRIMPTITEPTITE x5/8" CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BRACKET AND ATTACH AT EACH END WITH (1) SELF DRILLING CRIMPTITE FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4— BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCRE SCREWED TO THE BOTTOM - - BOTTOM OF THE BOTTOM U—BAR WITH EACH PRE —PUNCHED HO 2) 1/4-14x7/8" SELF DETAIL D HINGE LOCATION. USE (1 DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT AL SEE IMPACT BOTTOM BRACKET PRE —PUNCHED HOLE LO DETAIL THIS SHEET. 8x3/4' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/2" O.C. MAX THIRD JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON. Tx 75007 FL PE 51737 Tx PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF `MNDLOAD CONSTRUCTION DETAILS. 1 /B" BEAD GE ULTRAGLAZESSG40DOAC I STRUCTURALSEALANTOR I FACER NON—STRUCTURAL DECORATIVE INNER WINDOW TRIM — I93:101 USED ONLY ON IMPACT GLAZED SECTION — 11 GA REINFORCEMENT , BRACKET ATTACHED WITH (4) 1/4-14x7/8" 1 SELF DRILLING \ CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U—BAR) DETAIL G 1) 1/4-140/8" SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J—STRUT h OPERATOR BRACKET. NOTE, J—STRUT h SCREW ONLY REQUIRED ON IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET 1 ATTACH BOTTOM BRACKET TO BOTTOM U—BAR WITH (2) o 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS 1\ IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3% 20 GA, 80 KSI U—BARS LOCATED OVER INTEGRAL RIBS AS SHOWN — 4) SECTION DOORS WITH (5) 3", 20 GA, 80 KSI U—BARS LOCATED OVER INTEGRAL RIBS AS SHOWN DETAIL F U—BAR ATTACHMENT NOTES 1. ALL U—BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE —PUNCHED HOLES WITH (2) 1/4-146/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION. (2) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP EXCEPT BOTH U—BARS ON BOTTOM SECTION — SEE DETAIL B AND D THIS SHEET), (2) 1/4-14x5/8" CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8" CRIMPTITE SCREW APPROXIMATELY 8" FROM EACH END. THERE SHALL BE A TOTAL OF (12) SCREWS ATTACHING EACH U—BAR EXCEPT BOTH U—BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (10) SCREWS EACH. NON—STRUCTURAL DECORATIVE OUTER WINDOW TRIMZ111VPOLYCARBONATE I Wa ne® Balton A DIVISION OF OVERHEAD DOOR C DETAIL E 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 2. WITH THE EXCEPTION OF THE (8) PRE —PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER SLIDES AND THE (6) PRE —PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING, ALL PRE —PUNCHED HOLES IN ALL U—BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-14x5/8" CRIMPTITE SCREWS. 3. 20 GA U—BARS SHALL BE STAMPED "34" APPROXIMATELY 8" FROM EACH END. STATIC PRESSURE RATINGS I APPROVED SIZES DESIGN (PSF): +26.90/-30.80 IMAX WIDTH: 9'—D" TEST (PSF): +4D.35/-46-20 IMAX HEIGHT: 8'-9" IMPACT/CYCLIC RATED (YES/NO): YES IMAX SECTION HEIGHT: 21" MODELS 5120/6100/9100 WINDLOAD SPECIFICATION OPTION CODE 0228 REVISIONS P3 CHANGES TO GENERAL FORMAT AND CHANGED U—BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER, CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/07/06 P4 ADDED IMPACT RESISTANCE TO DOOR. ADDED JB JAMB BRACKET AT 2" LOCATION. ADDED MODEL 6100.MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. GRT 6/6/07 P5 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P6 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9'. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/08 P7 UPDATED TITLE BLOCK GRT 8/26/10 N.T.S. SIZE: A JDATE NAME 1 3/7/06 GRT ED 4/6/D6 MRB SHEET 2 OF 2 DRAWING PART NO. REV. 318958 P7 Wayne® Balton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 SEE DETAILS 1, 2, AND 3 REOUIRED FOR VERTICAL POST REINFORCING 1 SYSTEMS. 6" MA: MA SF MINIMUM 2x6 p3 CL HEADER LOCK SOUTHERN PINE ` BRACKET LUMBER. q" 4" 2) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1 1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". FIFTAII MINIMUM 2000 PSI CONCRETE NOTE:_ MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75OD7 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEERS SEAL PROVIDED ONLY FOR VERIFICATION OF AINDLOAD CONSTRUCTION DETAILS. DOOR WIDTH MINIMUM 2x6 #3 CL HEADER LOCK SOUTHERN PINE BRACKET LUMDER. 8" 4" 4) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 4". TAI MINIMUM 2000 PSI GRDUT FILLED CMU NOSE MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. REVISIONS MINIMUM 2.6 #3 r(L HEADER LOCK SOUTHERN PINE 1 BRACKET LUMBER. 