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3806 Saltmarsh Lp 17-2436 - New SFH
ENVIRONMENTSFOR L04 SITE 1D: 375017 LOT: 17 BLOCK HOUSE: 3808 STREET: SALTMARSH LP CITY: SANFORD STATE: FL ZIP: 32771 COUNTY: SEMINOLE ACCOUNTi. 909STAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: NDP 10/182017 PROGRAM: HERSI100% TESTER: EFL IECC: 2009 CLIMATE ZONE: PROPERTY OWNER: PROPERTY ADDRESS: 3808 SALTMARSH LP, SANFORD, FL 32771 TEST: BLOWER DOOR RESULT: PASS TESTER: Dew Revelte DATE: 05292018 Plumbing IR Scan Tester Dave Revelle Dew Result axm l" a`*TE8T tlNAME y f F }t1 CORRECTION r..9f11LDER i, sRATERin VERIFIED YERIFIEDw Ci;Menufeohii`sr Name .G 5.1 Attic Access Panel (fully gasketed and insulated) SYSTEM 1 X 5.2 Attic drop-down Stair (fully gasketed and insulated) SO or > Of Hardwired Lights Must Be CFL Or LED X 5.4 Recessed Lighting Fixtures (ICAT labeled and sealed to drywall) WATER HEATER X 5.5 Whole -house Fan (insulated gasketed to the opening NA X 7.3 Fresh air ventilation installed per program specs X NA Blower Door Room Pressure Test MN Bdrm 0 Bdrm 2 0 Bdm13 0 Bdrm 4 o Bdrm 5 o Rm 1 0 Rm 2 0 Rm 3 0 Other 0 CO Detectors F,Loceflon )•>" Ci;Menufeohii`sr Name .G Energy Star OuelMedAppliances? SYSTEM 1 Efficient Lighting Package? GARAGE SO or > Of Hardwired Lights Must Be CFL Or LED ENT 50 110 Low Flow Faucets, Toilets etc? WATER HEATER Programmable Thermostat? X CertBfed Green Program Level Requires Visual Inspection Mechanical S'Hem ' ^. ti , c 'Item< F,Loceflon )•>" Ci;Menufeohii`sr Name .G aModN%iv Mo slll2 ili> F,' `o a Motel Ki , ' Most] 4„ SYSTEM 1 WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM WATER HEATER NA VAULTED CEILING (REM) NA SYSTEM 3 WATER HEATER NA NA EXPOSED FLOOR (REM) SYSTEM 4 WATER HEATER ABOVE GRADE WALLS (REM) NA NA SYSTEM 1 FURNACE NA DUCT RETURN R -VALUE (REM) NA SYSTEM 1 HVAC OUTDOOR OUTSIDE CARRIER CH14NBO30 UNIT SYSTEM 1 HVAC INDOOR COIL SYSTEM 1 HVAC AHU (HEAT INTERIOR CARRIER FB4CNP030 PUMP) SYSTEM FURNACE SYSTEM 2 HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AHU (HEAT PUMP) SYSTEM FURNACE SYSTEM3 HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AHU (HEAT PUMP) SYSTEM FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 MVAC AHU (HEAT PUMP) BUILDING SPECIFICATIONS t`, BUILDINGCHAR 4CTERISTICS:x- A8 DE81GN-VALUES- ' A5BUILT-VALUEB :, _ COMNIMENT O BEDROOMS (REM) NA NA CEILING FLAT (REM) NA NA SEALED ATTIC (REM) NA NA VAULTED CEILING (REM) NA NA FOUNDATION WALLS (REM) NA NA EXPOSED FLOOR (REM) NA NA ABOVE GRADE WALLS (REM) NA NA DUCT SUPPLY R•VALUE (REM) NA NA DUCT RETURN R -VALUE (REM) NA NA I TEST: BLOWER DOOR RESULT: PASS TESTER: Dave Revelle DATE: 0529/2019 BUILDING SPECIFICATIONS BUILDfNdbHARACtiRiSTICS AS"DibliGN -VALLIES:, ABBUILT PROGRAMMABLE THERMOSTATS (PRIF) YES WATER HEATER TYPE (PRIF) CONVENTIONAL WATER HEATER FUEL TYPE (PRIF) ELECTRIC WATER HEATER SIZE, EFFICIENCY& LOCATION PRIF) INFILTRATION (HOUSE LKG) ACH (REM) NA Htg: 3.63 Clg: 3.63 ACH @ 50 Pascals FRESH AIR VENTILATION TYPE (PRIF) AIR CYCLER VENTILATION FAN MANUFACTURER (REM) NA NA VENTILATION FAN MODEL # (REM) NA NA VENTILATION FLOW REQUIRED (REM) NA NA VENTILATION EQUIP. RATED CFM (REM) NA NA VENTILATION # OF FANS (REM) NA NA VENTILATION TIME - HRS/DAY SPECIFIED (REM) NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR (PRIF) FRESH AIR VENTILATION FAN WATTS (REM) NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPECS (PRIF) INTERIOR % OF CFUS (PRIF) DISHWASHER (PRIF) REFRIGERATOR (PRIF) FOUNDATION TYPE (PRIF) SLAB TYPE (PRIF) SLAB AREA (PRIF) SLAB DEPTH (PRIF) SLAB FULL PERIMETER (PRIF) SLAB GRADE (PRIF) FLOW RING (PRIF) HEATING (REM) NA NA COOLING (REM) NA NA AIR -SOURCE HP (REM) NA NA WATER HEATING (REM) NA NA I BUILDER REQUESTED BLOWER DOOR ONLY TO EXPEDITE YEAR END CLOSINGS, 105/29/2018 1 M- FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 3806 Saltmarsh Lp Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 3806 Saltmarsh Lp (Lot 17) Jurisdiction: Cond. Floor Area: 0 Cond. Volume: 14974 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): 905 Sinnla nr Multi Pnint Tett f)ata ELA: 50 EgLA: 118 ACH: 3.63 SLA: ACH(50) ' : 3.63 For prescriptive projects, tested leakage must be <=7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. L"'Jj.j- Signature: Printed Name: N/A Date: 05/29/2018 Digitally signed by Dave Revelle Date: 2018.05.29 11:49:18 EDT CN=Dave Revelle, O=TopBuild Home Services, OU, EMAILADDRESS=dave.revelle @topbuild.com, C=US Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 10/25/2017 375017 HOUSE PRESSURE FLOW: 1 50 Pa 905 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm ELA: 50 EgLA: 118 ACH: 3.63 SLA: ACH(50) ' : 3.63 For prescriptive projects, tested leakage must be <=7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. L"'Jj.j- Signature: Printed Name: N/A Date: 05/29/2018 Digitally signed by Dave Revelle Date: 2018.05.29 11:49:18 EDT CN=Dave Revelle, O=TopBuild Home Services, OU, EMAILADDRESS=dave.revelle @topbuild.com, C=US Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 10/25/2017 375017 COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100005 BUILDING DATE: August 14, 2017aAPPLICATION #: 17-10000549 BUILDING PERMIT NUMBER: 17-10000549 UNIT ADDRESS: SALTMARSH LP 3806 17-20-31-502-0000-0170 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3806 SALTMARSH LP / LOT 17 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 ROADS 1.000 dwl unit 705.00COLLECTORSN/A Single Family Housing .00 1.000 dwl unit FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD 00 Single Family Housinq 54.00 SCHOOLS 1.000 dwl unit 54.00 CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00PARKSN/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: A nje,kad, SnX +t-4 SIGNATURE: aAn&jjA` 1 PLEASE PRINT NAME) ( DATE: I A. - 19A \ NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND V , ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** n DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT 2 -FINANCE 4 -LAND MANAGEMENT \ NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE J SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. YlA10 I V_D& CITY OF SANFORD AUG 10 2017 BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I Documented Construction Value: $ QT Job Address: - $6(p "W2 Historic District: Yes No R Parcel ID: 17-20-31-502-Q000- 61-1 U Wyndham Preserve Lot - Residential ® Commercial T of Work: NewType ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone Street: 1405 Old Alabama Road, Suite 200 City, State Zip: Roswell, GA 30076 407-708-0161 Resident of property? : Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 407-647-3700 Fag: 407-647-0700 zM State License No.: CGC1522347 Arch itect/Eng I neer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fag: City, St, Zip: Ambler, PA Bonding Company: NA E-mail: sives@mulhemkulp.com Mortgage Lender: NA Address: Address: 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 V _ FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 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, parols, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code Revised: June 30; 2015 Pemlit Application 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 at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local `ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. F 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. 9/ Signature of Owner/Agent Date Print Owner/Agent's Name 3 f- () 1 0 A2n ajo I J Signature of Notarytate of Florida gelShay Vmw NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 e'rsonally E 1Expires 612112021 Owner/Agent is Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name Signature of N ry-State of Florida Date S q Shayne Mangei o NOTARY PUBLIC a-STATEOFFLORIDA a Comm# GG 3111 1 ContractorAgen T gir /1 rsonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building WI Electrical [g Mechanical 0 Plumbing0 Gas[] Roof[] Construction Type: \IP> Occupancy Use: R3 Flood Zone: XX -6 er lT li D Total Sq Ft of Bldg: Z>> Min. Occupancy Load: L # of Stories: Z New Construction: Electric - # of Amps 150 Plumbing - # of Fixtures t'1 Fire Sprinkler Permit: Yes No a # of Heads Fire Alarm Permit: Yes No D APPROVALS: ZONING:q119 ILI UTILITIES: k I I COMMENTS: ENGINEERING: Y`, i C, q--1- E7 FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 34. 2 % 1(005 Gr1 egvcuJ_T. CTRL WASTE WATER: BUILDING: Sar t2 -2A -t-7 Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 10 `. Lo' ai z Job Address: -2r'96(p Historic District: Yes No Parcel ID: 17-20-31-502-0000- 61-7 p Wyndham Preserve Lot Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mange[ Title: Permit Coordinator Phone: 407-708-0161 Fag:.407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes.Flodda, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 M Street: 1064 Greenwood Blvd, Suite 124 Fag; 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/Engineer Information Name: _ Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA Bonding Company: NA E-mail: sives@mulhemkulp.com Mortgage Lender: Address: Address: NA 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 CO.MMENCEMENT. 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. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 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 at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local`brdinance. Should calculated charges figured off the executed contract exceed the actual construction value, creditwi11 be applied to your permit fees when the permit is issued. 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. 9/1 Signature of Owner/Agent Date LL -Ir - &Cs Print Owner/Agent's Name oS Signature of Notary State of FloridagelShay SSAY4 NOTARY PUBLIC ESTATE OF FLORIDA a Comm# GG113111 ysNce 1e" Expires 6/21/2021 Owner/Agent is - Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name Signature ofN y -State of Florida G Date 1AR A Shayne Mangei o NOTARY PUBLIC STATE OF FLORIDA wComm# Gq,13111s ycE ire 6/ 2021 Contractor,genEt' I vrsonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No Flood. Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application 0 1% Revision Response to Comments City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # ,i- Submittal Date ' l Project Address: k n Contact: Ph: b I CQ Fax: Email: C)'-.9KQE- Trades encompassed in revision: wilding Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: t E-r LASS -FD s Qn(--C-4 A ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building VCITY OF S ---------- ORD FIRE DEPARTMENT Building & Fire Prevention Division PLAN REVIEW COMMENTS LOT (--A— Application Number: 17-2436 Date: 10/23/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3806 Saltmarsh Loop Contact Email: Shayne.Man2e](&starli2hthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal – changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.cov. Provide two conies of affected plan sheets and/or supplemental information as requested Permit submittals will not be accepted without two copies. 2ND REVIEW COMMENTS: Original Comment 4. The 2nd floor framing plan, Sheet S3.1, doesn't include any truss id's for the mono trusses at the front of the house. Please revise accordingly. FBC 107 2ND REVIEW COMMENT The truss id's shown on the plans do not match the truss id's on the truss manufacturer layout – specifically for the front of the house 11' floor). The plans show trusses M2G and 03A. The layout from the truss manufacturer doesn't show these trusses. There is also no truss profile engineering pages for these 2 trusses. The truss layout on the plans must match the truss layout from the truss manufacturer. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival Respectfully, Steve Fiorey, CBO Residential Plans Examiner 1- Y OFi«, d SXNFOR zDEPAFIRE PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2436 Date: 10/23/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3806 Saltmarsh Loop Contact Email: Shine.Mangel(a,starlighthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.Qov. Provide two copies of affected plan sheets and/or supplemental information as requested Permit submittals will not be accepted without two copies. 2"n REVIEW COMMENTS: Original Comment 4. The 2"d floor framing plan, Sheet 53.1, doesn't include any truss id's for the mono trusses at the front of the house. Please revise accordingly. FBC 107 2ND REVIEW COMMENT The truss id's shown on the plans do not match the truss id's on the truss manufacturer layout — specifically for the front of the house Is` floor). The plans show trusses M2G and 03A. The layout from the truss manufacturer doesn't show these trusses. There is also no truss profile engineering pages for these 2 trusses. The truss layout on the plans must match the truss layout from the truss manufacturer. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner Revision Response to Comments p Permit # F+ — 9-'13 U La -r ! --+ City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.g o"v luos Submittal Date 1E) ( I -- Project Address: S,._ - ry— -S L(--,Q,p Contact: Ph: Fax: Trades encompassed in revision: wilding Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: 4)a..s s405 - n J n., - r e a 6-F ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building .,2 AW STARLIGHT ASHTON WOODS., HO PA E S September 22, 2017 Shayne Mangel STARLIGHT HOMES — ORLANDO 1064 Greenwood Blvd. Suite 124 Lake Mary, FL 32746 Subject: Brisson East/ Wyndham Preserver Permitting Comments Plans updated for the follow codes based on review comments on the Architectural plan set FBC 107 Reference: Addressed the following comments 1. Plans must be a site specific plan set 2. Index on cover page should be consistent to the pages present in lot specific plan set. 3. Remove Call out for 200AMP if it was present Shayne, Per your request we have addressed the Architectural reference items on the enclosed site specific plans sets. Please use the new site specific plan for your resubmittal. We have revised these comments and will include them on any future lot specifics plans. If you have any questions or would like any further clarification, please feel free to contact our office. Respectfully, Adam Weaver Vice President of Purchasing and Starlight Product Development Ashton Woods - Corporate Headquarters 1405 Old Alabama Road, Suite 200 1 Roswell, GA 30076 4. - fOF s-1NFO FIRE DEPARTMEN PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2436 Date: 10/04/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3806 Saltmarsh Loop Contact Email: Shayne.MangelAstarlighthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal - changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies of affected plan sheets and/or supplemental information as requested Permit submittals will not be accepted without two copies. COMMENTS: 1. The plans include different elevations. The plans are required to be site specific. Only the specific elevation and any corresponding details or floor plans should be depicted on the plans. In addition, the index on the cover sheet should be revised to only include the specific pages that exist in the plans. FBC 107 2. The Electric Page specifies a 200 amp service while the electric load calculations specify a 150 amp service. Please either revise the electrical page or the electric load calculations to show the correct service size. FBC 107 3. The A/C condenser is required to be shown on the plans in the approved location as shown on the plot plan. All applicable plan pages and any electrical details need to be revised, placing the condenser at the rear of the house. Building Plan Pages require revision, not the plot plan. FBC 107 The 2"d floor framing plan, Sheet S3.1, doesn't include any truss id's for the mono trusses at the front of the house. Please revise accordingly. Nile -,0.5361 ? p ti S I JvT- a-) 772- SS E,• FBC 107 Jo 7-A-5 5 , la4: i -A -.S 5. The spacing for trusses A5 on the building plans do not match the spacing shown on the truss layout from the truss manufacturer. Please revise either layout so both match. FBC 107 6. The Product Approval packages are required to be site/lot specific. There is product approval submitted for a sliding door, however no sliding door is being installed on the house. A swinging door is being installed at the rear of the house. Please provide product approval and corresponding installation instructions for the swinging door. FBC 107 Please Note: Two (2) copies of the Product Approval Specification Sheet is required for all permits. Only 1 copy has been submitted on all permits. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner I- City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangeiCc starlighthomes.com Property Address: 3806 Saltmarsh Loop Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0170 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: New structure Existing Structure (pre -2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) AW OFFICIAL USEO'NLY Flood Zone: X Base Flood Elevation: N/A Datum: NSA FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-2436 Reviewed by: Michael Cash, CFM Date: September 7, 2017 I n p Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & ti+fD 101I77_Landscaping in Right -of -Way www.sanfordf[.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone: 407.688.5140 Fax: 407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and 1 or any construction of a # driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the x1owwh2t'sbel0w. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig. 1. Project Location/Address: 2. Proposed Activity: 3. Schedule of Work: 4. Brief Description of Work Driveway e-1Nalkway Other: Start Date C E 1 Date El t L 1r Emergency Repairs S tCompletion This application is submitted by. Propertyown r. Signature: Print Name: E ,.... < C I`Y'...i< r . Address: t ('+l r''4t i S Pi` t.'Y flc .:_ 4 ._ ' . i`tK I P 4 t-Cr. _ " i . t.n Phone: Li ; j i l _Fax: Email:eC tc.+ e Y fV%-r Date: ` 4i tr:t.•It;,-t- f'1u>.i, ct;drtMaintenanceResponsibilities!Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requester's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, Its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I haved and rstand the above statement and by signing this application Iagree to its terms. Signature: ` Date: This permit shall be posted on the site during construction. Please call 407,688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: . Date: Date: Date: Date: Date: November 2015 ROW Use Driveway.pdf Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: = 3-1-7 I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of: Starlight Homes Florida, LLC Name of Company) to be my lawful attorney-in-fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): 9' The specific permit and application for work located at: 38(1l_0 at-j-r rlgYglr-7 --ac p rt Street A cess) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC1522 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The foregoing ' trument was acknowled ed before me this 8 da;Ppe rson, 2Vx, by ` e a lwho isown to me or o who has produced as identification and who did (did not) take an oath. LL, Q --Madac j Signature Notary Seal) Y lam_ I V1_ Shayne Mange! Print ort name NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Notary Public - State of WE Ag Expires 6121/2021 Commission No. My Commission. Expires: Rev. 08.12) APPLICATION FOR WATER AND/OR SEWER AVAILABILITY 300 N. Park Avenue, Sanford FL 32771 P.O. Box 1788 Sanford FL 32772-1788 407-688-5090 Office 407-688-5091 IF' ax 1. APPLICANT NAME: Starlight Homes f lorida, LLC Starlight Homes Florida, LLC Applicant) (Owner) ADDRESS: 1405 Old Alabama Rd, St 200, Roswell, GA 30076 TELEPHONE: 407-647-3700 2. PROPERTY STREET ADDRESS: Sn(o Sanford, FL 32771 Parcel ID #: 17-20-31-502-0040- pt -7 p Wyndham Preserve Lot 1`7 Has the site plan been approved by the Planning Board? If yes, when? 3. PROPOSED DEVELOPMENT What is the property to be used for? SFR Type of Use) If commercial use, please give information on water and sewer flow requirements: FLOW/G.P.D.) 4. CERTIFICATION I certi that to the best of my knowledge that all information supplied with thplication is true. Print Name) (Signature) FOR CITY USE ONLY: FEE SUMMARY Water Water Impact Fees Meter Sewer Tap $ RC Meter $ Sewer Impact Fees Meter Tap Street Cut $ Meter Tap $ Other Road Bore Road Bore $ Water Line Depth Ft RC Line Depth Ft Sewer Line Depth Ft ADDITIONAL INFORMATION: PROPERTY STATUS: NEW STRUCTURE ( ) EXISTING STRUCTURE( ) STRUCTURE DEMOLISHED( ) APPROVED BY: UTILITIES ENGINEER OR OPERATIONS COORDINATOR) (DATE) 8/26/2008 REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: g i4' t)T- l -- Project Name: V-Qqy-,'-AProject Address: L4 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Eric Korsten Robert Willets Print Name of OWAw4enant C55Z Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Print N m f Gen. Contractor Signature of Gen. Contractor CGC1522347 Gen. Contractor License # CALLED INTO: Progress Energy Rev. 02/10/15) xzA EGsky-Evzo Print Name of El. Contractor Signature of El. Contractor FC 0,1d3 `ALS El. Contractor License # Florida Power and Light on _/ THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Marv. FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number: 111111111111111111111111111 [fill fill 1111 GRANT t1ALOYr SEMINOLE COUNTY CLERK. OF CIRCUIT COURT h COMPTROLLERBK8969F's 841 (1p9s) CLERK'S T 201708171904 RECORDED WIG' 11:11:1Fi X111 RECORDING FEES 1.10.00 RECORDED BY hdevore Parcel ID Number. 17-20-31-502-0000- p11 p 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) Wyndham Pre§erve PB 81 Pas 93-102 Lot I -i Address: 3$6rp yt'rw,r,i,s. L—dp o,info d (-=l_ =9I GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (if other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 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: NA Address: In addition to himself, Owner Designates NA 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 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 COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalties of perjury, I declare that I have read the foregoing and that the facts stated in it are true to the best of m dge and belief. Owners Signature Owners Printed Name Florida Sta"e 713.13(1)(g): `The owner must sign the notice of commencement and no one else may be permitted to sign in his or her stead.' State of County of The foregoing instrument was acknowledged before me this day of 20 Who is personally known to m8- Name of person making statement OR who has produced Identification type of identification produced: Shayne Mangei zaRNOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 ci Flb Expires 61211202/ Notary Signature REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit l; BUILDING PERMIT Min MaxMinMaxInspectionDescrition 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence REVISED: June 2014 Address: 3 blc( ' c IPLUiMtBING FRIVII> y > k; ruw.. .La...aF, un&h. Ja%x1#r ,P ..uw'a m. Irk Yii <3_.m. Min Max Inspection Description Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final IPLUiMtBING FRIVII> y > k; ruw.. .La...aF, un&h. Ja%x1#r ,P ..uw'a m. Irk Yii <3_.m. Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final a1VIEGIIA'NICAL PERMI'T Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final TCcgpV RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 17 - 1605 TR1 Builder Name: Starlight HomesStreet: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: LSANFORD Owner: Jurisdiction: (;QipDesignLocation: FL, Sanford County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2222.5 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1026.60 ft2 3. Number of units, if multiple family 1 b. Concrete Block - Int Insul, Exterior R=4.1 842.79 ftz c. Frame - Wood, Adjacent R=13.0 353.13 ft2 4. Number of Bedrooms 3 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (987.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 987.00 ft2 6. Conditioned floor area above grade (ft2) 1605 b. N/A R= ft2 Conditioned Floor area below grade (ft2) 0 c' A RR11. Ducts ft= 7. Windows(132.3 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 321 a. U -Factor: Dbl, U=0.34 132.27 ft2 SHGC: SHGC=0.26 b. U -Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 30.0 SEER:14.00 c. U -Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: N/A ft2 a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.260 14. Hot water systems 8. FloorTypesypes (987.0 sqft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 652.00 ft2 b. Conservation features EF: 0.950 b. Floor over Garage R=19.0 335.00 ft2 None c. N/A R= ft' 15. Credits None Glass/Floor Area: 0.082 Total Proposed Modified Loads: 51.09 PASSTotalBaselineLoads: 52.53 r 1 hereby certify that the plans and specifications covered by Review of the plans and CHE 574.2, this calculation are in compliance with the Florida Energy specifications covered by this 0 a O Code. calculation indicates compliance with the FloridanerEnergy Code. E PREPARED BY: Before construction is completed F DATE: ( f this building will be inspected for compliance with Section 553.908 hereby certify that this building, as designed, is in compliance the Florida Energy. Florida Statutes. A Cppwithode. WE OWNER/ BUILDING OFFICIAL: DATE: l DATE: - -r Compliance requires certification by the air handier unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house. 6/21/2017 2:56 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Lot 17 - 1605 TR Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 1605 Lot # 17 Owner: Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp 1/ Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Sanford FL ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blocks 1605 13782.9 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 652 6063.6 Yes 4 0 1 Yes Yes Yes 2 Floor 2 953 7719.3 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 89.5 ft 0 652 ft2 0 0 1 2 Floor over Garage Floor ---- -_- 335 ft2 19 0 0 1 ROOF V Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1104 ft2 0 ft2 Medium 0.6 N 0.5 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 987 ft2 N N 6/21/2017 2:56 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 6/21/2017 2:56 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 CEILING Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 987 ft2 0.1 Wood WALLS Adjacent SpaceI0 )Ala[[ Typea Cavity Width Height Sheathing Framing Solar Below 1 N Exterior Frame - Wood Floor 2 13 35 6 8 1 287.0 ft2 0 0.25 0.6 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 18 9 9 5 176.6 ft2 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft2 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 7 3 9 5 68.3 ft2 0 0 0.6 0 5 S Exterior Frame - Wood Floor 2 13 35 6 8 1 287.0 ft2 0 0.25 0.6 0 6 S Exterior Concrete Block - Int Insul Floor 1 4.1 35 6 9 5 334.3 ft2 0 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft2 0 0.25 0.6 0 8 W Exterior Concrete Block - int Insul Floor 1 4.1 28 0 9 5 263.7 ft2 0 0 0.6 0 9 E Garage Frame - Wood Floor 1 13 37 6 9 5 353.1 ft2 0 0.25 0.01 0 DOORS Ornt Door Type Space Storms U -Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None .39 3 6 10 20.5 ft2 2 Wood Floor 1 None .39 2 10 6 10 19.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Ornt ID Frame Panes NFRC U -Factor SHGC Area Depth Separation Int Shade Screening 1 e 3 None Low -E Double Yes 0.34 0.26 45.0 ft2 1 ft 0 in 1 ft 0 in None None 2 w 7 None Low -E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 ft 0 in None None 3 w 8 Vinyl Low -E Double Yes 0.34 0.26 19.3 ft2 1 ft 0 in 11 ft O. in None None 4 w 8 None Low -E Double Yes 0.34 0.26 8.0 ft2 1 ft 0 in 11 ft 0 in None None 5 W 8 None Low -E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 11 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 406 ft2 384 ft2 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000382 1608 88.28 166.02 3433 7 6/21/2017 2:56 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 6/21/2017 2:56 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 cfm 0.7 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model Area Volume FEF None None ft2 DUCTS Supply — Return -- Air CFM 25 CFM25 HVAC # V # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 321 ftz Floor 2 80.25 It Prop. Leak Free Floor 2 cfm 48.1 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: N Ceiling Fans: Coolin [ jj Jan [[ j Feb [[ Mar E A r [ Ma [Xj Jun [Xj Jul Au Xj Se Oct Nov j j Dec Heating lVentin [ J Jan IX Feb [X Mar Jan [[ j Feb [[X Mar Xj j Apr [ A r (j MaY [ ]Jun [ ] Jul Auj Ma [ ]Jun [ J Jul Augrj SePjSe X] Oct (X] Nov Oct [Xj Nov jX) Dec Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 80 80 80 80PM808080807878787878787878 Heating (WD) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating (WEH) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 38 0 0 1 - Electric Heat Pump, 1 - Central Unit 6/21/2017 2:56 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the EnergyPerformance Index, the more efficient the home. Sanford, FL, 32773 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1026.60 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 842.79 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 353.13 ft' 4. Number of Bedrooms 3 d. N/A R= ft' 10. Ceiling Types Insulation Area5. Is this a worst case. No a. Under Attic (Vented) R=30.0 987.00 ft' 6. Conditioned floor area (ft') 1605 b. N/A R= ft' 7. Windows- Description Area c. N/A R= ft' a. U-FactSHGC: SHGC=0.26 Dbl, U=0.34 132.27 ft 11. Ducts R ft' a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 321SHGC: b. U -Factor: N/A ft' SHGC: 12. Cooling systems kBtu/hr Efficiency c. U -Factor: N/A ft' a. Central Unit 30.0 SEER:14.00 SHGC: d. U -Factor. NIA ft' SHGC: 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 30.0 HSPF:8.20AreaWeightedAverageOverhangDepth: 1.000 ft. Area Weighted Average SHGC: 0.260 8. Floor Types Insulation Area 14. Hot water systems a. Electric Cap: 50 gallonsa. Slab -On -Grade Edge Insulation R=0.0 652.00 ft EF: 0.95b. Floor over Garage R=19.0 335.00 ft' c. N/A R= ft' b. Conservation features None 15. Credits None I certify that this home has complied with the Florida Energy Efficiency Code for Building ,OHE ST Construction through the above energy saving features which will be installed (or exceeded) tio= APip in this home before final inspection. Otherwise, a new EPL Display Card will be completed e3', 'c' = '" y .„ rbasedoninstalledCodecompliantfeatures. o Date:Builder Signature: Address of New Home: So._ kl;mph City/FL Zip: yfj c Fye OD WF^ Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/21/2017 2:56 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 17 - 1605 TR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawispace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/21/2017 2:56 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 17 - 1605 TR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1605 sq.ft. Cond. Volume: 13783 cu ft. Envelope Leakage Test Results Leakage Characteristics Regression Data.- ata: C: C:n: R: CFM(50): Single or Multi Point Test Data HOUSE PRESSURE I FLOW: I ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 0 FT14E BrArF f COD WE' J - 6/21/2017 2:56 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 17 - 1605 TR Street: City, State, Zip: Sanford , FL , 32773 Design Location: FL, Sanford Builder Name: Starlight Homes Permit Office: Seminole County Permit Number: Jurisdiction: Duct Test Time: Post Construction Duct Leakaae Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System byLeakage Divide Total Conditioned Floor Area) Qn:Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by v'tKE STAT testing to Section 803 of the RESNET ti©, Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. oc COD W't BUILDING OFFICIAL: DATE: 6/21/2017 2:56 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Project Summar Job: Starlight - Wyndham wrightsofts Entire House Date: 6/16/2017 By: Energy Air, Inc Plan: 1605 S Endeavour 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyaircom Web: wwd.energyair.com 26 For: Lot 17 - 1605 TR, Starlight Homes Sanford, FL 32773 Notes: Design Information` Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 F Inside db 70 F Design TD 26 F Heating Summary L Structure 14446 Btuh Ducts 1863 Btuh Central vent (38 cfm) 1082 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 17391 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft2) 1653 1653 Volume (ft') 14246 14246 Air changes/hour 0.50 0.26 Equiv. AVF (cfm) 119 62 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO300000A AHRI ref 7835429 Efficiency 8.2 HSPF Heating input Heating output 28600 Btuh @ 47'F Temperature rise 29 'F Actual air flow 899 cfm Air flow factor 0.055 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup: Input = 5 kW, Output = 16034 Btuh, 100 AFUE Outsidedb 93 F Inside db 75 F Design TD 18 F Daily range L Structure Relative humidity 50 Moisture difference 44 gr/Ib Sensible Cooling Equipment Load Sizing Structure 16491 Btuh Ducts 2199 Btuh Central vent (38 cfm) 738 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 19428 Btuh Latent Cooling Equipment Load Sizing Structure 2828 Btuh Ducts 386 Btuh Central vent (38 cfm) 1133 Btuh Equipment latent load 4347 Btuh Equipment total load 23775 Btuh Req. total capacity at 0.70 SHR 2.3 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO300000A Coil FB4CNP030L AHRI ref 7835429 Efficiency 11.7 EER, 14 SEER Sensible cooling 20020 Btuh Latent cooling 8580 Btuh Total cooling 28600 Btuh Actual air flow 899 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.82 Capacity balance point = 32 °F Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. WCI htsoft" 2017 -Jun -2114:51:52 A 9 Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCP.... Specific\Wyndham Preserve\Lot 17 - 1605 TR.rup Calc = MJ8 Front Door faces: E Manual S Compliance Report Job: Starlight -Wyndham wrightsoft" Date: 6/16/2017 Entire House By: Energy Air, Inc Plan: 1605 S Endeavour 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: wom.energyair.com Projectt6f6rmation For: Lot 17 - 1605 TR, Starlight Homes Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6°F Outdoor design WB: 75.9'F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 19428 Btuh Latent gain: 4347 Btuh Total gain: 23775 Btuh Estimated airflow: 899 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Actual airflow: 899 cfm Sensible capacity: 20104 Btuh Latent capacity: 6015 Btuh Total capacity: 26119 Btuh Design Conditions Outdoor design DB: 44.2'F Indoor design DB: 70.0°F Model: CH14NB0300000A+FB4CNP030L 103% of load 138% of load 110% of load SHR: 77% Heat loss: 17391 Btuh Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 28600 Btuh 164% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 899 cfm Output capacity: 4.7 kW 92% of load Temp. rise: 50 'F Meets are all requirements ofACCA Manual S. Entering coil DB: 75.8°F Entering coil WB: 63.2°F Entering coil DB: 68.9'F Capacity balance: 32 °F Economic balance: -99 °F 2017 -Jun -21 14:51:52 1 + wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACC ... Specific\Wyndham Preserve\Lot 17 - 1605 TR.rup Calc = MJ8 Front Door faces: E Duct System Summary Job: Starlight -Wyndham wrightsoft° Date: 6/16/2017 Entire House By: Energy Air, Inc Plan: 1605 S Endeavour 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: www.energyair.com For: Lot 17 - 1605 TR, Starlight Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.155 in/100ft 899 cfm Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.155 in/100ft 899 cfm 181 ft 40 Name Design Btuh) HtgClg cfm) cfm) Design FR Diam in) H x W in) Duct Mat[ Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Laun