4" 4" 1-1/2" 4) 3/8" DIA. LAG SCREWS WITH 1-1/4" O.D. WASHERS. LAG SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1-9/32" INTO THE MAIN SUPPORT MEMBER. D TAII l WOOD SUPPORT STRUCTURE NOTE: MAXIMUM DESIGN LOAD DATE NAME CAPACITY OF 2430 nor CHECKED 5/24/07 1 MRB JAMB CONNECTION SUPPLEMENT DRAWING PART NO. REV. 324620 P9 Wag,neBaltopjj A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P9 SCHEDULEI 3/8" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOTE s 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 22 280 24 23 20 300 24 22 19 320 23 20 18 340 21 19 16 360 20 18 16 380 19 17 15 400 18 16 14 420 17 15 13 440 16 15 13 460 16 14 12 480 15 13 12 500 14 13 11 520 14 12 11 540 13 12 10 560 13 11 10 580 12 11 9 600 12 11 9 620 12 10 9 640 11 10 9 660 11 10 8 680 10 9 8 700 10 9 8 720 10 9 8 740 10 8 7 760 9 8 7 780 9 8 7 800 9 8 7 1. BASED ON 3/8" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/321, THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 NO. 2 GRADE SPF LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTNER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1-1/2" AND HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. CALCULATIONS CONFORM TO ANSI/AF&PA NOS-2005. 9. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Aooroved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1'2203 Revision P9 SCHEDULE3 3/8" 0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE3 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 23 520 16 20 23 540 15 19 22 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 10 1 13 1 15 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 NO. 2 GRADE SPF LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTNER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. CALCULATIONS CONFORM TO ANSI/AF&PA NDS-2005 AND ACI 318-05, APPENDIX D. Aooroved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P9 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB (LB/FT)"oTE3 100 24 24 19 120 22 20 16 140 19 17 14 160 16 15 12 180 14 13 10 200 13 12 9 220 12 11 8 240 11 10 8 260 10 9 7 280 9 8 7 300 8 8 6 320 8 7 6 340 7 7 5 360 7 6 5 380 7 6 5 400 6 6 4 420 6 5 4 440 6 5 4 460 5 5 4 480 5 5 4 500 5 4 3 520 5 4 3 540 4 4 3 560 4 4 3 580 4 4 3 600 4 4 3 620 4 3 3 640 4 3 3 660 4 3 2 680 3 3 2 700 3 3 2 720 3 3 2 740 3 3 2 760 1 3 3 1 2 780 3 3 2 800 3 3 2 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 NO. 2 GRADE SPF LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTNER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. 8. CALCULATIONS CONFORM TO ANSI/AF&PA NDS-2005. Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P9 SCHEDULE4 3/8" 0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT"oTE4 2000 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE 2000 PSI GROUT FILLED CMU"oTE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 22 280 24 24 20 300 24 24 19 320 24 24 18 340 24 24 16 360 24 24 16 380 24 24 15 400 24 24 14 420 24 24 13 440 24 24 13 460 24 24 12 480 24 24 12 500 23 23 11 520 23 23 11 540 22 22 10 560 22 22 10 580 21 21 9 600 20 21 9 620 20 20 9 640 19 19 9 660 18 19 8 680 18 18 8 700 17 18 8 720 17 17 8 740 1 16 17 7 760 16 16 7 780 16 16 7 800 15 15 7 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/411. 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 NO. 2 GRADE SPF LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTNER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. CALCULATIONS CONFORM TO ANSI/AF&PA NDS-2005. 9. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. ADDroved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P9 John E. Scates, Professional Engineer August 31, 2010 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-R6 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 96-72, section 72.110, Code References 2007 Florida Building Code Section 1609 Section 1609.1.2 Section 1714.5.3.1 Test Procedures Wind Loads ANSI/DASMA 115 - Windborne Debris testing ANSI/DASMA 108 - Static windload testing Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof') pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. 31 zo(o FL 09174-R6 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 202OW static 108-05 and impact 115-05, dated 3/9/2010 CTLA 202OW-1 static 108-05, dated 3/9/2010 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. cz T / t o 2 '9 !3( Xot a FL 09174-R6 Drawings TABLE 1. Drawing Option Width Height psf Impact Glazing Glazing static Impact Door Avail Impact Test Test 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P9 1911W3 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 f +30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 3 f/7i ZDtO FL 09174-R6 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 202OW Rev P4 i 202OW 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 202OW 202OW 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 202OW-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 I 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 4 14( Zoro FL 09174-116 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a %" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. 2 """_ e - 5 8(3c /Z.O ( 0 FL09174-R6 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, John E. Scates, P.E. $ /3l %zo(o Florida PE # 51737 0