c 822 18 40 0.255 4.0 0x0 VIFx 9.8 100.0 Peak AVF ba2 C 102 4 5 0.204 4.0 Ox 0 VIFx 17.4 120.0 st1 bre c 1685 65 81 0.210 6.0 Ox 0 VIFx 13.3 120.0 st1 br3 c 1716 68 83 0.185 6.0 Ox 0 VIFx 26.8 125.0 st1 foyer h 2596 143 57 0.155 7.0 Ox 0 VIFx 31.0 150.0 st4 hall c 858 26 41 0.188 5,0 OX 0 VIFx 23.7 125.0 st1 kit -fam h 3529 195 186 0.161 8.0 Ox 0 VIFx 28.8 145.0 st5 kit -fam-A h 3529 195 186 0.168 8.0 Ox 0 VIFx 21.6 145.0 st5 m be h 263 15 13 0.260 4.0 0x0 VIFx 7.8 100.0 m br c 2691 89 129 0.260 7.0 0x 0 VIFx 7.6 100.0 pdr h 208 11 6 0.158 4.0 Ox 0 VIFx 27.8 150.0 st4 wic h 761 42 30 0.272 4.0 Ox 0 VIFx 8.1 95.0 Wc2 h 161 9 7 0.201 4.0 Ox 0 VIFx 19.3 120.0 st1 wic3 c 745 19 36 0.192 4.0 Ox 0 VIFx 26.1 120.0 st1 Bold/italic values have been manually overridden 2017 -Jun -21 14:51:52 1 wrightsoft° Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCP.... Specific\Wyndham Preserve\Lot 17 - 1605 TR.rup Calc = MJ8 Front Door faces: E Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk SO Peak AVF 192 252 0.185 571 9.0 0 x 0 VinlFlx st5 Peak AVF 389 372 0.161 495 12.0 0 x 0 VinlFlx st3 st4 Peak AVF 155 63 0.155 443 8.0 0 x 0 VinlFlx st2 st2 Peak AVF 155 63 0.155 443 8.0 0 x 0 VinlFlx st3 Peak AVF 389 372 0.161 495 12.0 0 x 0 VinlFlx Bold/italic values have been manually overridden 2017 -Jun -21 14:51:52 1 wrightsoft° Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCP.... Specific\Wyndham Preserve\Lot 17 - 1605 TR.rup Calc = MJ8 Front Door faces: E Return Branch Detail Table 2017 -Jun -21 14:51:52 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 RCCA ... Specific\Wyndham Preserve\Lot 17 - 1605 TR.rup Calc = MJ8 Front Door faces: E Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FR fpm) in) in) Opening (in) Matl Trunk rb3 Ox 0 811 777 0 0 0 0 Ox 0 VIFx rsb3 Ox 0 88 122 0 0 0 0 Ox 0 VIFx 2017 -Jun -21 14:51:52 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 RCCA ... Specific\Wyndham Preserve\Lot 17 - 1605 TR.rup Calc = MJ8 Front Door faces: E Level 1 Job M Starlight - Wyndham Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 1 Lot 17 - 1605 TR 5401 Energy Air, Ct Right -Suite® Universal 2017 17.0.08 RSU17013 Sanford, FL 32773 Phone: 4078 Orlando, -2017-Jun-21 14:51:58 8866-37-37 29 ...am Preserve\Lot 17 - 1605 TR.rup www.energyair.com GRenner@energyair.com 10 x 10 qit -faro 195 cfm 10 x 10 195 cfm 8 8F1J. Sup Riser 12" 12 xfm t7r 143 cfm 4'VTw 4'VTw F Sup Riser 8' 8' 7' r 4 8 x 4 11 cfm Ct garage foyer Job M Starlight - Wyndham Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 1 Lot 17 - 1605 TR 5401 Energy Air, Ct Right -Suite® Universal 2017 17.0.08 RSU17013 Sanford, FL 32773 Phone: 4078 Orlando, -2017-Jun-21 14:51:58 8866-37-37 29 ...am Preserve\Lot 17 - 1605 TR.rup www.energyair.com GRenner@energyair.com G CA VTR 38 CFM Sup Rise 8" 8x4 9 cfr level 2 AHU ON METAL STAND 2.5 TON 240V /5KW HP Job #: Starlight - Wyndham Performed for: Lot 17 - 1605 TR Sanford. FL 32773 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyaircom Scale: 1/8" = 1'0" Page 2 RightSuite® Universal 2017 17.0.08 RSU17013 2017 -Jun -21 14:51:58 am Preserve\Lot 17 - 1605 TR.rup RECORD COPY Lad PJ SAW, ORD 17-2436 Mole 1 S f ~ k ijll. 0" 1 w1 -o Z_ N J I m liiU0 Z y N Fo WYNDHAM PRESERVE LOT 17 S) -Survey PLOT PLAN W rn t P -Plat FFE -Finish Floor. Elevation U O DIMENSION NOTE:• O; W N a) rn Proposed building dimensions RC® -Reclaimed Water Meter 3 „. a shown hereon are of the exterior. V) QzI m o V) SW -Sidewalk z t Buflding Setbacks AA "dDHAM PRESERVE o o N . 0) Setbacks: Per construction plans for LOT 17 f --Guy Anchor o o tWYNDHAMPRESERVE", City of Sanford, Proposed) 400 Seminole County, Florida, SF -Square Feet hNHo -Electric Handhole o Z Front = 25' I 3P I7- 2 rl3 P P.K.-Porker Kolon Nail Rear = 20' SIR -Set 1/2" Iron Rod LB7768 ur "- Side = 5' Z0N11IN bt1T . 19 ! o j r N FIP-Found 1/2" Iron Pipe LB7768 a -Blow -off Valve FPKD-Found P.K. Nail & Disk L87768 ----Drainage Flow Direction 0 -Proposed Design Grade mom^ Ok to construct sin le f '1 h 0" 1 w1 -o Z_ N J I m liiU0 Z y N Fo POINT OF COMMENCEMENT NORTHWEST CORNER OF THE NORTHEAST L1/4 OF SECTION 17-20-31 CCR #55989 1 i~aAAw c,EZr~i Q 4 CO A/C PAD-_. 8.0'' LOT 17 c 10.0AREA = o PATI 4,800 S.F. ± 10.0 g amI y ome with setbacks and impervious area shown on plan. 3q. 2.'/o i,rnp 1606 LOT 16 120.00' S89*40'51 V I 25.31 I1 1. PROPOSED 2 STORY RESIDENCE 3806 SALTMARSH LOOP 1605 ENDEAVOUR ELEVATION - T GARAGE - RIGHT FFE= 31.2 ? 56 0'_ 11 .0' B -Backflow Preventer Sight Distance Easement S) -Survey I• h t P -Plat FFE -Finish Floor. Elevation I NU O; W N o RC® -Reclaimed Water Meter k V) QzI o SW -Sidewalk z hm 0 -Utility Pole 0. o N89 40'51 "E Light Pole P.U.E.-Public Utility Easement f --Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities 0 400 NCS -No Comer Set (Falls in Water) 140N SF -Square Feet hNHo -Electric Handhole D.U.E.-Droinage/Utility Easement I I XVD4-Irrigation Control Valve POINT OF COMMENCEMENT NORTHWEST CORNER OF THE NORTHEAST L1/4 OF SECTION 17-20-31 CCR #55989 1 i~aAAw c,EZr~i Q 4 CO A/C PAD-_. 8.0'' LOT 17 c 10.0AREA = o PATI 4,800 S.F. ± 10.0 g amI y ome with setbacks and impervious area shown on plan. 3q. 2.'/o i,rnp 1606 LOT 16 120.00' S89*40'51 V I 25.31 I1 1. PROPOSED 2 STORY RESIDENCE 3806 SALTMARSH LOOP 1605 ENDEAVOUR ELEVATION - T GARAGE - RIGHT FFE= 31.2 ? 56 0'_ 11 .0' O CONC WALK I N89'40'51 T' 120.00' I POINT OF LOT 18 I--1 BEGINNING a I FI dw I w LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of 491.08 feet; thence N.89040'51"E., a distance of 25.00 feet to the POINT OF BEGINNING; thence N.89040'51"E., a distance of 120.00 feet; thence S.00019'09"E., a distance of 40.00 feet; thence S.89040'51"W., a distance of 120.00 feet; thence N.00019109"W., a distance of 40.00 feet: to the POINT OF BEG.INNINI' Containing 4,800 Square feet, more or less. LB -Licensed usiness LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk B -Backflow Preventer Sight Distance Easement S) -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point oa FP&L-Florida Power &Light P -Plat FFE -Finish Floor. Elevation D.B.-Deed Book NU O; Da -Water Valve P.B. -Plat Book ao I Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Cable Box o 25.3' SW -Sidewalk z FFE-Finished Floor Elevation 0 -Utility Pole CI -Curb Inlet O CONC WALK I N89'40'51 T' 120.00' I POINT OF LOT 18 I--1 BEGINNING a I FI dw I w LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of 491.08 feet; thence N.89040'51"E., a distance of 25.00 feet to the POINT OF BEGINNING; thence N.89040'51"E., a distance of 120.00 feet; thence S.00019'09"E., a distance of 40.00 feet; thence S.89040'51"W., a distance of 120.00 feet; thence N.00019109"W., a distance of 40.00 feet: to the POINT OF BEG.INNINI' Containing 4,800 Square feet, more or less. LB -Licensed usiness LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk B -Backflow Preventer Sight Distance Easement S) -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L-Florida Power &Light P -Plat FFE -Finish Floor. Elevation D.B.-Deed Book Water Meter O.R.-Official Records Book Da -Water Valve P.B. -Plat Book b'-Flre Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Cone. -Concrete Cable Box BP -Brick Paver m -Telephone Box. SW -Sidewalk E -Electric Box FFE-Finished Floor Elevation 0 -Utility Pole CI -Curb Inlet Guy Pole GTI -Grate Top Inlet Light Pole P.U.E.-Public Utility Easement f --Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Comer Set (Falls in Water) G-Sonitary Sewer Manhole SF -Square Feet hNHo -Electric Handhole D.U.E.-Droinage/Utility Easement COO -Clean Out FMGD -MAG NAIL & DISK XVD4-Irrigation Control Valve P.K.-Porker Kolon Nail p -Sign SIR -Set 1/2" Iron Rod LB7768 WX-Gote Water Valve SPKD -Set P.K. & Disk L87768 Gas Meter FIR -Found 1/2" Iron Rod LB7768 11 "-Existing Grade FIP-Found 1/2" Iron Pipe LB7768 a -Blow -off Valve FPKD-Found P.K. Nail & Disk L87768 ----Drainage Flow Direction FCM-Found 4"x4" Concrete 0 -Proposed Design Grade Monument PRM LB7778 0.2 As-Built/Existing GradeNote: Some items in above leaen may not be ann iaable Description I Date I Dwn.1Ck'd I P.C.IOrder No. I REVISED AC PAD 1 9/06/17 1 JE IJDL BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon ore in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE". City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) eenNeoeoeej w a o`'P 'tting QTLY) dimes D. Lfel+jf(d4il5urvey ,,, FLORIDA PROFEMONX StWEO'OT I MAPPER NO. LS.6915 NOT VAUD WM IOUT THE SIGNATURE AND THE ORIGINAL 11.0' to Uz 0 L EX 25.0' a 0 0 0Q 0 LL IoW LJ w ocarna_ Qiny 0 IN a r LOT AREA CALCULATIONS LOT = 4,800 SQ.FT. LIVING AREA= 1,605 SQ.FT. GARAGE = 406 SQ.FT. ENTRY = 24 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 48 SQ.FT. A/C PAD = 9 SQ.FT. IMPERVIOUS= 34.2 SOD = 3,156 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1000 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 200 SQ.FT. SOD = 126 SQ.FT. TOTAL AREA AREA = DRIVEWAY = 519 SQ.FT. SIDEWALK = 248 SQ.FT. SOD = 3,282 SQ.FT. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C -0765H. in Flood Zone "X" DESCRIPTION: PROPOSED LOT 17, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoinn't Surveying, Inc. Drawn: MTP Checked: JDL I P.C.: Data File:9eamEad-Pkd Date: 06/21/17 Dwg:BrissonEos W1117 I Order No.: r"°'" RECO "J COPY s-® PALMIER ELECTRIC Starlight Homes 1605 Endeavor, Wyndham Preserve LOAD CALCULATION August 9, 2017 I. HVAC LOADS (NEC 2011 - 220.82(C)(3) - (4)) ZONE COMPRESSOR SIZE CONNECTED LOAD 1 3.00 TON 5.40 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 13.07 KVA TOTAL LOAD FOR COMPRESOR @ 100% 5.40 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 10.39 KVA IL GENERAL LOADS 1NEC 2011 - 220.82(B)(1) - (4)) LIGHTING 1605 Sq Ft @ 3VA/Sq. Ft 4.82 KVA Qty KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 3.00 KVA l 1.5 LAUNDRY CIRCUIT 1.50 KVA 1 5 DRYER CIRCUIT 5.00 KVA 5 STACK WASHER/DRYER 1 4.5 WATER HEATER (1) 4.50 KVA 4.5 WATER HEATER (2) 1 1.2 DISHWASHER 1.20 KVA 1 0.8 DISPOSAL(1) 0.80 KVA 0.8 DISPOSAL(2) 7.2 RANGE/OVEN (1) DING 1 12 RANGE/OVEN (2) J 12.00 KVA 7.2 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIIR 1 2.5 MICROWAVE CIRCUIT 2.50 KVA 4.8 JACUZZI TUB CIRCUIT C1 AR 12 50AMP SAUNA/WHIRLPOOL 7.2 30AMP POOL CIRCUIT V 14.4 60AMP POOL CIRCUIT 19.2 80AMP POOL CIRCUIT CONNECTED LOAD (GENERAL LOADS) 35.32 KVA 1ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.13 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(B)) 20.13 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.13 KVA TOTAL DEMAND LOAD {NEC 2011 - 220.82(A)) 30.51 KVA MINIMUM SERVICE SIZE 127.13 AMPS RECOMMENDED SERVICE SIZE 150 AMPS Typical 150 Amp Electrical Diagram 150 Amp Main 120V / 240V RECORD COPY Typical 150 Amp Interior Panel 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL EC 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B. Ground Clamp Concrete Encased Electrode 0SANFORD 17-2430 I- K yep oducts manufactured in Alexandria ,Lena ,Louisiana F;1'L' , •z t :',° q' ° , . ..fir:,. = ' y fff e-,-. , . 1x. pcE.. x,-... - - ,-, ' , ICION POO 00 ,'. ', s.. ,.. , r,f: '" -•' L, rt.. ' a d # _ : i L 'µi'1 •i. i r. & TM'R'S''N'",R "Y e) .ta 4 ! ir; W c•LI Ir+w e.. r eE'` ;9 r , s S s ! It's the SIMPLE FRAMING SYSTEM®, featuring beams, joists and rim boards that work together as a system, so you spend less time cutting and fitting. In fact, the SIMPLE FRAMING SYSTEM® uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM® Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost no more. Environmentally Sound As an added bonus, floor and roof systems built with BCI® Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEM® So Simple? Q Floor and Roof Framing with BCI° Joists Light in weight, but heavy-duty, BCI® Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. f Product Profiles, BCI® Architectural Specifications ......... 3 i About Floor Performance, BCI® Residential Floor Span Tables, One Hour Floor/Ceiling Assembly ........................ 4 it 51 BCI® Floor Framing Details .......................... 5 - 6 n • BCI® Joist Hole Location & Sizing, Large Rectangular Holes ... 7 BCI® Cantilever Details, Web Stiffener Requirements ..... 8 - 9 c BCI® Floor Load Tables ........................... 10-12 o BCI® Roof Framing Details ........................ 13-14 cBCI® Roof Span Tables ........................... 15- 18 BCI® Roof Load Tables ........................... 19-23 BCI® Design Properties, BCI®Allowable Nail Spacing ....... 24 Boise Cascade Rimboard Products/Properties ............ 25 10 Ceilings Framed with BCI° Joists The consistent size of BCI® Joists helps keep gypsum board flat and free of unsightly nail pops and ugly shadows, while keeping finish work to a minimum. Q VERSA -LAM® Beams for Floor and Roof Framing These highly -stable beams are free of the large-scale defects that plague dimension beams. The result is quieter, flatter floors (no camber) and no shrinkage -related call-backs. q Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARD® OSB, BC RIM BOARD® and VERSA -RIM® (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floor/wall intersection. VERSA -LAM® Products, Specifications, Allowable Holes..... 26 VERSA -LAM® Details, Multiple Member Connectors ........ 27 VERSA -LAM® Floor Load Tables (100% Load Duration) ......... 28 VERSA -LAM® Snow Roof Load Tables (115% Load Duration) ..... 29 VERSA -LAM® Non -Snow Roof Load Tables (125% Load Duration). 30 VERSA -LAM® Closest Allowable Nail Spacing ............. 31 VERSA -LAM® Design Values ........................... 31 VERSA -LAM® 1.8 2750 Columns, VERSA -STUD® 1.7 2650 .. 32 Computer Software: BC FRAMER®, BC CALC® ............ 33 Framing Connectors: Simpson, USP ................ 34-35 Lifetime Guarantee ........................... Back Cover Ease CascaJe E:.1P - Es<tem SU :Ser Guide • M041201 w .. IM X111 SST v li y Ma YnnesD oesiH3me as'r. 1, Arcl s " i tectsy, may.... a 41n, a i n,eers; an. d. s n x Boise Cascade en Ir eered9y wood products to a 7.. prop a betters Y stem Amin floorsforfrg, and a E roofs. t It's the SIMPLE FRAMING SYSTEM®, featuring beams, joists and rim boards that work together as a system, so you spend less time cutting and fitting. In fact, the SIMPLE FRAMING SYSTEM® uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM® Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost no more. Environmentally Sound As an added bonus, floor and roof systems built with BCI® Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEM® So Simple? Q Floor and Roof Framing with BCI° Joists Light in weight, but heavy-duty, BCI® Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. f Product Profiles, BCI® Architectural Specifications ......... 3 i About Floor Performance, BCI® Residential Floor Span Tables, One Hour Floor/Ceiling Assembly ........................ 4 it 51 BCI® Floor Framing Details .......................... 5 - 6 n • BCI® Joist Hole Location & Sizing, Large Rectangular Holes ... 7 BCI® Cantilever Details, Web Stiffener Requirements ..... 8 - 9 c BCI® Floor Load Tables ........................... 10-12 o BCI® Roof Framing Details ........................ 13-14 cBCI® Roof Span Tables ........................... 15- 18 BCI® Roof Load Tables ........................... 19-23 BCI® Design Properties, BCI®Allowable Nail Spacing ....... 24 Boise Cascade Rimboard Products/Properties ............ 25 10 Ceilings Framed with BCI° Joists The consistent size of BCI® Joists helps keep gypsum board flat and free of unsightly nail pops and ugly shadows, while keeping finish work to a minimum. Q VERSA -LAM® Beams for Floor and Roof Framing These highly -stable beams are free of the large-scale defects that plague dimension beams. The result is quieter, flatter floors (no camber) and no shrinkage -related call-backs. q Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARD® OSB, BC RIM BOARD® and VERSA -RIM® (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floor/wall intersection. VERSA -LAM® Products, Specifications, Allowable Holes..... 26 VERSA -LAM® Details, Multiple Member Connectors ........ 27 VERSA -LAM® Floor Load Tables (100% Load Duration) ......... 28 VERSA -LAM® Snow Roof Load Tables (115% Load Duration) ..... 29 VERSA -LAM® Non -Snow Roof Load Tables (125% Load Duration). 30 VERSA -LAM® Closest Allowable Nail Spacing ............. 31 VERSA -LAM® Design Values ........................... 31 VERSA -LAM® 1.8 2750 Columns, VERSA -STUD® 1.7 2650 .. 32 Computer Software: BC FRAMER®, BC CALC® ............ 33 Framing Connectors: Simpson, USP ................ 34-35 Lifetime Guarantee ........................... Back Cover Ease CascaJe E:.1P - Es<tem SU :Ser Guide • M041201 BCI° Jo.istS VERSA -LAM° VERSA -LAM® VERSA -LAM® BCI® 4500s 1.8 BCI115000s 1.8 BCI06000s 1.8 BCI® 6500s 1.8 BCI® 60s 2.0 BCI® 90s 2.0 1.72650 1.82750 2.03100 9'/z' 9'Y2" 91/2" 11'8" 11'x" f !I I' 3'/Z' 9'/ „ , „ 11/ , „ 11/ % 14„ % 14„ 3'/2' i 3'/2' li to 14" 11 /8 14„ / 14" 16" 16" ' to 16" j to 7'%" 24„ 16" 16" 16" I i14" 1 Ti j I iL, I I /I --+i2--I I--- 25/16" 29/16" 25/16" 3'/i' 1'/z' 1'/." 3'/2' 3Y2' to 5%<" 1Y2' 1'/." Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/2', 5'/:' BCI® and VERSA -LAM® products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports IS Scope: This work includes the complete furnishing and installation of all BCI® Joists as shown on the drawings, herein specified and necessary to complete the work. Materials: BCI® Joists shall be manu- factured by Boise Cascade Engineered Wood Products with oriented strand board webs, VERSA -LAM® laminated veneer lumber flanges and waterproof, structural adhesives. Joist webs shall be graded Structural I Exposure 1 by an agency listed by a model code evaluation service. Strands on the face layers of the web panels shall be oriented vertically in the joist. The web panels shall be glued together to form a continuous web member. The web panels shall be machined to fit into a groove in the center of the wide face of the flange members so as to form a pressed glue joint at that junction. Boise Cascade EWP • Eastem Specifier Guide • 08!041/2C1 Design: The BCI® Joists shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allowable values and section properties developed in accordance with ASTM D5055 and listed in the governing code evaluation service's report. Drawing: Additional drawings showing layout and detail necessary for determining fit and placement in the building are (are not) to be provided by the supplier. Fabrication: The BCI® Joists and section properties shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: The BCI® Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCI® Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the BCI® Joists straight and plumb as required and to assure adequate lateral support for the individual BCI® Joists and the entire system until the sheathing material has been applied. Codes: The BCI® Joists shall be evalu- ated by a model code evaluation service. About Floor Performance Homeowner's expectations and opinions vary greatly due to the subjective nature of rating a new floor. Communication with the ultimate end user to determine their expectation is critical. Vibration is usually the cause of most complaints. Installing lateral bridging may help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the floor's performance. The most common methods used to increase the performance and reduce vibration of wood floor systems is to increase the joist depth, limit joist deflections, glue and screw a thicker, tongue -and -groove subfloor, install the joists vertically plumb with level -bearing supports, and install a direct -attached ceiling to the bottom flanges of the joists. The floor span tables listed below offer three very different performance options, based on performance requirements of the homeowner. Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/32' minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - 7/8' plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC® sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. 71 1 / 2 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® sizing software. Shaded values do not satisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) ICC ESR 1336 FIRE ASSEMBLY COMPONENTS 1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI® Joists at 24" o.c. or less. 3. Two layers %" Type X or two layers %" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. THREESTAR*** FOURSTAR**** CAUTION' MINIMUM STIFFNESS CAUTION' ALLOWED BY CODE Add carpet & pad to fire assembly: BCI® Live Load deflection limited. to L/480: The common industry and design community standard for residential floor joists, 33°% stiffer than 0360 code minimum., However, floor performance may still be an issue in certain applications, especially with 91/V and 1131W" deep joists without a direct -attached ceiling. Live Load deflection limited to L/960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a'floor with a premium performance level for the more discriminating homeowner. Live Load deflection limited to L/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads; however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. Joist Depth Joist Series 12" O.C. 16" o.c. 19.2" 24" 32" O.C. O.C. O.C. 12" 16" 19.2" I 24" ( 32" o.c. O.C. O.C. O.C. O.C. 12" O.C. 16" O.C. 19.2" O.C. 24" o.c. 32" O.C. 4500s1.8.41", 16'_11" 15'-6" I 14'=8° :13'-7" , i 11,11'-6" 11'-6" 1,10'_0" I 10'_0" _ I 9'77" 18',9" 16'_8" 15'-3" 13'-7" 11'_9" 5000s 1.8 17-0" I 16'-0" I 15-2' •14'_1" .' 12,4, 11'-0" I 11'-0" I 10'-0" I 10'-0" Y-11" 19'.4" 17'_9" 16-4" 14'_7" 12'_5" 6000s 1.8 18-2" I 16-8" 16-8" 14'-8' I 13-4" 11'x" I 11'-0" 10'-0" i 10'-0" I 10'-0" 20'-2" 18'_5' 1T_5' 15_9" 13'-8" 6500s1.8 18-8" I 17'-1" I 16'-1" (`15-0" 13'-0" 11'-0" 11'-0" I 10'-0" 10'-0" I 10'-0" 20'-0" 18'-11" 17'-10" 16-7" 14'-3" 4500s 1.8 20'-0"- 18'4" I 17'-3" j = 15'-5"- ` 13'4": 15-6" I 14'-3" ' 13'-5" 12'-6" 11-4" 21'-10" 18'-11" 1T-3" 15'-5" 13'-4" 5000s1.8 20'-9 19-0': I 17'-11" . 16'-7 13'x° 16-6' I 14'-9" I 13'-11" 12'-11" 11'-9" 23'4" 20'-4" 18'-6" 16-7" 13'-4" 11 %" 6000s 1.8 21'-7'. I 19'-8" I 18'-7' I 17'-4" 14'-10" 154" I 16-4" ( 14'-5" ' 13'-5" I 12'4' 23'_10" 21'-10" 20'-0" 11"-11" 14'-10" 6500s 1.8 22'72" 20'- 41 . 6 -10" 5' 1 14'-11" j 13'-10" 12'-7" 24'-6" 22'-5" 21'-1" 18'-10" 14'-10" 60s2.0 23'-7" 21'x" 20'-4" I ,"i 8'-i 1 16-4"- 18'4" I 16-9" I 15'-9" j 14-8" I 13'-3" 26'-1" 23'-10" 22'-0" 21'-0" 16-4" 90s2.0 26'-T I 24-3", 122-10" I'21'_3" 19'4_; 19'4" I 18'-10" 1T-8" 16'_5' I 14'-10" 29'-5" 1 26-10" 25_3" 23'x" 19'-4" 4500s1.8 22'-V. 20'_7" I 18,_9" 15-9"' 13'_11"' 1T-10" I 16'-3" I 95'4" 14'-3" I 13,-0" 23'-10" 20'_7, 18'_9" 16_9" 13'_11" 5000s 1.8 23'-7' I 21'-7" 20'-2", I ,:1870" . 13'-11" 18'-0" I 16-10" .15'-11", 14'-9", I 13-5" 25'-7" 22'-1" 20'-2" 18'-0" 13'-11" 14" 6000s 1.8 24-0' 22'-5" I 21'-2" 19'-6" ) 15'-5" 19'-2" ( 17'-0" I ,16=6" 16-4" 193'-11" 27'-1" 23-11" 21'-10" 19'-0" 15-5" 6500s 1.8 25-2' 23-4' 21`-8" I: 20'-2". 15'-5' 19'-8" 1T-11" I 16-11" 15'x" 14'_3" 2T-9" 25'-2" 22'_11" 20'-0" 15'-5" 60s2.0 26'_9", 24'-5" 23'-0" 'I '21-5" 16'-A 20'_11„ I 19'-0" 1T-11" 1 16_7 I 16_1„ 29'_7" 21"4" 25'-0" 21'-10" 16-4" 90s 2.0 30'-1" I 27'-5" 125-10" , 24'-0" { 19'-6" 23'-0" 121'-4" 20'-0" ( 98'-6"" I 16_9" 33'-3" 30'-4" 28'-7" 26-0" 19'-0" 4500s 1.8 25-2"` 22-0" 20'-1" 11"-11"'_ j 14'-1 19'-9" I 18'-0" 1T-0" :15'-10" ) 14,-1" 25-5" 22'-0" 20'-1" 1T-11" 14'4" 6000s 1.8 27'-0" I 24'79" I 23'-4" 'I, 20'-1,0" ) 15'_9" 21'-2" I 19'-4" I 18'-2" 16-11" 16-4" 29'-0" 25'-0" 23-4" 20'_10" 15'-9" 16" 6500s 1.8 27'-9" I 25=4"' I 23'-11 21-1" 15'-9", 21'-9" 19'-9" I 18'-0" ' 17-4'' I 16-8" 30'-8" 26-11" : 24-6" 21'-1" 15'-9" 60s2.0 29'-7"' 21" 25 1'-0" 6-4" 23'-2" 21-1" 19'-10" i 18'-5" 16'-4" 32'-8" 29'-10" 21"-4" 21'-10" I 16' 4" 90s 2.0 33-4' j 30'x" I 28,'-7" j1,,,,26-2" ._l 19-7' 1 264 1 23'-7" 1, 22'-2" 20'-0" •.' 18'-7,' 1 36'-10" 33'-7" 31'-8" 1 26-2" I 19'-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/32' minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - 7/8' plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC® sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. 71 1 / 2 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® sizing software. Shaded values do not satisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) ICC ESR 1336 FIRE ASSEMBLY COMPONENTS 1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI® Joists at 24" o.c. or less. 3. Two layers %" Type X or two layers %" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC=54 IIC=68 or Add 3'/2" glass fiber insulation to fire assembly: STC=55 IIC=46 or Add an additional layer of minimum %" sheathing STC=61 IIC=50 and 9'%" glass fiber insulation to fire assembly: Boise Cascade EV'vP • Eastem Spe::rier Guide • 08;0+"2015 NOTE 1 • 1 • . When installing Boise Cascade EWP The illustration below is showing several suggested BCI® blocking or 2x4 "squash" block on each products with treated wood, applications for the Boise Cascade EWP products. side required when supporting a load-bearing use only connectors/fasteners It is not intended to show an actual house under wall above. that are approved for use with construction. A the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI® JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (1x4 min.) 8' on center max. Fasten at each joist with 2-8d nails minimum. \ Dimension lumber is not suitable for use as a rim board in BCIQ9 floor systems. f 0 BCI® rim joist. - See page 6. 1 . BOISE CASCADE® Rii See pages 6 and 25. For load bearing cantilever details, see page BCI® Joists, VERSA -LAMS' and ALLJOISTo must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA -LAM", ALLJOISTO, and BCIO Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA-LAMO, ALLJOIST® and BCh' Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCI® JOISTS UNTIL ALL HANGERS, BCI® RIM JOISTS, RIM BOARDS, BCI® BLOCKING PANELS, X -BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x -bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCI® Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. Boise Cascade EWF •Eastern Specifier Guide ^ C8104/2, 5 VERSA -LAM® header or an BCI® header. 11h" knockout holes at approximately 12" o.c. are pre -punched. L5:= See page 7 for allowable hole sizes and location. VERSA -LAM® LVL beam. Endwall blocking as required per governing building code. BCI® Blocking is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substancewhich degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA -LAM®, ALLJOIST", and BCI' Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. PRODUCT HANDLING TO AND AT JOB SITES There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI® joists in the flat direction. VERSA -LAM® is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. Additional floor framing details available with BC FRAMER® software 1 1 1 BCI° BCI®Joist rim joist blocking. d6 ' Dimension lumber n` is not suitable for Nail Boise pSe ' use as rimboard Cascade with BCI° Joists. Rimboard to BCI® Joists with Dimension lumber is not Blocking may be required 8d nail into suitable for use as rim Perpendicular to wall, each flange. board with BCI* Joists. consult design professional Use of BCI° rimjoist requires 2x6 of record and/or local building official. wall for minimum -oist bearing. 1 ' 1 BOISE CASCADE® Top Flange or Face - Jb e 8d nail Rimboard Mount Joist Hanger a h side at ring Solid blockNote: BCI°floor all posts joist must be from above .,,. - designed to carry "^-- I 11h minimum bearing to bearing wall above when length (13/a" required for below, not stacked over 18" and deeper joists) wall below. To limit splittingflange, start nails at least 11h" Il" " Blockingrequired underneath braced wallVERSA -LAM® from end. Nailmay need to be driven at an - panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. BCI® Joist Slope Cut Reinforcement sne. rlatail halo rectnrac original Alnwahie 1 . For load bearing wall above stacked over wall below). Blocking maybe required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. Load bearing Double Squash Block Vertical Load blft shear/reaction value to cut end of BCI®joist. BCI® Joist shall not be used as a collar or rafter tension tie. 2 x 6 min. rafter. Rafter shall be supported by ridge beam or other upper bearingsuppmt 6 12 . " . t r Joist Spacing [in] Size 12 1 16 119.2 24 2x4 4463 3347 2789 2231 2x6 7013 5259 4383 3506 I wall above —— -- --- -- min max. stacked over 1. Squash blocks are to be in full contact _ BCI wall below) with upperfloorand lowerwall plate. Heel depth BCI®Joist Depth2. Capacities shown arefora double blocking. squash blocks at each joist, SPF or table2zblock. better. below) 2x blocking required at bearing (not shown for clarity). 1 Backer block Double BCI8 Joist 1 11/." min. plywood/OSB rated sheathingas reinforcement minimum 12" Connection Sheathing or Install reinforcement with face grain horizontal. Install on wide). Nail with rimboard both sides of thejoist, tight to bottom flange. Leave Joist 10-i0d nails. a Filler Block closure minimum /V gap between reinforcement and bottom of Hanger ' - (see chart below) ® top flange. Apply construction adhesive to contact BCI Joist surfaces and fasten with 3 rows of min. 10d box nails at blocking 6" o.c. Alternate nailing from each side and clinch. required for cantilever. Minimum Heel Depth Filler block. Nail Web Filler ' ^ End Roof Pitch with 10- 10d nails. Nailing 12" ' - Wall ; 6/12 7/12 8112 on -center Bearin 9112 10/12 12112 Backer block required where top flange Connection valid for all For load bearing cantilever, see pages 8 2 x 4 43/°" 45/ " 411 4'/." 4'/." 4'/." joist hanger load exceeds 250 lbs. applications. Contact Boise Cascade and 9. Uplift on backspan shall be Install tightto top flange. I EWP Engineering for specific conditions. 1 considered in all cantilever designs. 2 x 6 3'/e" 3'/,e" 25/,e" 2'/." 2s/,6" 21/." LATERAL SUPPORT BCI®Joists shall be laterally supported atthe ends with haners, rimboard, BCI® rim joist or blocking panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. MINIMUM BEARING LENGTH FOR BCIO JOISTS Minimum end bearing: 1%" for all BCI®Joists. 31h" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joist: Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI® 6500s/90s rim joist: Toe -nail top flange to rim Bdoist with 2-10d box nails, one each side of flange. e rim joist, rim board or BCI® blocking panel to support: MIn.8dnails@6"o.c.perlRC. Connection per design professional of record's specification for shear transfer. BCI 11oisttosupport: 2-8d nails, one on each side of the web,rlaced 11h inches minimum from the end of the BCI Joist to limit splitting. Sheathin$to BCI®joist: Prescriptive residential floor sheathingnailing requires 8d common nails @ 6" o.c. on edges and @ 12 ' o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 forfloor diaphragm nailing specified at closer sppacing than IRC. Maximumbracing spacinfor full lateralstability 18" for BCI® 4500s & 50005, 24" for larger BCI joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series BackerBiockThickness 41llerI316c1<4hickn6ss 4500s s/s" or 3/4" Two %" wood panels or 1.8 wood panels 2,x 50005 a/4" or N" Two Y4" wood panels or 1.8 wood panels 2 x 6000s VV ortwo 1h" 2 x +'hs" or 1.8 wood panels 1h" wood panel 6500s 11/s"or two% 2x_+%"or 1.8 wood panels 1/4" wood panel 60s2.0 11/8" or two 1h" 2x +'/16" or 2500 woad panels 1h" wood anel 90s2.0 2x_lumber Doub(e2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI® JOISTS FROM THE WEATHER BCI® Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI® RIM JOISTS AND BLOCKING 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Notapplicable Boise Cascade E'AP - Eastern Specifier Guide • O81'0412015 Vertical_Load Capacity i'(PIf) Depth in] r` Sedes" No W.S ru 91h . 4500s 1.8, 5000s 1.8, 2300 N/A6000s1.8 6500s 1.8 4500s 1.8, 5000s 1.8, 2150 N/A600061.8 6500s 1.8 60s 2.0, 90s 2.0 2500 N/A 4500s 1.8, 5000s 1.8, 2000 1 N/A 14• 6000s 1.8 6500s 1.8 60s 2.0, 90s 2.0 2400 N/A 4500s 1.8, 6000s 1.8, 1900 2500 16" 6500s 1.8 60s 2.0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Notapplicable Boise Cascade E'AP - Eastern Specifier Guide • O81'0412015 BCI® Joists are manufactured with 1'/i' round perforated knockouts in the web at approximately 12" on center Minimum spacing = 2x greatest dimension of largest hole (knockouts exempt) see table below) Maximum Hole Size Simple^) see table below) 01 2:'; 3 4 5 6 6%' 7 8. 8'/a Rectangular Hole Side 11%" 8" x 16" 8" x 13" 9" x 18" 10" x 17" 8" x 16" 16" No holes (except knockouts) allowed in bearing zones DO NOT cut or notch ` LT, flange Do cul in web area as specified ®, 0 Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use ; the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. 1'/T round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 11/2' knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALC® software to check other hole sizes or holes under other design conditions. It may be possible to exceed the limita- tions of this table by analyzing a specific application with the BC CALC® software. A 112" round hole may be If cut anywhere in the web. Do not cut holes Provide at least 3" of 11L larger than 11/2" clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes oreater than 1'/2' E Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist Multiple Span Joist See Max Hole Size on Q} hole Chart for Joist Depth h Joist Span— Minimum 2x diameter/ f width of largest hole W Simple Span Joist V-0' Min Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC® sizing software. Boise Cascade EWP • Eastem cpecifier Guide 04;2u' S Maximum Hole Size Simple^) Multiple ' 01 Round Hole Diameterjm] 2:'; 3 4 5 6 6%' 7 8. 8'/a Rectangular Hole Side 11%" 8" x 16" 8" x 13" 9" x 18" 10" x 17" 8" x 16" 16" 11 x 18" 12 x 16 j 10" x 14" n Any 8 1'-0" 1'-1" 1'-5" 2'-1" 2'-9" T-1" T-5" 9,% Span 12 1'-0" 1'-2" 2'-2" 3'-2" 4'-2" 4'-8" 5'-2" Joist 16 1'-0" 1'-7" 2'-11" 4'-3" 5'-7" 6'-3" 6'-11" Round Hole Diameter [in]2 3'45 6- 6'/z['7= 8. 8'/e 9 10 11-; 12 13 Rectangular Hole Side 2 : 3< 4 ;= 5 7; 8t in 1'-0" 1'-1" 1'-5" 1'-10" 2'-4" 2'-7" 2'-10" T-4" T-9AnySpan1'-0" L1 2 1'-4" 2'-1" 2'-10" 3'-7" T-11" 4'-3" 5'-0" 5'-8" 117/" Joist ft] 16 1'-0" 1'-10" 2'-10" T-9" 4'-9" 5'-3" 5'-9" 6'-9" T-7" 20 1'-1" 2'-3" T-6" 4'-9" 5'-11" 6-7" T-2" 8'-5" 9'-6" Round Hole Diameter '[in] 2 It3 4 5 6. 6'/2 7 8 8%e 9 10. 11 ; 12, . I 13 Rectangular Hole Side 2 3 3.. 5 6 1 9 in] a 1'-0" 1'-1" 1'-2" 1'-3" V-8" V-10" 2--l" 2'-6" 2'-10" 2'-11" 3'-4" 3'-8" 1'-0" 1'-1" 1'-3" 1'_10" 2'-6" 2'_10" 3' 1" 3' 9" 4'-3" 4'-4" 5-0" 5'_7" Any 12 Span14" pa 16 1'-0" 1'-1" 1'-8" 2'-6" T-4" T-9" 4'-2" 5'-0" 5'-8" 5'-10" 6'-8" T-5" Joist 20 1'-0" 1'-1" 2'-1" T-2" 4'-2" 4'-8" 5'-2" 6'4" T-2" T-3" 8'4" 9'-4" 24 1'-0" 1'-4" 2'-6" T-9 5'-0' F-8" 6'-3" T-6" 8'-7 8'-9" 10'-0" 11'-2" Round Hole Diameter - - -- inl' 2 1 3 4 5 6 6"/ 7 1 8 87/ 9 10 11 12 - 13 Rectangular Hole Side I 2 3 5 5 6 8 9 10. in] i 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3`' 1'-7" 1'-11" T-0" 2'-5" 2'-9" T-2" T -T' 12 V-0" 1'-1" V-2" 1'-2 V-3' 1'-6" V-10"! 2'-5" 2'-11 S-0" T-7 ' 4'-2" 4' 9 5'-4" Any____. ____. ___ ____ __:,. .. _. ____ -.,. __.. ts" Span16 1'-0" 1'-1" 1 2 1'-2' 1'-8' 2'-1" 2'-6" 3' 3" T-11 4'-0" 4-10"' 51-71, 6' 4 T-2" Joist[ 20 1'-0" 1'-1" V-2 1'-2' 2'-1' 2'-7" 3'-1" 4-1" '4'-11 5'-1" 6'-0" ! 7-0' 8' 0 8'-11" 24 1'-0" 1 -1" V-2" 1'-4" 2'-6" T-1" T-9" .4'-11" 5'-11 , 6'-1" i T-3" 8 5" j 9'-7" :10'-9" E Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist Multiple Span Joist See Max Hole Size on Q} hole Chart for Joist Depth h Joist Span— Minimum 2x diameter/ f width of largest hole W Simple Span Joist V-0' Min Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC® sizing software. Boise Cascade EWP • Eastem cpecifier Guide 04;2u' S a{ hole See Max Hole Size on ¢ hole h joist—+ i Chart for Joist Depth 1h.101st Span San I—Multiple Span Joist 12'-0' Min-- Multiple Span Joist 12'-0' Min Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. Maximum Hole Size Simple^) Multiple ' Joist Depth Span Span 91W 6" x 14" 6" x 12" 11%" 8" x 16" 8" x 13" 14" 9" x 18" 10" x 17" 8" x 16" 16" 11 x 18" 12 x 16 j 10" x 14" a{ hole See Max Hole Size on ¢ hole h joist—+ i Chart for Joist Depth 1h.101st Span San I—Multiple Span Joist 12'-0' Min-- Multiple Span Joist 12'-0' Min Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. o c in ES F- c o ° OCD Roof Total Load sf] 35 45 55 JooistSacinin 16 19.2 24 16 19.2 24 16 19.2 24 Web Stiffeners Plus Two Reinforcers X .... 24 0 0 0! 0 0 X 0 X X 26 0 0 0 1 0 0 X o X X 24 0 1 0 28 0 0 X! 0 X X X X X 30 0 0 X 1 0 X X X_ X X 03200X10XXXXX_ WS 0 34 0 0 X 1 0 X X X X X 0 1 0 WS! 0 0 ID 36 0 X X,1 XX X X X; X 0 0 0 WS'j 0 0 38 0 X X i X X X X X X 0 0 0 40 0 X X X X X X X X 36 0 0 42 0 X X I X X X j X X X 38 24 0 0 0 1 o 0 X 0 X X 26 0 0 —0-1-0 0 X 0 X I IX X 30001, 0 X X X X tX y300-0 10 X X X X X 0 0 32 0 0 X 0 X X X X X 0 o! 34 0 0 X i X X X X X X 30 0, 0 36 0 0 XiX X X X X X N' N 32 38 0 X' X! X X X X X X m 40 0 X' X 1 X X X X X ..X 0 0 0 WS 24 0 1 0 1 0' 0 0 0 0 1 X X 0 0 0 0 0' 1 26 0 0 0 1 0 0. X 0 X! X j 0 0 0 0 0 0' 28 0 '0 0 1 0 0 X X_ X! X O 30 0 0 0! 0 0 X X X X 24_ 0 32 0 0 0 0 X, X X X X 5=` 0 34 0 0 X I 0 X X X X X 0 36 0 0 X 0 X1X X XIX 1 0 1 0! WS WS 38 0 0 X i X X X X X X 0' 0 WS 0 WS 1 1 40 0 0 X X,,X X X, x WSJ WS 0 0 0 WS 0 0 1 WS; 0 24 0 0 0 0 0 0 0 1 0 X 0 0 N 26 0 0 0 0 0 0 X X o' 28 i0 0 0 0 1 0 0 0 0 X i, X v 30 0 0 0 0 0 X j 0 X X 32 0 0 0 0 0. X 0 X. X WS 34 0 0 0 0 X X X X X 0 0 0 _0 0; j 0 - 0 WS 0 0 WS 1 WS 36 0 0 X 0 X X X X,j X I 0 0, 0 WS 0 0 6-T-6- 38 0 0 X I 0 X- X X xrl x 0 WS 1 0 0 0 40 24 0 0 X_ 0 XiX 0 0 0 !' 0 0 X X. 1WS1 0 0' X X 34 36I oN 0 26 0 0 0. o 0 WS 0 0, x r' 28 0 0 0 00 0 XX 0 WS X m 30 0 0 0 0 0( i X 0 WS''.` X z y 32 0 0 WS`0 0! X 0 j X°1`X 1 WS 1! X 0 34 0 0 WS 0 0' X 0 X X o ul 36 0( 0 WS [ 0 WS X 0 X X 0 0 0 38 0 0 X 0 X 1 X X X! X 32 34 m 40 0 0 X 0 X X X X X 0 42 o f 0 X[ 0 X] X j X Xs kX 0. o.. 24 0! 0 0' 0 0 WS 0. 0:!' 1 2 26 0 1 0 0 0 0 WS 0 0 1 I 0 0! 0 0 0 j WS 28. 0 0 0 1 0 0 !WS o o X 0 0 0 0 i 0 0 30 0 0 WS! 0 0 1 0 0` X 0 0 6--j- 0 32 0 0 WS; 0 0 1 0 1_ X 30 34 0 0 WSj„ 0 WS, X °0 X; i x 0 0 WS m m 32 34 36 38 0 0 WS 0 WS 0 0 WS 0 WS X 0 X! X X X X X oN 40. 0 0 1 1 0 1 j X. X- X. X x. 24 0 j 0 1 0 1 o 0 0 0 I 0' JWS WS` 2 0! 0 WSj 1 26 0 0 0 0 0 0 0 1 0 1 WS m 28 0 0 0 0' 0 'WS 0 0 1 0 0 0 30 0 0 0 0 0 WS 0 0 j X 26 LL28 o. 32 0 0.. 0 0 0- 1 0 WS X 0 N o 34 0 0 WS ' 0 o- 1 0 1' X rn 36 0 0 WS 1 0 0! 1 0 X X WS 38 0 0 WS 0 0 X 0 X` X 0 I 0 0 Oil, 0! 0! 0 j 0 1 40 D 1 0 1 0 WS X X X, , X LdVI dv®.7w a oL. of y 2= m Roof Total Load sf 35 45 55 Joist Spacingjin 16 119.2124 16 19.2 24 16 119.2124 Web Stiffeners Plus Two Reinforcers X .... 24 0! 0 0 0 0 0 0 1 0 1 1 26 0 0 0" 0 0 0 0 1 0 it X 24 0 1 0 28 0 0 0co0 _0 0 0 0! X 30 0 0•. 0 0 1 0 0 X 0 32 0 0 0+ 0 0 1 0 0 X WS 34 0! 0 0 0 0 X I 0 1_ X 0 1 0 WS! 0 0 ID 36 0 0 0-, 0 0 X 0 1 X 0 0 0 WS'j 0 0 380! 0 0 0 0 X 0 1 X 0 0 0 40 0 o 1 0 0 X 0 X) X 36 0 0 24 0)-.0 0 0 1 0, 0. 0 0'1 1 38 26 0!_ 0 0- 0 0 0 j 0 0( 1 28 0 0 Q 0 0 WS 0 o( X X R , 30 0 :! 0 0-„ 0 0 1 0 0 X y 32 O i 0 0 0 0 1 0 1! X 0 m 34 0 0 0 0 0 X 0 1! X 0 0 36 38 0! 0 WS 0, 0 1 0 0 X 0 0 X 0 1 X 0 1 X 30 0, 0 40 0! 0 1 0 1 Xj 1 X N' N 32 24 0( 0 0 j 0 1 0 0 1 0 0 0 m 26 0 1 0 0 0 0 0 0 0 0 WS 28 0! 0 0 0 0 0 0 0 f 0 0 0 0 0 0' 1 30 0 1 0 0 0 0 0 0 0 0 j 0 0 0 0 0 0' 32 0! 0 0 0 0 0 0 O rn_ 34 2-10 0 1 0 0.. j 0 0 0 00 1 24_ 0__J 0 36 0 0 0 0 0 0 0 0 1 5=` 38 40 0 0 0. 0 : 0 OC 0 0 0 0 0 0 0 0 1 0 0 2 24 0` 0 0 0 1 0 1 0 1 0 1 0! WS WS 26 0 0 0 0 0 WS! 0 0 WS 0' 0 WS 0 WS 1 1 28 0 1 0 0 0 0 WS! 0 0 1 WSJ WS 0 0 0 WS 0 0 1 WS; 0 30 0 0 0 1 0 0 WAS T 0 WSJ X 0 0 N 32 0 0 0 0 0 :W:St 0WS X o' 34 ti 0-0 WS 0 0 1 0 WS v 36 0 0 WS 0 0 X i 0 WS! X 38 40 0 0 WS 0 0WS I 0 WS X! 0 WS X 0 X X WS X i X_ WS 42 0 0 WS 1 0 WS X WS X! x- 0 0 0 _0 0; j 0 - 0 WS 0 0 WS 1 WS 24 zs 0 0 0 0 j 0 0 i,_0 0 WS o o wsf 0 0 WS o o !Ws I 0 0, 0 WS 0 0 6-T-6- 28 0 0 0. 0 0 WS 0 WS 1 0 0 0 30 0 1 0 WS 0 0 WS 0 WS, 1 34 36I oN 0 32 0 0 WS 0 0 WS! 0 WS' 2 r' 34 0 0 WS, 0 WS' 1 0 1WS1 X 36 0 0 WS 0 WS 1 0 WS' X z 38 0 0 WS' 0 WS 1 1 1 WS 1! X WS W 40 0-T 0 WS 0 WS1 2! WS 1 X o o ow. o 01wsV-- 0 10 0`' 0 0 0 0 0 !WS 0 0 0 0' o MS, 0 0 W 0 0 0 0 0 0 0 0 WS 32 34 m d24 0 0 0 0+ 0 0 0 0 WS 1 0 0 WS 0 0 1WS 0 01 0 32 0 0 0 0 0 jWS. 0 WS 1 0. o.. 34 36 0 0 0! 0 r 0 WS 0 0 WS 0 0 WS 0 WS 1w_ 0 WS' 1 2 38 0 0 WS 0 0 1 0 1 2 I 0 0! 0 0 0 j WS 40 0 1 0 WS j O WS 1 0 1 1 2 0 0 0 0 i 0 0 24 0 0 0` } 0 0 0 0 0 lWS 0 0 6--j- 0 26 0 j 0 0 0 0 0 1 0 0 WS 30 28 rt_ 00100 0. 0 0 WSI, 0 0 WS m m 32 34 30 0 i 0 0 0 0 WS 0 0 1 oN 32 O j 0 0 0 0 WS 0 WS i 1 x. 34 0! 0 0., 0 0 WS, WS` 2 0! 0 WSj 1 36 0! 0 WS 0 0 WS 0 WS 2 WS 0WS 0 WS 38 40 0 0 WS 0; 0 WS 0 0 1 0 WS 0 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC® software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC® software. J KEY TO TABLE Roof Total Load [psf 35 45 55ociqHe Joists acin in Web Stiffeners Plus Two Reinforcers X .... Use Deeper Joists or Closer Spacing 16 19.2 24 16 19.2 24 16 19.21242 24 0 1 0 0 0! 0 0! 0 0 j WS 26 0! 0 1 0 1 0 1 0 0 1 0 0 WS 28 o 1 0 0 0, 0 0 1 o 0 WS q, 30 0 0 0! 0 1 0 WS! 0 0 1 N 32 0 j 0 0 0 0 WS'j 0 0 1 o 34 0 0 0 0 0 WS s 0 0 1 36 0 0 0 0 0 WS' 0 WS 2 38 9-4-0— 0 0 0 1- 0 WS X 40 0 1 0 WS 0 (, 0 1! 0 1 X 24 0.' 0 1 00 1 0 0 i -0 0 1 0 26 2-8-0-- 0 0 0 0 0 0! 0 0 0 0 0 1 0 0 O j 0 0 0 o,•u 30 0, 0 0 0 T 0 0 1 0 0 0 N' N 32 0 0 0 0 0 0 0 0 j 0 m 34 0 0 0' 0_ 0 0 WS 36 0 0 0 0 0 0 0 0' 1 ro0 j 0 0 0 0 0 0' 1 O j O( 0 i 0 0 1 0 O 1 24_ 0__J 0 0 I 0 TO ! 00 j 0 WS 26 28 0 0- 0 1 0 7 0 0 0 0! WS 0 T 0 1 0 0( WS' 0 0 WS WS 1WS 30_ 0 0 0-- 0 0 0 WS WS N 32 0 0 0 0' 0 WS 0 WS 1 1 v 00L--40 00 0 WSJ WS 0 0 0 WS 0 0 1 WS; 0 X 0 0 WS 0 int ` 0 WS i X 0 0h-- WS 0 WS 1 WS WS( X 0 0 WS, 0! WS X WS 1 X 0 0! 0 o j 0 0 1 0 0! WS 26 28 0 0 0 0 o 0 0 0 0 _0 0; j 0 - 0 WS 0 0 WS 1 WS 30 0 0 I 0 0, 0 WS 0 0 6-T-6- WS 0 32 0 0 0 WS 0 WS WS 00 34 36I 0 0( 0 jWS 0! 0 1 WS .0. J WS Wo0OIWo WS, i 1 11_ 38 0 0 jWS 0 1 0 IWS 0'WS! 2 40 0 oTws1 0 ws!WS00 jwsj z 240 zs 0( 0roofoo 0 0 0 0 0 0 0To 0 WS W ro 28 0! o o o ow. o 01wsV-- 0 30 0 0 0 0' o MS, 0 0 W WS 0 32 34 0 0 0! o 0 j 0 0' _0 WS 0 o j 0 W 0 WS! 1 1 36 38 00 00 WS WS 0 i0 WS 0 WS 0 1 0 WS 0 WS- 2 2—_ 40 0! 0 WS 0I0IWS,WS1 WS 2 24 0 0 j 0 I 0 0! 0 0 0 j WS 26 0 0 0 0 0 0 i 0 0 W_S 26 0 0 6--j- 0 0 0 0 0 0 0--—,A WS 30 0 00 WS' 0 s m m 32 34 0 0 0 0 0 1 0 WS 0 0 J 0 0 1 WS 0! 1 4 WS WS 36 0 0 0 0 0 WSJ 38 0 f- j 0 0! 0 WSj 1 40 0 0 WS 0WS 0 WS 1 24 0 0 0 0 0 0! 0 0' 0 26 LL28 0! 0 0 0 0 0 0 0 0 0 0 o 0 00 0 j 0 0 0 N 30 32 0 0 0 0 01 0---o 0' 0 { 0 1 _0 o 0 o' o o o o rn 34 0 1- 0 0 0 1 0 0 0 0 WS 36 38-64- 0' 0 0 0 0 I0 0 I 0 0 Oil, 0! 0! 0 j 0 1 40 00 i ---- 0 0 0 0 1 1 Boise Cascade E',,P • Eastern Specifier Guide • 08/04/2015 KEY TO TABLE 0 .... No Reinforcement Required WS .... Web Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... Web Stiffeners Plus Two Reinforcers X .... Use Deeper Joists or Closer Spacing Boise Cascade E',,P • Eastern Specifier Guide • 08/04/2015 PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI® Joist. Nail to the BCI® Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with The tables and details on pages 8 and 9 indicate the loading that exceeds the loads s®own type of reinforcements, if any, that are required for load- shall be analyzed with BC CALC , c 2'-0" bearing cantilevers up to a maximum length of 2'-0". Software.„,,. Backer block Cantilevers longer than 2'-0” cannot be reinforced. These requirements assume a 2'-0" However, longer cantilevers with lower loads 100 PLF wall load. Additional support may be allowable without reinforcement. Analyze may be required for other loadings, • Uplift on back span shall be specific applications with the BC CALCO software. see BC CALC® software. considered in all cantilever designs 23/32" min, plywood/OSB or rimboard closure. Nail with 8d nail into each flange. \ IVLd_BearingWaI.I Ca.ntil.ever_Detailsoa BCI® Joists are intended only for applications that Fasten the 2x8 minimum to the BCI® Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI® 90s 2.0 joists. Clinch all nails. BCI®Joist blocking Wood backer blockWoodStructural See e 6 of Eastern 2x Closure aPanelClosure Spe fier Guide 2x8 minimum BCI -Joist blocking 11.` I `Drywall Ceiling or Back Span Maximum Wood Structural Panel Soffit 1/3 Back Span Not to exceed 4'-0" 3%" min._. These details apply to cantilevers with uniform loads only. bearing It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC® software. Minimum 134 Times' Cantilever Length Back Span Maximum 3 Back Span not to exceed 4,-0„ z Web Stiffener Requirement - Boise Cascade EVUP • Eastem Specifier Guide - 08%04;20115 NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI° Joist. Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI° 90s only). For Structural Capacity: Web stiffeners needed to increase the BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e.g., BCI® 6500s, double''%" panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI° Design Properties on page 24 or the BC CALCI software. Section View BCI® Joist Series See WebStiffener Small Ga P Naili n 2" maxm ' L:L'<'' For SWebchart 2" min. BCI® Joist Structural Capacity Stiffener Wld[h Minimum Series 4" max. in Hanger Width 25/16" 5000s 1.8 3/. 25/16" 5000s 1.8 3/." 25/16" Gap 3/4" 1" or 1'W Clinch 60s2.0 11'/8 2-8d Nails 2"min. 6 -8d; -- 60s2.0 ii%', 4" max. 3-8d 14" 2-8d Tight Pit Web Stiffener 16" j 2-8d 6-8d 90s 2.0 required when 3-16d 3-16d 14"I 5-16d concentrated load 16" _ 6-16dd 6-16d exceeds 1000 lbs Web stiffeners applied to both sides of the joist web Boise Cascade EVUP • Eastem Specifier Guide - 08%04;20115 NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI° Joist. Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI° 90s only). For Structural Capacity: Web stiffeners needed to increase the BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e.g., BCI® 6500s, double''%" panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI° Design Properties on page 24 or the BC CALCI software. Section View BCI® Joist Series Joist Depth Bearing Location End- Intermediate 4500s 1.8 9'/z' For Lateral 11'/,8' — 2-8d_ 14" ! 2-8d BCI® Joist Structural Capacity Restraint Minimum Series Min. Thick)' in Hanger Width 4500s 1.8 25/16" 5000s 1.8 3/. 25/16" 5000s 1.8 3/." 25/16" 6500s 1.8 3/4" 1" or 1'W 25/16" 60s2.0 11'/8 2-8d 3-8d 2'/16' 90s2.0 2x4 lumber (vertical) Boise Cascade EVUP • Eastem Specifier Guide - 08%04;20115 NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI° Joist. Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI° 90s only). For Structural Capacity: Web stiffeners needed to increase the BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e.g., BCI® 6500s, double''%" panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI° Design Properties on page 24 or the BC CALCI software. Section View BCI® Joist Series Joist Depth Bearing Location End- Intermediate 4500s 1.8 9'/z' 2-8d 2-8d 11'/,8' — 2-8d_ 14" ! 2-8d 3-8d 5-8d 16" 1 2-8d— 6-8d 5000s 1.8 11'/8' 2-8d 3-8d 278d.. 5-8d ` 6000s 1.8 9'/z' 2-8d 2-8d 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d.. 6500s..,4,8 9Y21' 2-8d 2-8d 11'/8 2-8d 3-8d 14"' 2-8d 5-8d 16": 2-8d 6 -8d; -- 60s2.0 ii%', 2-8d 3-8d 14" 2-8d 5-8d 16" j 2-8d 6-8d 90s 2.0 11'/8' 3-16d 3-16d 14"I 5-16d 5-16d 16" _ 6-16dd 6-16d Allowable Uniform Floor Load in pounds per lineal foot [PLF]) y i BCI° 4500s 1.8 Series BCI° 5000s 1.8 Series 1%" Flange Width 2" Flange Width 9'/" 11%1 1411 1611 9'/" 11%11 14" BCI® 4500s 1.8 BCI® 4500s 1.8 BCI® 4500s 1.8 BCI® 4500s 1.8 BCI® 5000s 1.8 BCI® 5000s 1.8 BCI® 5000s 1.8 Span Live Total Live Total Live Total Live Total Live Total Live Total Live Total Length Load Load Load Load Load Load Load Load Load Load Load Load Load Load 6 280 300 313 316 280 300 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 - 180 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 156 158 99 140 150 156 13 71 111 115 138 144 146 79 128 129 138 144 14 57 96 94 123 134 135 64 111 105 128 134 15 47 83 77 107 112 125 126 53 96 86 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 48, 74 22 50 67 42- 68 23 44 61 24 25 Total Load values are limited by shear, moment, or Table values do not consider composite action from deflection equal to L/240. gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Total Load values assume minimum bearing lengths Load values by 1.33 and 0.50 respectively. without web stiffeners for joist depths of 16 inches and less. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the For assistance with floor design, consult the section Total Load value will control. About Floor Performance on page 4. Table values apply to either simple or multiple span This table was designed to apply to a broad range of joists. Span is measured center to center of the minimum applications. It may be possible to exceed the limitations required bearing length. Analyze multiple span joists with of this table by analyzing a specific application with the the BC CALC® software if the length of any span is less BC CALC® software. than half the length of an adjacent span. Boise Cascade EVVP • Easteni Specifier Guide • 00104112015 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BCI° 6000s 1.8 SeriesBCI°65OOs:1.8,Series 25/16" Flange Widths"„Flange Width 9'/” 117/8' 14" 16" 9%" 11%8 14" 16" BCI16000s BCI16000s BCI® 6000s BCI® 6000s BCM6500s- BCI116500S : BCIO 6500s: BCI® 6500s 1.8 1.8 1.8 1.8 18 1.8 1:8 1.8 Span Live Total Live Total Live Total Live Total Live. Total Live Total Live Total- Live Total Length Load Load Load Load Load Load Load Load Load`ILoad ' Load Load Load 'Load Load Load 6 - 320 - 333 - 346 - 353 320 - 333 346 - 353 7 - 274 - 285 - 297 - 302 274 ^ - 285 - ! 297 - 302 8 - 240 - 250 - 260 - 265 246 - 250 260' - 265 9 - 213 - 222 - 231 - 235 - 213 - 222 ! 231 - 235 10 183 192 - 200 - 208 - 212 192 - 200 208 - 212 11 141 174 - 181 - 189 - 192 :y 153 174 - 181 ." - 189 - 192 i 12 112 160 - 166 - 173 - 176 121 160 - 166 - , - 176 13 89 147 144 153 - 160 - 163 97 147 - 153 - 160 163 14 73 129 117 142 - 148 - 151 79 137` 129 142 = 148' - 151 15 60 112 97 133 - 138 - 141 65. 124 106 133 - 138- - 141 16 50 98 81 125 117 130 - 132 54 109 89 125 127 130 - 132 17 42 84 68 112 99 122 - 124 46. 92. 75 117 107 r' 122 - 124 18 58 100 84 115 112 117 64 110 91 ( 115 - 117 19 50 89 72 106 96 111 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 688104 90 106 21 54 87 72 99 41 81 59 96. 78 100 22 47 79 63 90 51 I 88 69 96 23 42 72 56 83 45 80° 60 92 24 49 76 40.' 74 53 84 25 44 70 47 77 26 42 72 27 28 j 29 30 f w Boise Cascade EWP - Eastei^ Specifier Guide - Allowable Uniform Floor Load in pounds per lineal foot [PLF]) Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Seise Cascade E.VO • Eastern Specifier Guide • 03104; 2015 BCI° 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 3'/2' Flange Width 11'/8' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11'/" BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Span Length Live Load Total Load i Live Total Load ( Load Live Load Total Load Live Load Total Load Live Load Total Load Live. Total Load Load 6 366 366 366 450 453 456 7 314- 13431438538891 8 275 275 275 337 340 i 342 9 244 244 244 300 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 157 157 157 192. 194 195 15 128 146 146 146 180 181 182 16 107 137 137 137 152 168 170 171 17 90 129 129 129 129 158 160 161 18 77 122 110 1 122 122 110 150 151 152 19 66 115 95 115 115 95 142 z 134 143 144 20 57 110 82 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 129 1 130 22 43 v 87 63 ( 100 84 100 63 122 90 123 119 i 124 23 55 95 74 95 56 112 79 118 105 119 24 449 91 65 91 49 99 70 113 94 114 25 43 i 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 , 105 27 47 81 50 100 67 101 28 42 78 45 91 61 `' 97 29 30 I 41 82 55 94 50 91 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Seise Cascade E.VO • Eastern Specifier Guide • 03104; 2015 BCI' Rafters Structural ridge VERSA -LAM® or FOR INSTALLATION STABILITY load-bearing wall required. Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails t minimum.. - I Blocking not shown 1 for clarity. SAFETY WARNING Xel Blocking or other lateral support required at end supports. M When installing Boise Cascade EWP products with treated wood, use only connectors/ fasteners that are approved for use with the corresponding wood treatment. BCI® Rafter Header Multiple BCI® Rafters may be required. DO NOT ALLOW WORKERS ON BCI° JOISTS UNTIL ALL HANGERS, BCI° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI-- BLOCKING PANELS, X -BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x -bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within '/z inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. BCI® Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCI° Joist shall not be used as co/ladtension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or 1x4 Nailer @ Max. 4'-0" o.c. Rafter 2'-6" o.c. or BCI^ 4500s) 3'-0" o.c. or BCIe s 00 s) Minimum Heel Depth see table at right) 12 Min. 6 - BCII-4500500 1 /- Ceiling Joi 3W' Minimum Bearing 2x4 Wall) Each End Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2X Blocking Maximum Span Lengths Without Roof Loads 9'/" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" 11%" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 & 3 at right) Boi eCascade EWP • =astern Spedfer G, -ride • 08,104/2,21, 5 Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI® ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI® top flange with 1 -10d (3" long) box or larger nail. 6) 1x4 nailers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI® Joist at beveled ends. Nail roof rafter to BCI® Joist per building code requirements for ceiling joist to roof rafter connection. Joist End Wall Minimum Depth 2 x 4 2 x 6` 9yz' 2'/2 1'/2, Heel., 11W 31/2" 2%" Depths 14" 41/2" Th" Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI® ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI® top flange with 1 -10d (3" long) box or larger nail. 6) 1x4 nailers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI® Joist at beveled ends. Nail roof rafter to BCI® Joist per building code requirements for ceiling joist to roof rafter connection. Additional roof framing details available with BC FRAMER® software 1 2x beveled plate for slope 1 ` ., Rimboard / VERSA -LAM® blocking. V" 1 greater than 4/12. Ventilation cut: Two s/3" wood panels or 2 x _ 5000s 1.8 3 of length, '/2 of depth Rimboard / VERSA -LAM® blocking. 6000s1.8 1'h" °rtw° 1h" wood panels Ventilation "V" cut: 6500s 1.8 two oodr twoanelss%" wo 1/3 of length, 1/2 of depth 60s2.0 2x4 blocking Tight fit Flange of BCI* Joists may 90s 2.0 for soffit for lateral be birdsmouth cut only at support. I stability. the low end of the joist. 2'-0" Birdsmouth cut BCI® Joist Simpson VPA or USP TMP connectors or equal can max. Flange of BCI® Joists may be birdsmouth cut only at flange must bear fully on p late, web stiffenerbeusedinlieuofbeveledplateforslopesfromthelowendofthejoist. Birdsmouth cut BCI® Joist maz ` required each side. 3/12 to 12/12. flange must bear fully on plate, web stiffener required each side. Bottom flange shall be fully supported. 1 ' 1 Simpson or USP LSTA24 strap, nailing per 1 • Simpson or USP LSTA24 strap where slope 10d nails 2x4 one side for 135 PLF max. at 6" governing building code. exceeds 7/12 (straps may be required for lower o.c. 2x6 one side for 240 PLF max. BCIblocking slopes in high -wind areas). Nailing per governing VERSA -LAM® LVL Holess cut building code. support beam. for ventilation.; VERSA -LAM® LVL support beam. Backer block. Thickness per corresponding BCI® series. 2x block n"" r. BCI® blocking Holes cut ouble beveled Beveled web stiffener 4'-0" horiz.for ventilation. wood plate. on each side. Blocking on both sides of ridge may be required for Simpson LSSUI USP TMU hanger. 2'-6" hori shear transfer per design professional of record. or i 1 1 L Double joist may be r Backer block L required when L exceeds I minimum 12" wide). 2•-0" rafter spacing. i Joist Nailwith10-10dnails. max Hanger `.;ry Blocking as required. Nail t outrigger j through BCI® web. DO NOT beveltut Joist Filler block. Nail beyond inside face of wall, except with 10 -10d nails. for specific conditions in details 2" x outrigger shown on pages 6 and 13 of the Backer block required where top flange notched around BCI® Eastern Specifier Guide. joist hanger load exceeds 250 lbs. top flange. Outrigger Install tight to top flange. spacing no greater End Wall. than 24" on -center. LATERAL SUPPORT BCI® Joists must be laterally supported at end supports including supports adjacentto overhangs) with hangers,rimboard, or blocking (VERSA-LAM®,BOISE CASCADE® Rimboard or BCI®Joist). Metal cross bracing or other x -bracing provides adequate lateral support for BCI® Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCI® JOISTS Minimum end bearing: Ph" for all BCI® Joists. 31h" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joist: Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI®6500s/90srim joist: Toe -nail top flange to rim joist with 2-10d box nails, one each side of flange. BCI®rimjoist, rim board or BCI® blocking panel to support: Min. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI® joist to support: 2-8d nails, one on each side of the web, placed 11/2 inches minimum from the end of the BCI® Joist to limit splitting. Sheathingto BCI®joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 forfloor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacingfor minimum lateral stability: 18" for BCI® 4500s and 5000s, 24" for larger BCI® joist series. 14 gauge staples maybe substituted for8d nails ifthe staples penetrate at least 1 inch into thejoist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering forfurther information. BACKER AND FILLER BLOCK DIMENSIONS Series ac er Fdler Block ihickness4<' 4500s 1.8 wsoo1d raoels Two s/3" wood panels or 2 x _ 5000s 1.8 344" ora'/anels " wood Two N" wood panels or 2 x 6000s1.8 1'h" °rtw° 1h" wood panels 2 z_+'/,6" or'h"wood panel 6500s 1.8 two oodr twoanelss%" wo 2x_+%" or 3/v wood panel 60s2.0 1140" ortwo 1h" W40 anels 2 x +'/,," or Y2" wood panel 90s 2.0 2x -lumber Double 2 x lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI® JOISTS FROM THE WEATHER BCI® Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI® Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 11/2 inch, pre -stamped knock -out holes spaced at 12 inches on center along the BCI® Joist may all be knocked out and used for cross ventilation. Deeperjoists that what is structurally needed may be advantageous in ventilation design. Consult local building official and/or ventilation specialistfor specific ventilation requirements. BIRDSMOUTH CUTS BCI® Joists may be birdsmouth cut only at the low end support. BCI®Joists with birdsmouth cuts may cantilever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and intermediate supports may not be birdsmouth cut. Eoise Cascade E_'•1P " Eastern Sped1er Guide • 03+04%2015 Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psfj [psfj Q ® BC1`4500s 1.8 Series 1301', 000s-.1.8 Series 1'/" Flange Width 2`' Flange Width; 91W, BCI® 4500s 1.8 4/12 4/1218/12 or to to Less i 8/12 I12/12I 11'/8' BCI® 4500s 1.8 i 4/12 14/12! 8/12 or ; to to Less! 8/12 ,12/12; 14" BCI® 4500s 1.8 14/12 14/12 18/12: I or to to Less 18/12 12/12; 16" BCI® 4500s 1.8 4/12 4/12 18/12 or to to Less i 8/12 12/12 9%' BCI® 5000s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 117/8" BCI® 5000s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 14" BCI® 5000s 1.8 4/12 4/12' 8/12 or to to Less 8/12 12/12 Non- 20 < 10 23'-10" 22' T 20'-10" 28'-5" 26-9" 24'-10" 32'-3" 30'-5" 28'-3" 35'-9" 33'-8" 31'-3" 4'-10' ,23''=5' 21'-9' 29'-T 2T-11"25'-11' 33' 8' 31, 9" 29'-5" Snow 20 15 122'-7" 21'-3" 19'-7" 20-11" 25'-3" 23'-4" 30'-7" 28'-9" 26'-0" 33'-6" 31'-10" 29'-4" 23'-6' 22'-1' 20'-5' 28'-0" 26'-4" 24'-4" 1'-10"29'-11 27=7" 125% 20 20 21`-7" 20'-2" 18'-7" 25-8" 24'-0" 22'-1" 29'-2" 27'4" 25'-1" 314' 30-3" 27-10" 22'-5' 21'-0" 19'4'` 26'-9" 26-0"123-0" 30'-5" 28'-5" 196.9" 25 10 25 15 22-8' 21'-5" 21 7" 20'4" 19'-11" 18'-10" 26-11" 25'-0" 26-9" 24'-2" 23'-8" 22-5" 30'-2" 29'-0" 28'-2" 27-5" 26'-11" 25'x" 32'-3" 31'-T 30`-1" 29'-4 29'-10" 28'-3" 23'-7" 22'4" 22'-6" 21'-2" 20'-9" 19'-71126_10.1 28'-1" 26'-7" 24'4" 25'-3" 23' 4" 3 1'-11" 30'-2" 28'-1" 30'-3" 28'-8" 26'-T 12" O.C. 30 10 21'-8" 20'-0"19'-V 25'-9' 24'-5" 22'-9" 28'-3" 27-9" 25-11`' 30'-2" 29'-8" 28'-8" 22'-7" 21'-4" 19'-11' 6'-10" 25'-5" 23'-9" 30 -4 -128 -Al" 27'-0" Snow 30' i 15 740' T20'-9" 19'-7" 18-2' 24'-5" 23'.4" 21'-8' 26'-T 25'-11' 24'77" 28'-5' 27-9" 26'-10" 21'-7" 20;,,-5" 18'-11' 25'-9" 24'-4", 22'-7" 28'-6" 27.-8' 25'-8". 115% 10 ' 19$' 18'-11" 17-10" 23'-2" 22 6" 21'-3'r 25 3' 24'-1,4 24'-2' 27-0" 25.8" 26-1" 20'-6" 19'-8' 18'-T' 24'-5" 23'-5" 22'-2" 2T-2" 26' 8" 25'-2" 40 15 . 19'-5" 18'-4' lT-1" 22'-1" 21'-8" 20'-4' 24'-1" 23',-7" 22'-11" 25 8" :25'-7 24'-0° 2972" 19!4-1 17'-10' 23'-8" 22'.-9' 21'4`5' 10" 25'x" 24'-1" 50 10 50.,.' 15 18-0 17 6' 17 11 17=4 146_L°21 16 3"''20 2 20 10 4 20..-09 19 9 4l9" 23`V2210 22,2 21 9,. 22 5 21 3' 24 8 ,24 4 23 8 23.3' 24 OA 22 9,".19 19 0 18 3 0 18;=1 17 3 16'-11.' 22 8 21 9 20 7 V-10' 121"5 20=2" 4'-10 24 6 23 5" 23,-23'x4 .22'. 1'0' Non- 20 10 21'-7" 20'-5' 18'-11" 25'-9" 24'4"- 22'-0" 29'-3" 27-7" 25'-7" 31'-5" 30'-7" 264" 22'-6" 21'-3" 19'-8" 6'-10'25'-4" 23-6" 30'-6" 28'4" 26-8" Snow 20 15 20'-6" 19'-3" 17-9" 24'4" 22'-11" 21'4" 27-2" 26-0" 24'-0" 29'-0" 28'-2" 26-7" 214" 2070" 18'-6''- 25'-5" 23'-10" 22'-0" 28'-11"127'71 " 25'-0" 125% 20 20 19'-0" 18'-3" 16'-10" 23'-3" 21'-9" 20'-0" 25' 4" 24'-5" 22'-9" 27-1" 2n'-2' 24'-11" 20' 4" 19`-0" 17--6" 24'-3" 22'-$"20'-1 0' 27'-2"125--10'j 23'-9" 25 10 20'-0" 19'-5" 18'-1" 24'-0" 23-1" 21'-0" 26-1" 25-7 24'-5" 27-11" 27'4" 26-7" 21'4" 20'-2" 18'-10' 25'-6" 24'-1"1 22'-5" 28'-1" 2T-4"126-6" 25 1.5 19 7' 18'5" 1T-1' 224' 21'-9" 20'4 244" 23-9' 22'-11126-0" 264" 24-5' 20'75" 19-2 17'-9" 24-0" 22'-10"21'-2' 26-2" 25-6" 24'-1" 16' O.C. 30` ' 10 19-7" 18'-7" 174 22'-5' 22'-0" 20'-7" 24-5" 24'-0" 23-5' 26-1' 25'-8" 25'-0' 20'-5" 19'-4" 18'-1" 24'-1" 23-1" 21'-6" 26-3" 25'-9" 24'-5" Snow 30 "' , 15 18'-7" 17-9" 16-0" 21A" 29.7" 19'-T 23-0" 22'-5" 21'-9" 24'-7" 24-0" 23-3" 19'-7" 18'-6" 1T-2" 22'-8" 22'-0" 20'-5" 24'-8" 24'-1" 23'-3" 1156% 40 ,.. 10„ 17 8" 17-1;" 16-2' 20 1' 19=9' 19-3': 21 10 21'.-T',' 21-1' !234_" 23'-0' 22'-7'• k18 7 17='1016'-10' 21'-7" 21'-3" 20'-1" 23-6" 23-2" 22'-8" 40 'I 15 . 16710' 16-6'' 15-0" 194" 18'-8" 18-2" 20'-'l 0 20- 3' 4 20'6" 20'A" 19'-3" 22'-4" 21'-11" 21'x'23'= 50 =) .10 ; 16, 2 15-10 15-0, 18 4 18 ,1'' 17 9'' 19 11 19',9' 19 5" X21-4 21 1' . 20' 9"' 1T 2" 16' 6 15'-8" 1;9 8 19 5" 18'-8" 21-75" 21,',-2" 0'-10' 501 15 ,,. 15 6 15 `3'' 14 8' 17„ 7 1 T„3' 16 10 19 2 18.=1 Q 18, 5 , 20 5 20"1", 19, 8, : 116, 8 16.x• 15 ".1, 8 10118 =6 18'11' 20 7 20':3 ' 19'-9'`; Non- 20 ; 10 20'-4" 19'-2" VA" 24'-2" 22'-10" 21'-2" 26'-10" 25'-11" 24'-1" 28'-8" 28'-0" 26'-8" 21'-2" 19'-11' 18'-6" 25'-2" 23'-9" 22'-1'" 28' 8" 2T-0" 25'-1" Snow 20 15 19'-3" 18'-1" 16'-8" 22'-9" 21'-6" 19'-10" 24' ' 24'-0" 22'-7" 26-5" 25'-8" 24'-8" 20'-0' 18'-10' 17'-4" 3'-10' 22'-5" 20'-8" 26'-7" 25'-6" 23'-6" 125% 20. j 20 18' 4" 1T-2" 15' 9" 21'-2" 20'-5`' 18'-9" 23'-1" 22' 4" 21'-3" 24'-8" 23'-10' 22-9' 19' -l" 117' -l0` T-10' 16'-5" 22'-9" 21 19'-7" 4'-10' 23'-11" 22'-3" 25 10 19'-3" 18'4" 17'-0" 21'-10" 21'-5" 20'-2" 23'-10" 234" 22'-8" 26-6" 24'-11" 24-3" 20'-1" 1 19'-0" 17-8" 23'-6" 22'-7" 21'-1" 25'-7" 25'-1" 23'-11' 25 , 15 18'-0" 174" 16'-0" 20'-5"19'-10" 19'-1" 22'-3" 21'-8" 20'-10". 23'-9" 23'-1" 22' 4' 19'-2" 18'-0" 16'-8" 21'-11" 21'-4" 19'-11' 3'-10" 23'-3" 22'-5" 19.2" O.C. 30 ' 10 18-0 1T-5" 16'-3' 20-5' 20';1" 19-5' 22-3' 21'-11' 21-4' 23'-10' 23'-5'' 22 10' 1.9'-2" 18'=2" 16'-11' 22'-0" 21'-7" 20'-2" 3'-11" 23'-6" 22'-11' Snow 30 15 16-11" 16'-7" 115-6" 19-3" 18'-9" 18'-2" 20'-11" 20'-5" 19'-10" 22'-5" 21'-]0' 21'-2" 18'-3" 174" 16-1;' 20'-8" 20'-2" 19'-2" 22'-6" 22'-0" 21'-3" 115% 4,0_1 10 f6-2" 15'.11 15'-2". 19-3 " 18;-0'` 177F,19'-11" 19-8" 19'-3" 21'4" 21-0",20 7' 417-4' 16' 9" 15'-10119'4' 19' 4" 18'-10' 21'-5" 21'-1" 20'4" 40 .?` 15 15 4' `15'-0"' 14 6' 1T 5' 17'-1'` 16'-7' 18-11 18'-T' 18 1'r 20-3' 19-10 19 4' 1fi 6 16;=2 15'-2" 9`8'-8" 18' 4" 17-10' 20 4 20'-0" 19' 14 1 J6 8' 16''' 16 2'` 18 2 18'=0: 1T 8 19 5 19,-3' 18 11' 15-10' 15 6 14 8" 1,7 11 1T.9 1T-5" 19 7 19 4,' 19'-0'-' 15 , 14 1G• 13 10' 13 7, 16,-0, 15, 9:' 15 1.T 5 17:2" 16 9 18 8 1,8,4"., 1T 11' 15 2 14,11, 14 4::17, 2 16;`11 16 6,';-18, Non- 20 10 18'-10' 17-9" 16.6 22'-0' 21'-1" 19'-7" 24'-0 23'-5" 22'-4" 25'-7" 25-0" 24-3 19'-T W-6"117-4.' 23-4" 1 22'70" 1 20'-5 25-9" 254" 23'-3" Snow 20 15 1T-10" 16'-9" 15'-5" 20'-3" 19'-8" 18'x" 22'-1" 21'-5" 20'-7" 23-8" 22'-11' 22-0' 18'-6' 1T-5" 16'-1"2l'-10' 20'-9" 19'-2" 23'-9" 23-1" 21'-9" 125% 20 . 20 1 16'$" 16-11" 14-T 118'-11" 16-3" 1T-5" W-8" 19'-i1" 19'-0" 22'-1" 21'-3' 20'4' 1T-8" 16'-7" 15'-3" 20'4" 19'-8" 18'-2" 22'-2" 21`-5" 20'-5" 25 10 1T-3" 16-10" 15'-9" 19'-6" 19'-2" 18'-7" 21-3' 20'-10" 20'-3" 22'-9" 22' A18'-1 18'-6" 1 T-7" 16'-4'' 21'-0" 20'-7" 19'-6" 2'-10` 1 22'-5" 21'-9" 25 I 15 16'-1' 15'-7" 14'-10" 18-2' 17-9" 17A" 19'-10" 19'-4" 18'-8" 21'-3' 20' 17 3" 16'-8 15'-5" 19'-7" 19'-1" 18'-4" 21'-4" 20'-9" 20'-0" 24" O.C. 30 10 16'-1" 15'-10" 15'-1"• 18'-Y 1,7-11" 1T-0" 19'-11" 19.7" 19'-1" 21'-3' 20'-1T-4" 16"10' 15'-8" 19'-7" 19;.-3" 18'-9" 21'-5" 21'-0" 20'-6'' Snow 30' 15 15-2' 14-9" 14-4' 17-2 16'-9" 16-3' 18'-9" 18'-3'•' 1T-8' 20'-0' 19'' 16-3" 15'-11"14'-11' 18-5" 18'-0' 17'-5" 20'-1" 19'-8" 19'-0" 115% 40; 10 14'-5" 14-2" 13'-11" 16'-0' 16'-1" 16-9" 17-10' 17-T' 17-2" 19.0" 18'15-6' 1573" 14'-7" 1T-7" 1T 4" 16'-11' 19'-2" 18'-10" 18'-6" 40..+113';5" 50. = flI513'4' 13-1" 12 9 15-0 15'x'' 1.11 14 !- 14-10';16 14 6 11' ,16'-7'' 165 16 Z' 9 18 1 17„'14' t 1T 4 1T-2' 16 10' 9" 14'=5: 1;_42' 13'=11 14'-0" 13 "1" 16'-8" 16' 4' 15'-11' 1'6 0 15 ,'W 15'-T' 18-2" 17'-10" 17'4" f7 5 17 `3 16 7"' 50 , 12 7" 1274"_ 12 1 1,4 3 14,-0!` 13 9' 15 7" 15' 4". 14'-11". 16-6 .16"_W 15,3 13 6 13` 13'.-0" 15'4" 14',14";14'-3 16 2' 15'=8"14'-11' Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. noise Cas,-ade EVNE _ asters &riedfier G'.nd - 08/04!2,015 This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psf] [psf] BCI® 6000s 1.8 Series Flange Width 9Y2" 21/,6': 4/12 4/12 8/12 or to to Less 8/12 12/12 8 4/12 4/12 8/12 or i to to Less 8/12 12/12 4 1 4/12 4/12 8/12 or to to Less 8/12 12/12 BCI®600061_:8 ___" 4/12 /124/12 8 or to to Less 8/12 12/12 Non- 200 26'-0" 24'-6" 22'-9" 30'-11" 29'-2" 27'-0" 35'-2" 33'-2" 30' 9" 38'-10" 36'-7" 34'-0" Snow24'-7" 20C 23'-1" 21'-4" 29'-3"' 2T-6" 25'-4" 33'-3" 31'-3" 28'-10" 36'-9" 34'-6" 31'-10" 125% 23"-6" 22'-0" 20'-2" 27'-11" 26'-1" 24'-0" 31'-9" 29'-9" 27'-4" 36-l'—F32'-10" 30'-2" 25 10 24'-8" 234" 21'-8" 29'4" 27'-9" 25"-10" 334" 31'-6" 29'-4" 36-10" 34'-10" 32'-5" 25 15 23"-6" 22'-2" 20'-6" 28'-0" 26'4" 24'-5" 31'-10" 29'-11" 27'-9" 34'-11" 33'-1"" 30'4" 12"30 10 23'-7" 22'-4" 20'-10'" 28'-0" 26'-7" 24'-9" 31'-11" 30'-2" 28'-2" 35'-1" 33'-5" 31'-2" Snow 30 15 22'-7" 21'4" 19'4" 26-11" 264" 23"-6" 30'-7" 28'-10" 26'-9" 33"-0" 31'-11" 29'-7"' 115% 40 10 21'-5" 20'-7": ;3 19'-5" 25'76" 24'-6' 23'-1" - 29'-0" " 27'-10:' 26.-3" 31'-4 30'-9" 29'-0' 40 15 21-1" W-07 18'-7" 25-1" 23-9" 22'-2" 2T-11" 27-1" 25'-2" 29'-10" 29-3"" 27 10" 50 10 19 10 19 1 18-1 23 7 22 8 21 6 26 9 '' . 25 9" 24.;6 28 8 28'-3" 27--l" 50 15: 17=8 23 7 22 6 21 0 .;" 25 8 25.,3' 23.;11 Non- 20 1 10 1 23'-6" 22'-2" 20'-7" 28'-0" 26"-5" 24'-6" 31'-10" 30'-0" 27-10" 35-2" 1 33-2" 30'-10" Snow 20 15 22'-3" 20'-11" 19' 4" 26' 6" 24'-11" 23'-0" 30'-2" 28' 4" 26' 2" 33'-4" 31'-4" 125% 20 20 21'-3" 19'-11" 18'-4" 25'-3" 23'-8" 21'-9" 28'-9" 26-11" 24'-9" 31'-5" 29'-9" 2T-5" 25 1 10 1 22'-4" 21'4" 19'-8" 26'-7" 25'-1" 23-5" 30'-3" 28'-7" 26'-7" 32'-5" 31'-7" 29'-5"' 15 21'-4" 20'-1" 18'-7" 25'-4" 23'-10" 22'-1" 28'-3" 27'-2" 25'-2" 30'-3" 29'-5" 27'-9" 16" 10 21'-4'' 20'-3" 18'-10" 25'-5" 24'-1" 22'-5" 28'-4'' 2T-4" 25'-6" 30'-4" 29'-9" 28'-3" Snow 15P40 20'-6" 19'-4" 17'-11" 24'-4" 23'-0" 21'-4" 26'-8" 26'-0" 24'-3" 28'-6" 27'-10" 26'-10" 115% 10 19'-5" 18'-7"'' E 1T-7" 23'-1" 22'-2" 20'-11"' 25'-5+ 25'-0" 23'-10" 27'-2" 26'-9" 26'-2" 15 . 19"-1". 18'-1`' ' 16'-10" 22'-2"' 21"-6'" 20'-1" 24'-2"' 23:-8" 22-10'" 25'-10' 25'-4" 24'-8" 50 10 : 18 0" -` 1T-3" 16' 4" 21'-3" 20'-6" 19' 6" ". 23 2: •" 22'-1,1" 22',,2" 24'-9" 24'-6" . 24'-1" ` 50 15 .,, 17 11 .; 17-4',,% , 16'-0" 20'-4" 20'-0" 1- 19'-0" 22'-2'!:: 21'7'1 21.I-4" 23 9' 1:::,,23'4" 22 10...:,: Non- 2010 22'-1" 20'-10" 19'-4" 26'-3" 24'-10" 23'-0" 29'-11" 28'-3"26'-2" 33'-1" 31'-2" 28'-11" Snow 20 15 20"-11" 19'-8" 18'-2" 24'-11" 23'-5'" 21'-7" 28'-4" 26'-7" 24'-7" 30'-8" 29' 5" 27'-2" 125% 20 20 19'-11" 18'-8" 1T-2" 23-9" 22'-3" 20'-5" 26"-10" 254" 23'-3" 28'-8" 27'-8" 25'-9" 25 10 21'-0" 19' 10" 18'-6" 24'-11" 23"-7" I 22'-0" 27-8'" 26-10" 25'-0" 29'-7" 28'-11" 27-8" 25 15 20'-0" 18'-10" 17'-5" 23'-8" 22'-5' 20'-9" 25'-9" 25'-1" 23'-7" 27'-7" 2 6'-10" 25'-11" 19.2" O.C. 30 10 20'-1" 19'-0", : 17-9" 23'-9" 22'-7"' 21'-1" 25"-10" 25'-5'" 24'-0" 27'-8" 27-2" 26-6" Snow 30 15 19'-3" 18'-2" 16-10" 22'4" 21'-7"' 20'-0" 24'4' 23-9" 22'-10" 26'-0"" 25'-5" 24'-7" 115% 40 10 18'-3" 1T-6" "` 16-6" 21'4' 20'-10" 19'-8" 23'-2"' 22'-10" 22'4" 24'-9" 24'-5" 23'-11" 40 15 , 17 10 17 0!' 16-10" 29'-2" 19--10" 18--1.0 1. 22 0 21 7" 21-0 23'-6" 23'-1" 22'-T 50; 10 16 10 -- 16 2" 15.4 19' 5 19 2 164 21 1 , 20'71,0"!20 6 22 7 22 4 21 11 50 15; ; 16 4 - 16-1;';.', : , 15 0" 18' T' . 18'-3" 17'-10" 20'-3"," 19'-11" 19'=5" 21'-8" 21'-3" .. `' 20-10" '= Non- 20 10 20'-6" 19'-4" : 1T-11" 24'-4" 23'-0" 21'-4" 27'-9" 26'-2" 24'-3" 29'-9" 28'-11" 26'-10" Snow 20 15 19' 4" 18'-2"' " 1n'-10" 23' 0" 21'-8" 2 -0" 25-8" 24'-8" 22'4 27'-5" 26'-7" 25'-2" 125% 20 20 18'-6" 17"-3" 15'-11" 22'-0" 20'-7" ( 18'-11" 23'-11" 23-1" 21'-7"' 25'-7" 24'-9" 23-7" 25 10 25 15 19'-5" 18'-4" 17"-1" 18"-6" 1 T-5"' 16'-2" 22'-8" 21'-2" 21'-10'" 20'-7" 20'-4" 19'-3" 24'-8" 24'-2" 23'-2" 23'-0" 22'-5" 21'-8" 26"-5" 24'-8" 25-101" 24'-0" 25'-2" 23'-2" 24" O.C.--- 30 10 18'-7" 17-7 " 16'-5" 21'-2" 20'-10" 19'-6" 23"-1" 22'-8" 22'-2" 24'-9" 24'-3" 23'-8" c. Snow 30 15" 1T-7"; 16'-9": 15'-7" 19'-11" .. 19'-6" 18'-7" 21'-9" 21'-3" 20'-6" 23'-3" 22'-8" 21'-11"1 115% 40 10 16' 9" 16' 2" 15' 3" f9'-0" 18'-8" 18'-2" 20'4' ' 20':4'' 20'-0" 22'-1" 21'-9" 21'-4' 40 15 16-11" 15'-7", 14-8 18.4.17--8" 17 2 T-81. 19-73" 18A.. 21 0 20'-7" 19-4!., 50" 10 ' 50 15 15 3 : 14 11' 14 '3 14 7 <; 14 4' 13,11 1 T 4 1'6' 7 17 1 16 4 16 110— 15 11 18 10 18 8" 18 4 17-11'" 17 4"1 16' 6" 19' 10 87T X19 5 17-8", , 1. 18 9 16-I . iTl°'35 ATT Imo"–u'.,,.a•'—' 3' 9 R t...F/'. 1 - EWP - Eastem Spea +er Guide - 08/04,'2015 Maximum clear span in feet and inches, based on horizontal spans. Ir 11 . mp.. BCI®6500s 1 8 Series Ar 29/16 FlangeWdth 9%'' BCI® 6500s 1.8 11'/8" BCI® 6500s 1.8 ' 14'' BCI® 650 ® Os 1.8 16" BCI 6500s 1.8 Live Load psf] Dead Load psf] 4/12 4/12 , or ( to , Less 8/12 8/12: to ` 12/12' 4/12 4/12 ! 8/12 or to to Less 8/12 12/12 4/12. 4/12 or 'i to Less 8/12 8/12 ` t,o 12/12 4112 4/12 8/12 or to to Less 8/12 1 to Non-r2-0 0 10 26'-10" 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" 34'-1" 31'-8" 40'-0"-37'-8" 35'-0" Snow0 15 25'-5" 23'-10" 22'-0" 30'-2" 28'-4" 26'-1" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125/0 20 24'-3" 22'-8" 20'-10" 28'-9" 26'-11" 24'-9" 32'-8" -i 30'-7" 28'-2" 36'-1" 33'-10" 31'-1" 25 10 25'-5" 24'-1" " 22'-5" 30'4" 28'-7" 26'-7" 34'-4" 32'-6" 30'-3" 37'-11" 35'-10" 33'-5" 25 15 24 -3" " 22'-10" 21'-2" 28'-10" 27'-2" 25 1" 32'-9" 30'-10" 28'-7" 36'-2" 34'-1" 31'-7" 12" O.C. 30 10 24'-4" { 23'-0" 21'-6" 28'711" 27'-4" 25'-6" 32'-10`" 31'4" 29'70" 36'-3'' 34-4" 32'-1" Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-7" 34'-8" 32'-10" 30'-6" 115% 40, 10 22'_2" y 21'-3",,_ 20'=0''26 4" 25'-3":,23'-10;?, 29' 11' 28'. 8" it 27" 1" 33--o" 3V-8" 29'-11" 40:_1: 15 21'-9" j 20"77 19'-3"., 25'-11" 24:'-6" `22'-10i 29'-5"I'°27'-10" 25'11" 31'-5" 30'-9" 28'-8" 50 :, 10 20 6 1 19 8 18 8' 24 4 23,4 22 2 27 8 26 7 25 2' 30=2' 29 4 27 10"' 50, s. 15 _ 20 6 .: 19 6_= 18, 2. 8" , 27, 0..., 26..4.' °_ 24 8'!- 28' ]11" . ..28..5 Non- 20 1024'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" 31'-9" Snow 20 15 23'-0" 21'-7" 19'-11" 27'-4" 25-8" 23'-8" 31'-1" 29'-2" 26-11" 34'-4" 32'-3" 29'-9" 125% 20. 20 21'-11" 20'-6" 18'-11" 26'-1" 24'-5" 22'-5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 I 10 . 23'-1" 21'-10" 20'-4" 27'-5" 25'-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" 25 15 22'-0" 20'-8" 19'-2" 26'-1" 24'-7" 22'-9" 29'-8" 27'-11" 25-11" 31'-10" 30'-11" 28'-7" 16" O.C. 30 ; 10 22'-0" .: 20'-10" 19',6' 26'-2" 24'-9" 23'-1" 29'-9" 28-2";_ 26'-4'' 31'.-11'' 31'-2" 29'-1" Snow 30 " 15 21'-1" 19'-11'' 18'-6" 25'=1" 23'-8" 22'-0" 28'-1" 26'-11" 25'-0" 30'-0" 29'-4" 27'-7" 115% 40 10 20'-0" 19-3": 18' 2'' 23'10" 22'-10" 21'-7" 26'-F ,; ° 26': 24'-6'' 28'.-7" 28'-2" '27'-1" 40.r> 15 19' 9" 18 8 .f 17_-5'F 23';,4'. 22,? 2" ';,20.'-8"', 25,5' a_ 24.11'x. 23' 6 2T=2" 26'-8" 25'-11" < 50 E 1 1.0 18 6 ' `' 17 9., = 161-J ` 22 1 21;' 2 20 1 24 5 -_ .` 24 1 .: 22 %10 26'=1" 25 -9" 25'-3" 5Q: 17 8 4, 16'-6`!, 21',:5.' 2T'7 `1;9 8 r:.23 5 ' , , 23'-0'':, 22 =4'- 25;;'4' 24 7" 24'-0" Non- Snow 125% 20– 20 20 10 15 20 22'-10" 21'-6" 21'-7" 20 3" 20'-7" 19'-Y 20'-0" 18'-9" 17'-9" 27'-1" 25'-7" 23'-9" 25'-8 24'-1" 22'-3" 24'-6 22'-11" 21'-1" 30'-10" 29'-1" 29'-2" 27'-5" 27'-10" 26'-1" 27'-0" 25'-4' 24'-0" 34'-0" 32'-1" 29'-10" 32'-3" 30'-3" 27'-11" 30'-2" 28'-9" 26'-6" 25' 10 21'-8" . 20'-6" 19'-l", 25'-9" 24'-4" 22'-8" 29'-1" 27'-8", 25'-9" 31'-1" 30'-6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-1" 21'-5" 27'-2" 26'-3" 24'-4' 29'-0" 28'-3" 26-11" 19.2" O.C. 3010 20' 8" 19' 7" < 18'-3" 24'-7" 23'-3" 21'-9" 27'-3" 26-6", 24'-8" 29'-1" 28' 7" 27'-4" Snow 30 : 15'1,9'-10" 18'-9, 17 5' 23'-6" 22'-3" 20'-8 ' 25 -7" . 25 0" 23'-6" 27'-5" 26'-9" 25'-11" 115% 40 10 18 10" `. 18 1'° 17 -1" 22'=4" 21' 5" 20.3 " 24' 0" 23'-0'' 26'-1" 25'-8" 25'-2" 40'' 15 v'18'-6" 17.6";;:' 16'-4'--' 21', 3" 20" 10" 19'-5" - 23' 2" .i 22'-9" 22'-1" 24'=9" 24'-4" 23''8" 50 "j 10r 17 5 16 8 15 10; 20 5 19 '10 r1810' 22 3 22 0 21 5;' 23',;9 23:6 23 1 ' 50 ,.I 15. 17 3 ' :`; 16 7 'g 15 6" 19 7 19,'--.3 :1;8 5 . X21 4 , ,[ 21 0. =.I 20 .6'; 22'=10" 22 -2 Non- 20 i 10 . 21 -1" 19'-11" 18 -6" 25'-1" 23'-8" 22'-0" 28'-6"-2-6'-11' 25'-0" 31'-4" 29'-9" 27'-7" Snow 20' 15 20 0' 18'-9" 17'-4" 23'-9" 22'-4" 20'-7" 27-0" 25'-5" 23'-5" 28'-11" 28'-0" 25'-11" 125% 20 20 19 1 ' 17'-10'' 16'-5" 22'-8" 21'-3" 19'-6" 25'-3" 24'-2" 22'-2" 26-11" 26'-0" 24'-6" 25 10 20 0' 18'-11" 17'-8" 23'-10" 22'-6" 21 -0" 26'-0" 25'-6" 23'-10 27'-10" 27'-3" 26'-4" 25`; 15 19 -1" 18'-0" 16 8" 22'-3" 21'-5" 19 -10". 24 3" 1 23'-7" 22'-6' 25'-11" 25'-3" 24'-4" 24" O.C. 30 10 19'-2" 18'-2" 16'.-11" 22'=4" 21'-7" 20'-1" 24 -4" j 23' 11'' 22'-1.1'' 26'=0" 25'-7" 24'-11' Snow 30=.:, 15 18'-4" ( 17'-4".; 16-1," 21'-0" 20' 6" 19'4" 22'-10" 22'-4" 211'.7!' 24'-5" 23'1- 11" 11-5% 4b""I 10" 17'5" `-' 16.8" 15 9" 20"`0' 191.8',' ' 18 9"- 21'-9" > 21,5,_, 21'0" 23'=3" 40 15 7,16-9" 16'-2": 15 1 ` 16'=0.118'.7 18_0.'_,'.&-8"220-4" 19'-3" 21'-7 20 9 19'-8" 50<= 50 x,, 10 15 . 161 x:15 155 5 .!`. 15 2 , 148 14 4;' 183 18,0 175 17'=3 .16!',.8 15 11 196 ,1901 X17 11. 7 4; 185 16 6': 1910 19'5 189 18=3 fr 8 16 10 Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. Oise Cascade EVVP • Eastein Spuci(ier G a e • 08/04.2:'15 This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the (imitations of this table by analyzing a specific application with the BC CALC® software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Maximum clear span in feet and inches, based on horizontal spans. BCI® 60s 2.0 Series 25/16" Flange Width 117/.' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 BCI .90s 2.0 -Series' 3'h :aFlange Width 11%" BCIe 90sy2.0 1 14" BCI® 90_ s 2.0_ 16' BCI® 90s 2.0 Live Dead Load Load psf] [psf] 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 74/12 to 8/12 8/12 to 12!12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 8/12 to to 8/12 12/12 4/12 1 4/12 or to Less ; 8/12 8/12 to 12/12 4/12 1 4/12 8/12 or to to, Less 8/12 12/12 Non- 20 10 34'-1" 32'-2" 29'-10' 38'-9" 36'-7" 33'-11" 42'-11" 40'-6" 37'-7" 39'-0"j36'-10" 34'-2" 44'-3" 41'-9" 38'-9" 49'-0" 46'-3" 42'-11" Snow 20 15 32'-4" 30'4" 28'-0" 36'-9" 34'-6" 31'-10" 40'-8" 38'-3" 35'-3" 37'-0" 9" 32'-1" 41'-11" 39'-4" 36'-4" 46'-5" 43'-7" 40'-3" 125% 20 20 30'-10" 28'-10" 26'-6" 35'-1" 32'-10" 30'-2" 38'-10" 36'-4" 33'-5" 35'-3" 34 j 33'-0" 1 30'-4" 39'-11" 37'-5" 34'-5" 44'-3" 41'-5" 38'-1" 25 10 32'-5" 30'-7" 28'-6" 36--10"M-10" 32'-5" 40'-10" 38'-7" 35-11" 37'-1" 35'-0" 32'-7" 42'-0" 39'-8" 36'-11" 46'-6" 44'-0"140'-11" 25 15 30'-11" 29'-1" 26'-11" 35'-2" 33'-1" 30'-7" 38'-11" 36'-8" 33'-11" 35'-4" 33'-3" 30'-10" 40'-1" 37'-9" 34'-11" 44'-4" 41'-9" 38'-8" 12" o.c. 30 10 31'-0" 29'-4" 27'-4" 35'-3" 33'-4" 31'-1" 39'-0" 36'=11" 34'-5" 35'-5" 33'-7" 31'-4" 40'-2" 38'-0" 35'-6" 44'-6" 42'-1" 39 -4 - Snow 30 15 29'-8" 28'-0" 26'-0" 33'-9" 31'-10" 29'-7" 37'-5" 35-3" 32'4" 34'-0",.32'-1" 29'-9" 38'-6" 36'-4" 33'-9" 42'-8" 40'-3" 37'-4" 115% 40 10. 28'-2" 2T-0" 25'-6" 32'-1'' 30'4" 29'-0" 35'-6" 34'4" 32'-2',' 32'-3" 130'-11" 29"-2" 36'-6" 35'-0" 33'-1" 40 -6" 38:-10" 36'-8"' 40 15 27'-9" 26'-3" 24'-6" 31'-7" 29'-10"27'-10"34'-11" 33'-1" 30'-10` 31'-9";30'-0" 28'70" 36'70" 34'-0" 31 9" 39-10" 37'-9" 35'-2" 50 10 26 1 ' 25--0" 23 -9 29'78!' 28'41' ' 27 0 ' 32'-11" 31 6 29 11" 29 10 28 8 2T 2 33'-10" 32'-Y 30'-10' 37 6 35'7:11" 34'-R!- 50 15 .,26 1" 24. 10 23'.-3, 29,8', 28 ,3, 2626 5; 32 11 31'-.4 29-3" 29 10 28..5' 26' 7 33':10 32 3",;30'-1" 37.6 35.-.8 33'-5'` Non- 20 10 30:_11" 29:_2" 27'-1" 35'-2'' 33'-2" 30'-9" 38'_11" 36'-9" 34'_1:, 35'-4" i 33'_4" 31'_0" 40'-1" 3T-10" 35'-1" 44'_5" 41,_11" 38'-11" Snow 20 15 29' 3" 27'-6" 25' 5" 33' 4" 31'-3" 28' 10" 36'-11" 34'-8" 32'-0" 33'-6"- 31'-6" 29' 1" 37' 11" 35' 8" 32'-11" 42'-0" 39'-6" 36-6" 125% 20 20 27'-11" 26'-2" 24'-1" 31'-9" 29'-9" 27'-4" 35-2" 32'-11" 30'4" 31'-11" 29'-11" 27'-6" 36-2"133--11"j 31'-2" 40'-1" 37'-7" 34'-7" 25 10 29'-4" 27'-9" 25'-10" 33'-5" 31'-7" 29'-5" 37'-0" 34'-11" 32'-7" 33'-7" j 31'-9" 29'-7" 38'-1" 36-0" 33'-6" 42'-2" 39'-10" 37'-1" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35'-3" 33'-2" 30'-9" 32'-0" 30'-2" 27'-11" 36'-3"34--2" 31'-8" 40'-2" 37'-10" 35'-1" 16 O.C. 30 10 28'-1" 26'-7" 24'-10" 31'-11" 30'-3" 28'-2" 35'-4" 33'-6" 31'-3"', 32'-1" 30'-5" 28'-4'' 36'-4 34 5 32'-2" 40'-3" 38'-2" 35'-8" Snow 30 15 26-11 25'-5" 23'-7" 30'-7" 28'-10" 26'-10" 33'-11 ' 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10 32--11 " 30'-7" 38'-7" 36'-5" 33'-10" 115% 40 10 25'-6" 24'-6" 23'-1" 29'-0" 27'-10' 26'-4" 32'-2" 30'-10" 29'-2" 29'-2" 28'-0" 26'-5" 33'-1" 31'-9" 30'-0" 36'-8" 35'-2" 33'-3" 40 15 25'-1" 23'-9" 22',-2;' 28'-7'' 27'-1" 25'-3" 31'-8" 30'-0" 27'-11'' 28'-9"j2T-2" 25'-4" 32'-7" 30'-10" 28'-9" 36 1 34".=2' 31'-101' 50 10 '23'-7" 22'-8" 21`-6.' 26'-10" 25'-9'.' 24'-6" 29 9" 28'-7' 27'-1" 27'-O,"125-11" 24' 7' 30'-7 29'-5" 27-11" 3T-11"32'77 30 1:1'' 50 15 23'-7" 22 6" 21":-0" 26',10 25'-7';` 23'-11" 28, 7' 27.-8 26-5'' 27-0"; 25'-9" 24'-1" 30'-7" 29'-2h!; 2T-3" 33'-11" 321.4' 30:-3'' Non- 20 10 29'-1" 27'-5" 25-5" 33'-0" 31'-2" 28'-11" 36'-7" 34'-6" 32'-0" 33'-3"' 31'-4" 29'-1" 37'-8" 35'-6" 33'-0" 41'-8" 39'-4" 36'-7" Snow 20 15 27'-6" 25'-10" 23'-10" 31'-3" 29'-5" 27'-1" 34'-8" 32'-7" 30'-1" 31'-5" 29'-7" 27'-3" 35'-8" 33'-6" 30'-11" 39'-6" 37'-1" 34'-3" 125% 20 20 26'-3" 24'-7" 22'-7" 29'-10" 27'-11" 25'-8" 33'-0" 30'-11" 28' 6" 30' 0", 28'-1" 25'-10" 34'-0" 31'-10" 29' 3" 37'-8" 35'-3" 32'-5" 25 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10" 30'-7" 31'-6" 29'-10"1 27'-9" 35'-9" 33'-10" 31'-6" 39'-7" 3T-5" 34'-11" 25 15 26'-3" 24'-9" 22'-11" 29'-11" 28'-2" 26'-1" 33'-1" 31'-2" 28'-11" 30'-1" 28'-4" 26'-3" 34'-1" 32'-1" 29'-9" 3T-9" 35'-7" 32'-11`' 19.2" O.C. 30 10 26'-4" 25'-0" 23'-4" 30'-0" 28'-5" 26'-6" 33'-2" 31'-5" 29'-4" 30--l"! 28'-7" 26'-8" 34'-2" 32'-4" 30'-2" 0" --.._....- 37'-10" 35'x10" 33'-6" Snow 30 15 25'-3" e 23'-10" 22'-2'' 28'-9" 27'-1" 25'-2" 31'-10" 30`-0" 27'-11"Y8 10-12T-3--, 25'-4" 32'-9" 30'-11" 28'-8" 36'-3" 34`-3" 31'-10" 115% 40 10 24'-0" 23'4" 21'-9" 27'73" 26'-2" 24'-8" 30'-2" 29'-0" 2T-4" 27'-5" 26'-3" 24'.--10" 31'-0" 29'-10'' 28'-2" 34'-5" 33'=0" 31'=2" 40 15 23'-7" 22'-4" 20`-10' 26'-10' 25' 5" 123'" 28'-1" 2T-0" 25'-T' 26-11-r.2 6" 23'-10" 30'-7" 28'-11'' 27'-0" 33'-10" 32'-1" 29'-11" 50` 10..; 22 2 . F21 3 20`-3 25 T: 24 2" 25' 100 25 =3' 24'-5" 25 -4" N 4 23' 1 ' 28'=$ 27-Z';' 26 2 31 10 7 29 15 22'-2" 21 2" 19-9" 23'-9" 23 0" 23 9" 23'=0 21'-1 Y' 25'-4" R24-2" 22'-7" 50 28'=8 27'-5" 25'-7","A-8' 28'-8 27 5" Non- 20 10 26'-11" 25'-5" 23'-7" 30'-7" 28'-10" 26'-10' 33'-11" 32'-0" 29'-8" 30'-9"! 29'-0" 2T-0" 34'-10" 32'-11" 130'-7" 38'-7" 36'-5" 33'-10" Snow 20 15 25'-6" 23'-11" 22'-1" 28'-11" 27'-2" 25'-2'' 32'-1" 30'-2" 27'-10' 29'-1" 27'-4" 25'-3" 33'-0" 31'-0" 1 28'-8" 36'-7" 34'-4" 31'-9" 125%---- 20 20 24'-3" 22'-9" 20' 11" 2T-7" 25'-10" 23'-10" 30'-7" 28' 8" 26' 4" 9" 27' 26'-0" 23' 11" 31'-5" 29'-G' 27'-1" 34'-10" 32'-8" 30' 1" 25 10 25'-6" 24'-2" 22'-6" 29'-0" 27'-6" 25'-7" 32'-2" 30'-5" 28'-4" 29'-2" 27'-7" 25'-9" 33'-1" 3V-4"!29'-2" 36'4" 34'-8" 32'-4" 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26'-1" 24'-2" 30'-8" 28'-11" 26'-9" 27'-10" j 26'-3" 24'-4" r28 29'-9" 27'-6" 34'-11" 32'-11" 30' 6" 24" o.c. 30 10 24'-5" 23'-1" 21'-7" 27'-9" 26'-3" 24'-6" 30`-9" 29'-1" 27'-2" 27'-11"126'-5" 24'-8" 29'-11"'28'-0" 35'-0" 33'-2" 31'-0" Snow 30 15 23'-4" 22'-1" 20'-6" 26'-T' 25'-1" 23'-4" 27'-4" 26`-1" 24'-5" 26'-9" 125'-3" 23'-5" 28'-7" 26'-7" 33'-7" 31'-8" 29'-5" 5% 40' 10 22'-2" 21'-3" 20'-1" 24'-9'' 24'-1"' 22'-10' 24-9"24:-1' 23'-1'' 2524-4" 23' 0" 27'-7", 26' 1" 30' 11" 30'-0" 28'-10" 40 15 21'-10'' 20'-8" 19'-3" 22'-5'' 21'-6" 20 -5" 22'-5" 21'-6" 20'-5" 24'-11" 23'=7" 22'-0." 27'-9" 26'-8" 25'-0" 28'-0" 26'-11" 25'-6" 50 10 50` 15 20'-6" 19 0" 19 8 18 4 18w9 17'-6 20 8". 19 0;' 20 2 18 4. T-6" 17 6 20 8 1.9, 0 20 2 18'4 19 6': 17 6"' 23 5 a22 23 4.-j 6 21=5 22 420'=11 25 T 24 1 23-6' 22 9„rµ21 24 1' 8' 25' 79! 25 2 24 23 8 22;11 21 Bz Ise Cascade BVP • E-4em Specifier Guide . 08/04!2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) y r Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI° 4500s 18"'<Serle` 13/" Flange Width 9'l" BC;I® 4500s 1.8 '' 117/." BCI® 4500s 1.8 14" BCI F 4500s 1.8" 16" BCI® 4500s 1.8 Total Load 1 Deflect: Total Load Deflect. Total L1Deflect.. Total Load Deflect: Span Length Sriow 115% Non-` - Snow 125% C' L/240 Snow 115% Non- ! Snow ', 125% i L/240 1oatl Non- Snow Snow 115%), 125% L/240 Snow 115% Non - Snow 125% 0240. 6 315 7343 !.` - 338 367 - 353 883 356 387 - 7 270 294 .' - 289 315 I - 302. 329 305 332 8 236 257 1 253 275 j - 264.- 287 267 290 - 9 210 228 - 225 245 - 235 255 237 258 - 10 189.. 205 - 202 220 - 21,1: 230, 214. 232 - 11 172 187 - 184 200 ( - 192 209 194 211 - 12 1.47 160 1' - 169 183 - 1,76: 191 178 193 - 13 125 136 - 156 169 - 162 177 164 179 - 14 108 118 j 107 139 151 j - 151 164 152 166 - 15 94 102 88 121 131 - 141- 11' r 41 I 1.53 142 155 - 16 83 90 73 106 115 - 126 137 133 145 - 1713. 80 61 : 94 102 - 1,11' 1,21 125 136 - 18 65`" 67 j 51 84 91 - 99' 108 j - 113 123 - 19 5,8: 58 44 75 82 I 73 89 -- 97 102 111 - 20 49 49 j' 38 '` 68 74 63 80, 87 92 100 - 21 43 43 i 33 61 67 54 73r79 I - 83 90 - 22 56 61 47 66 `72 76 82 - 23 51 54 I 42 61 69 75 - 24 47 48 37 56 6 0 54 64 69 - 25 43 43 32 51" 56 48 59 64 - 26 , 27 47; 51 44_'-" 48 ( f- 42 - 38. 54 50 59 - 54 - 28 41, 44 34 .", 47 51 46 29 43 47 41 30 40 44 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Eoise C. as cade EVIP, Eastern Spec) tier ! ..r 08110/ , 22' i 5 Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least %4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3M/" per foot or less. For steeper slopes, see pages 15-18. BCI° 5000s 1.8 Series 2" Flange Width _ 9'/" BCI®`5000s 1`.8 11'/8" BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load j :,Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non -Snow I 125% i. ; ;,L/240 Snow 115% Non -Snow 125% L/240 Snow 115% Non -Snow 125% . L/240 6 315 343 f - 338 367 353 I 383 7 270 294 - 289 315 302 329 8 236 257 j - 253 275 264 287 9 210 228 - 225 245 j - 235 255 10 189 1 205 ' "' - 202 220 211 230 11 172 187 - 184 200 192 209 12 157 1`71 - 169 183 176 191 13 145 I 158 - 156 169 162 177 14 125 136 j" 120 144 157 151 164 15 109 118 98 135 147 141 153 16 95 104 81 122 133 132 143 17 85 89 68 108 118 1- 124 135 18 75 j 76 i 58 96 105 114 124 19 65 65 j 49 87 94 82 1.03, 112 20 56 56 42 78 85 I 71 93 I 101 21 48 F 48 37 71 77 61 84 91 22 4242 32 64 70 54 76 83 I - 23 59 62 -... 47 70 76 68 24 I 54-- 54 41 64 70 60 25 48 48 37 59 I 64 54, 26 43 43 33 55 i 59 48 27 51: - 55 43 28 47 50 38 Bo -se Cascade EWP Eastern Specifier Guide ^ 08/04Y2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) t; Use of these tables should be limited to roof slopes of 3'/2' per foot or less. For steeper slopes, see pages 15-18. w. BCI° 6000§ 1.8`Series 25/16" Flange Width 91/" BCI® 6000§1.6 z 11'/" BCI18'6000s 1.8 14"BCI®6000s 't.8' 16" BCI® 6000s 1.8 Total Load Deflect.. Total Load Deflect. Total Load Deflect:: Total Load Deflect. Span Length Snow 115% Non-' Snow 125% , L/240,;. Non- Snow Snow 115% 125% L/240 Snow 115% .. Non- Snow 125% L/240 .. Non - Snow Snow 115% 125% L/240 6 360 392 - 375 408 - 390 424 398 432 7 30.9 336 !` - _ 322 350 - 334 364341 371 8 270 294 1` - 281 306 293 318 298 324 9 240 261 - 250 272 I - 260 283 265 288 10 246 236" 225 245 - 234 254 238 259 11 196 213 - 204 222 - 213 I 231 217 236 12 180 I'196 187 204 - 195 212 i - 199 216 13 166. 180 j: - 173 188 - 180 196 183 199 14 14,5 158 135. 161 175 - 167 182 170 185 15 126 137 111 150 163 - 156 169 159 173 16 11`1 121 92- 140 153 - 1.46; 149 162 17 98 101 i 78 126 137 - 137 149 140 152 18 19 86 744 86 66,. 74 56 112 122 1 108 101 110 ! 92 130, 120 141 130 132 144 125 136 20 63 63 j 48 '' 91 99 j 80 108, 117 119 129 21 55 55 42 83 90 69 98 107 112 122 22 48 48 36 75 79 i 60 89. 97 I 88 102 111 23 42'A2 32 ':° 69' 70 53 82:_1_ I 89 78 93 101 24 61 61 47 75 81 I":68 86 93 25 54 54 42 6& X, 5 61, 79 86 2649 49 ! 37 64 69 54 73 79 27 43 43 33 59, s 63 r,48 67 73 65 28 55' 57 I 44 63 68 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Boise Cascade EVvF , Eastern '.,oadfier Gi ie < 08/04,2015 Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least Y4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3'/2' per foot or less. For steeper slopes, see pages 15-18. BCI° 6500s 1.8 Series 2'16" Flange Width 9%2' BCI® 6500s 1.8 11'/" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect.' Total Load j Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- I Snow 125% L/240 ; Snow 115% Non- I Snow ( 12511% L/240 Non- Snow Snow 115% 125% L/240 Non - Snow Snow 115% 125% L/240 6 360 392 - 375 408 - 390 424 i - 398 432 i - 7 309 336 j - 322 350_ - 334 364 - 341_ _371 8 270 294 j — — 281_ 306 1 —_293 318 - 298 324 9 240 261 1 - 250 272 1 260 283 I - 265 288 10 11 216 196 j 23355 213 w - 225 204 245 - 222 - 23_4 254 - 213 231 j - 238 259 217 236 12 180 1 196 - 187 204 195 212 - 199 216 13 166 180 - 173 18_8 180 196 - 183 199 14 154 1 168 j 147 161 175 167 182 - 170 185 15 140 152 121 150 163 - 156 169 - 159 173 16 123 132 101 140 153 - 146 159 1 - 149 162 17 109 111 11 85 132 144 - 137 149 - 140 152 18 94 9472 125 135 118 130 141 - 132 144 19 80 80 _ 61 112 122 101 123 134 - 125 136 20 69 69 53 101 110 87 117 127 I - 119 129 21 ___6_0_T'_60__ 46 91 99 76 108 118 ! - 113 123 22 23 52I 461 52 I 40 46 1 35 83 76 87 ; 66 76 58 99 107 96 90 98 84 108 118 103 112 24 41 1 41 1 31 67 67 51 83 90 74 95 103 25 60 60 1 45 76 83 66 87 95 26 53 53 40 71 77 59 81 88 79 27 47 47 X36 65 69 53 75 81 71 2843j43 1 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 31 51 51 39 46 46 35 - 60 666 57 62 52 j 47 32 I 42 42 j 32 53 56 43 33 50 51 39 34 47 47 36 35 j 43 43 i 33 Boise. Casca6e EVVP • astern Specifier Guice ^ 08/04/20', 5 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) t 0 Use of these tables should be limited to roof slopes of 3'/2' per foot or less. For steeper slopes, see pages 15-18. BCI° 60s 2.0 Series 25/,6" Flange Width BCI° 90s 2.0 Series' 3'/?'. Flange Width , 11'/8.' BCI® 60s 2.0 14" BCI® 60s2.0 16" BCI® 60s 2.0 a.. 11'/e'`BC16 90s`2.0 14" BC1® 90s 2.0 16" 80`90s 2.0' Tot I Load IDeflect. Total Load iDefiect. Total 6 ad 6eflect. Total Load DeflPct Total Load befled Span Length 6 Snow o 413` Non- Snow 0115%)1(12.50%),0 449 ` 1 Snow 413 Non- Snow 449 Snow 413 Non- Snow 0 449 Non-,_ Snow now. o M25o 507 `! 551 , f Snow 0 510 Non Snow 0 555 - Snow 0 514 Non_.I Snow - o{ 559`'' 7 354, 385`' 354 385 354 385. 434J 472 437 476 - 441 4791 8 309 336'_ 309 336 309 336` 380 3 ; 413 383 416 - 385 419 9 275 299' 275 299 275 299 338 367 340 370 - 343 372- 10 247 269 247 269 247 269 304: 330`, 306 333 - 308 335 11 225 245 225 245 225 245 276-.300 278 302 - 280 305 12 206 224. 206 224 206 224 253;1 275 255 277 - 257 279 13 190 207 190 207 190 207 --_- 234. 254 235 256 - 237 258.' 14 177 192 177 192 177 192 217 236 218 238 - 220 239 15 165 179- 179 165 17,9 202.=220 204 222 - 205 223.` 16 154 168 154 168 154 168 190 1 206 191 208 - 192 209 ,l 17 145 158e, 145 158., 145 158 178= 194. F , - 180 196 - 181 19_7 18 137 149' 137 149 137 149 169 183 170 185 - 171 186` 19 130 141. 123 130 141 130 141 160. 7 161 175 - 162 176. 20 121 134_ 106 123 134 123 134, 52 1 165e 153 166 - 154 167°- 21 118 121- 92 118 128 118 128 144 157 134 145 158 - 147 159' 22 106 1 06: 81. 112 122 112 122.' 138` 150 4118, 139 151 - 140` 152.- 23 93 ` 93 71 107 117 103 107 117 12 136 104 133 144 - 134' 145 24 82,- 1 82' 63 103 112 91 1,03 112; 120 J120 92 127 138 - 128 139.., 25 IS' 73 56 99 106 81 99 1'07,' 3` 107 `'` 107 82 122 133 117 123 134 26 65 65.- 50, 94 94 72 95 103 96. 96 ; 73 117 128 104 118 129,'_ 27 58, 58` 44- 85 85 65 9:1 99, 8TH 86e;- 86 -,- 65 113 123 94 114U 12'4; 28 52_ 52 40 76 76 58 88 96` 78` 71 1 77 59 109 110 84 110 119' 29 30 47y; 43`' 411,y 43' Mj 32 69 62 69 7 62 52 47 85 82 92 84 71 64 70 E- 70 66 53 48 100 91 100 76 91 69 106 102 115 111'''' 102 93 31 56 56 43 76 76- 58,, 57,.x' 57 44 82 82 63 99 108 85 32 r. r 51 51 39 69 69 53<< 52 ;r 52 40 75 75 57 96 101; 77`' 33 47 47 336 63 63 48= 48 -11 48 36 69 69 52 92- 92 71 34 43 43 33 58 58; 44, 44 ';r 44 33 1 63 63 48 85 85;1: 65 35 53 53 41` 40 __ 40 i"o 31 58 58 44 78 78`` 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Boise Cascade EAP < Eastern Suecifier Guide • 08/04`2u 15 Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least Y4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. BCI® Joist Series Depth inches] Weight plf] Moment ft -lbs] EI x 10 6 Ib;An2] K x 106 lbs] Shear lbs] End Reaction [lbs] Intermediate Reaction [lbs] 1'/" Bearing 3'/" Bearing 3'/ Bearing 5Y1 Bearing No WSM WSt2) No WSO) WS(2) No WSM i WS(2) I No WSM WS() 4 3 9'/z 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 2525 2750 4500s 11'/8 2.4 3025 260 6 1625 950 1425 1425 1475 2250: 2850 2525 3000 1.8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 l; 3050 2525 3200 16 3.0 4090 515 9 1975 950. 1625 1475 1975 2400 3200 2525 3350 9%2 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 2525 2750 5000s 11'/8 2.6 3485 295 6 1625 950 1425 1425 1475 2250 28501 2525 3000 1.8 2.9 4130 430 8 1825 950 1525 1475 1725 23501 3050 ' 2525 320014 16 3.1 4715 580 9 1975 950. 1625 1500 1975 2400 3200 2525: 3350 9% 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6000s 11'/8 2.8 4060 335 6 1675 1175 1425 1425 2500 2850 2900 , 3000 1.8 14 3.1 4815 490 8 1925 1175 1475 1525 1525 1725 2600 `: 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 t 2950:3350 9%2 2.7 3505. 220 5 1575 1175 1375 1375 1425 2400 2650E 2700 2750 6500s 11'/8 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 12900 3000 1.8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950: 3350 11% 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 ! 3200 3250 60s 2.0 14 3.5 7440 660 8 1925 1175 15_25 1525 1725 2750 3450 3200 3650 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 3200: 3750 11% 4.3 9550 675 7 2150 1425_ 1850 1800 1950 3375 3700 4000 4350 90s 2.0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 ! 3850 4100 4450 16 4.9 13050 1330 9 2550 1475 2150 1900 2350 3425 4000 4200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. e Design values listed are applicable for Allowable Stress Design (ASD). e No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) 0 = 5W14 W 1 384 EI + K 4 = deflection [in] w = uniform load [Ib/in] 1 = clear span [in] EI = bending stiffness [Ib -int] K = shear deformation coefficient [Ib] BCI°_Closest Allowable Nail Spacingn Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines , Narrow Face) Nail Size All BCI® Joists . Nailing Perpendicular to'. Glue Line (Wide Face) Nailing Parallel to Glue Line (Narrow Face O.C. Spacing inches End of Joist inches O.C. Spacing End of Joist inches inches 8d Box' (0.113"0 x 2.5') 2 1'/z 4 1'/2 8d Common (0.131 "0 x 2.5") 2 1'/2 4 3 10d &^12d Box (0.128"o x,3", 3.25') 2 1'/2 4 3 16d Box (0.135"o x 3.5") 2 1'/2 4 1 3 10d & 12d Common & 16d Sinker. (0.148"o x;3", 3.25') 3 2 6 4 16d Common 0.162"e x 3.5" 3 2 6 4 RCI® nianhranm TahlP (1) NOTES If more than one row of nails is used, the rows must be offset at least inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI® 60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306.3.1 of the IBC or Table 23 -II -H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade EN/P • Eastern Speeifier Guide. 08/0412 0 1 5 Diaphra""m Capact (2) (3) [Ili/ft] BCI Series' Unblocked Blocked 4500s, 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edgesinbuildingcode 6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered @ panel edgesinbuildingcode 60s, 90S As permitted for 3x framing As permitted for 3x framing in building code with nail in building code spacing no closer than 3" o.c. NOTES If more than one row of nails is used, the rows must be offset at least inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI® 60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306.3.1 of the IBC or Table 23 -II -H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade EN/P • Eastern Speeifier Guide. 08/0412 0 1 5 Boise Cascade Rimboard Product Profiles W/2" 117/8" 14" 16" 1 11 111'/e" 1 15/,s" 13/rr BC RIM BC RIM VERSA—LAM® VERSA—LAM® BOARD® OSB BOARDO* 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. Perpendicular Parallel V BC RIM BOARD® (2) 1'W BC RIM' 1" BC RIM BOARD11OSB a) BOARD® OSB (2) Allowable Design Values 13/." VERSA -LAM" 2.0,31000)_ fi" dia through bolts (ASTM A307 Grades A&B, SAE 3 3 3 Exterior Wall Sheathing 1429 Grades i or 2, or higher with washers and nuts) See chart for vertical load capacity. See chart for vertical load capacity. Max. 15/32" thickness or 3i"dia lag screws(full penetration), staggered 3 Compression BCI-/AJSe Joists Min. connection for 40/10 psf deck loading: Perpendicular or Deck Joist Length Connection 3 3 parallel to rim 12'-0" & less 2 rows W bolt or lag screw, 3 24" o.c. (300 plf max:) Modulus.of 12'-1"-18'-0" 2 rows W bolt or lag screw, 6 Uniform max.) Latera 'Capacity f Note: Shear to Grain For snow loads greater than 40 psf, and/or dead loads greater than 10 size connection max off values shown If Ib psf, per above. G f `•r"'s r A rf `"' q"`o Treated Ledger- Use only fasteners that ate approved for userw1! OARD ®121, V BC RIM B - with corresponding wood treatment. 3500 r ao Limited span capabilities, see. note 2 1' BC RIM BOARD OSB (1 BOISE CASCADE* Rimboard Notes: 4400 I 3500 Design of moisture control by others (only structural components shown above). Limited span capabilities, see note 2 1'/16" VERSA7LAM01.4 18001'1 For information on deck lateral load connections to meet the 2009/2012 IRC, contact Boise 4450 Permitted per building code for all nominal. Cascade EWP Engineering. Min. 8d nails at 6" o.c. per IRC. Min. 8d nails at 6" o.c. per IRC. For use of proprietary screws to attach ledger, consult screw manufacturer literature. Connection per design professional of Connection per design professional of For further information on residential deck design, see AWC DCA 6, Prescriptive record's specification for shear transfer. record's specification for shear transfer. Residential Wood Deck Construction Guide. Bo se.Cascade Rimboard Propert es Closest Allowable: Nai[Spacing;_, Narrow Face [in] Vertical Load V BC RIM BOARD® (2) 1'W BC RIM' 1" BC RIM BOARD11OSB a) BOARD® OSB (2) Allowable Design Values 13/." VERSA -LAM" 2.0,31000)_ Capacity 3 3 3 3 8d Common (0131"b:x 2,5"), 3 3 3 3 Compression See publication in note 2 for further nailing information. 3 3 16d Box ; (0.135"0'x,3.5");„ 3 Maximum FloorDiap' ragrn . 1010 & 1210 Common & 16dSinker. _(Q -1-4K x 3" 3_25 ' 16d Common (0.162"0 x 3.5") Modulus.of Horiiontal- Perpendicular 6 Uniform Point Latera 'Capacity Flexural Stress Elasticity, Shear to Grain Product If Ib Ib/ft ,Ib/int Ib/int Ib/in lb/in OARD ®121, V BC RIM B - 3300 3500 180 Limited span capabilities, see. note 2 1' BC RIM BOARD OSB (1 1'78" BC RIM BOARD"' OSB (2) 4400 I 3500 180 Limited span capabilities, see note 2 1'/16" VERSA7LAM01.4 18001'1 6000 4450 Permitted per building code for all nominal. 1800 1,400,000 225: 525 2'' thick framing floor diaphragms 1W VERSA-LAMO 2.0 3100 (1) 5700 4300 Permitted per building code for all nominalpg - 3100 2,000,000 285 750 2 AN& framing floor dia hra ms Closest Allowable: Nai[Spacing;_, Narrow Face [in] Product V BC RIM BOARD® (2) 1'W BC RIM' 1" BC RIM BOARD11OSB a) BOARD® OSB (2) 15/is' VERSA -LAM 1.4 180001 13/." VERSA -LAM" 2.0,31000)_ 8d Box (0.113"o x 2.5") 3 3 3 3 8d Common (0131"b:x 2,5"), 3 3 3 3 10d & 1210 Box (0.128 o x`3°, 3.25') See publication in note 2 for further nailing information. 3 3 16d Box ; (0.135"0'x,3.5");„ 3 3 1010 & 1210 Common & 16dSinker. _(Q -1-4K x 3" 3_25 ' 16d Common (0.162"0 x 3.5") 4 4 6 6 uofse Cascade E"P • Eastein Specifie Guide • 08/04/21 '5 Notes 1. See ICC ESR 1040 for further product information. 2. See Performance Rated Rim Boards, APA EWS W345K for further product information. An Introduction to VERSA -LAMS Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. VE.RSA-LAM°:.BeamArchiteS.pctural e;cifications Scope: This work includes the complete furnishing and installation of all VERSA - LAM® beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. Design: VERSA -LAM® beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing code evaluation service's report and section properties based upon standard engineering principles. Verification of design of the VERSA -LAM® beams by complete calculations shall be available upon request. Drawings: Additional drawings showing layout and detail necessary for determining fit and placement in the buildings are (are not) to be provided by the supplier. Fabrication: VERSA -LAM® beams shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: VERSA -LAM® beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAM® beams are to be installed in accordance with the plans and Boise Cascade EWP's Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to assure adequate lateral support for the individual beams and the entire system until the sheathing material has been applied. Codes: VERSA -LAM® beams shall be evaluated by a model code evaluation service. µAlhowa.b,lee Holes . win VERSA LAM° Beams–_. Y—_... Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/z " 3/ 4" 7'/4" 1" 9%" and greater 2" 1/3 Depth I 1/3 Depth th 1V_ 1/3 Span 1/9 Span __ V_ End Bearing Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification® for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Boise Ccsrade E' JP • Eastern Specifier Guide • 0310: Bearing at concrete/masonry walls Maximum Uniform Side Load [plf] - Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and34" lateral restraint air space 2 rows 16d Sinkers @ 12" o.c. Strap per code if top plate is not continuous over header. Verify hanger capacity with hanger** at bearing. required betweenmanufacturer> concrete 2 rows @ 12" o.c. I staqqered VERSA -LAM® column 1'/°" VERSA -LAM" (Depths of 18'' and less) 2 1 470 705 505 1010 2020 560 1120 2245 3m 1 350 525 375 755 1515 1 420 1 840 1685 4(3) and wood. 3 rows 16d box/sinker nails '@ 12 o.c. Column connector 4 rows 16d box/sinker nails 12" o.c. 1%" VERSA -LAM® (Depths of 24") Number Nailed (1) 'A" Dia. Through Bolt(') W Dia. Through Bolt(') of Members per design 2 705 940 755 1010 1515 840 1120 1685 3 m Trimmers 1 professional 1 of record Slope seat cut 855 plf Bevel cut r Beam to concrete/masonry walls 3 rows /: bolts @ 24" o.c., staggered every 8" Bearing framing into wall a t Wood top plate must be flush Sloped seat cut. Not to exceed inside face 1 I I L= with inside of wall Hanger s `$ ? Strap per code if top plate is not •. continuous of bearing. DO NOT bevel cut VERSA-LAM® A, beyond inside face of wall without approval from 1 ' Blocking not for Boise Cascade EWP Engineering1 Moisture barrier between 1 ' 1shownclarity. or BC CALC® software analysis. concrete and wood VERSA -LAM" Installation Notes Minimum of %" air space between beam and wall pocket or adequate barrier must be provided between beam and concrete/masonry. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in your region's Specifier Guide. VERSA -LAM" beams are intended for interior applications only and should be kept as dry as possible during construction. Continuous lateral support of top of beam shall be provided (side or top bearing framing). 1. Design values apply to common bolts that conform fo ANSI/ASME standard 616.21-1981 (ASTM A307 Grades A&B, SAE J42 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2' for''/,' bolts and 2'/:' for `/.' bolts. Bolt holes shall be the same diameter as the bolt. 2. The nail schedules shown apply to both sides of a 3 -member beam. 3. 16d box nails = 0.135' diameter x 3.5' length, 16d sinker nails = 0.148' diameter x 3.25' length. 4. 7' wide beams must be top -loaded or loaded from both sideslessersideshallbenolessthan95% of opposite side). oe o.••o roe a ,, For top -loaded beams and beams with side loads with less than those shown: Maximum Uniform Side Load [plf] - Depth Nailed (3) Dia. Through Bolt (1) Dia. Through Bolt(') Number of Members 2 rows 16d Sinkers @ 12" o.c. 3 rows 16d Sinkers @ 12" o.c. 2 rows @ 24" o.c. I staggered 2 rows @ 12" o.c. staggered 2 rows @ 6" o.c. staggered 2 rows @ 24" o.c. staggered 2 rows @ 12" o.c. I staqqered 2 rows @ 6" o. c. sta eyed 4 rows 16d box/sinker nails @ 12" o.c. 1'/°" VERSA -LAM" (Depths of 18'' and less) 2 1 470 705 505 1010 2020 560 1120 2245 3m 1 350 525 375 755 1515 1 420 1 840 1685 4(3) use bolt schedule 335 670 1345 370 1 745 1495 3 rows 16d box/sinker nails '@ 12 o.c. 3%s" VERSA -LAM® i 2(3) use bolt schedule 855 1 1715 1 N/A 1125 1 2250 1 N/A 4 rows 16d box/sinker nails 12" o.c. 1%" VERSA -LAM® (Depths of 24") Number Nailed (1) 'A" Dia. Through Bolt(') W Dia. Through Bolt(') of Members 3 rows 16d 4 rows 16d 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ Sinkers @ Sinkers (g 24" o.c. 8" 18" o.c. 6" 12" o.c. 4" 24" o.c. 8" 18" o.c. 6" 12" o.c. 4" 12" o.c. 12" o.c. staggered staggered staggered staggered staggered staggered 2 705 940 755 1010 1515 840 1120 1685 3 m 525 705 565 755 1135 630 840 1260 4A use bolt schedule 1 505 670 1010 560 745 1120 1. Design values apply to common bolts that conform fo ANSI/ASME standard 616.21-1981 (ASTM A307 Grades A&B, SAE J42 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2' for''/,' bolts and 2'/:' for `/.' bolts. Bolt holes shall be the same diameter as the bolt. 2. The nail schedules shown apply to both sides of a 3 -member beam. 3. 16d box nails = 0.135' diameter x 3.5' length, 16d sinker nails = 0.148' diameter x 3.25' length. 4. 7' wide beams must be top -loaded or loaded from both sideslessersideshallbenolessthan95% of opposite side). oe o.••o roe a ,, For top -loaded beams and beams with side loads with less than those shown: Plies.. Depth Nailing (') Maximum Uniform Load From One' Side Depths' 1P/" & less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf 2) 1'/°" plies Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 plf D766ths.11% &;less 2,r6ws 16d box/sinker nails -@ 12" o.c 300 plf- " 3) 1'/°" plies m Depths'14 - 18"' 3 rows 16d box/sinker nails '@ 12 o.c. 450 plf Depth ;= 24".. 4 rows 16d box/sinker nails 12" o.c. 600 plf Depths 18" & less 2 rows Yz' bolts @ 24" o.c., staggered 335 plf 4) 1'/°" plies Depth = 24" 3 rows'/" bolts @ 24" o.c., staggered every 8" 505 plf Depths 18" & less 2 rows':" bolts @ 24" o.c., staggered 855 plf 2) 3'/" plies Depth 20" - 24" 3 rows /: bolts @ 24" o.c., staggered every 8" 1285 plf 1. The nail schedules shown apply to both sides of a 3 -member beam. 2. 16d box nails = 0.135' diameter x 3.5' length, 16d sinker nails = 0.148' diameter x 3.25"length. 3. Beams wider than 7" must be designed by the engineer of record. 4. All values in these tables may be increased by 15% for snow -load roofs and by 25% for non -snow load roofs where the building code allows. 5. Use allowable load tables or BC CALC® software to size beams. 6. An equivalent specific gravity of 0.5 may be usedwhen designing specific conytions with VERSA -LAM . loise Cascade EVVP . =astern Specifier Guide • 08/04 ?v.5 7. Connection values are based upon the 2012 NDS. 8. FastenMaster TrussLok, SimonStrong -Tie SDW or SDS, and USP WS screws may also be used to connect multiple member VERSA - LAM' beams contact Boise Cascade EWb Engineering for further information. Designing Connections for Multiple VERSA -LAM° Members When using multiple ply VERSA -LAM® beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple -ply VERSA -LAM® floor beam. Given: Beam shown below is supporting residential floor load 40 psf live load, 10 psf dead load) and is spanning 16'-0". Beam depth is limited to 14". _ n Find: A multiple 13/." ply VERSA -LAM"' that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14'/2+18'/2=16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC®to size beam. A Triple VERSA -LAM® 2.0 3100 1'/°" x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side the right side in this case). Max. Side Load = (18'/ 2) x (40 + 10 psf) = 450 plf 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 13/." VERSA -LAM®, 3 members. 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed: 3 rows 16d sinkers @ 12" o.c: 525 plf is greater than 450 plf OK Bolts: Yz' diameter 2 rows @ 12" staggered: 755 plf is greater than 450 plf OK VERSA-LAMO 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft) 1'/."VERSA-LAM® 2.0 3100 Double Ply 1W VERSA-LAM02.0 3100 or 3'/" VERSA -LAM 2.0 3100 Triple Ply 1%" VERSA-LAM®2.0 3100 or 5'/." VERSA -LAM 2.0 3100 Quadruple Ply I%" VERSA- LAM' 2.0 3100 or 7" VERSA -LAM 2.0 3100 7%" 9%" 111'/a" 14" 71/4' 91/1' 11%" 14" 16" j 18" 124" 9Yz" 1 11M." 1 14" 1 16" 1 18" 20" 1 24" 11%'. 1 14" 1 16" 1 18" 1 20" 1 24" 763 1063 1424 1 1795 1525 2126 i 2849 3590 4387 5232 1 5226 6580 17848 ! 7845 7838 5697 7179 8773 10463 j 10459 10451 6 762 1525 1 3! 1.814.4 2.4/6.1 33182!4.1110. 1.8/44 2.4/6.113.3/8.24.1/10.35/12.6! 6115 6115 5/12.61 6/15 1 6/15 6/15 3.3/8.2,4.1/10.3,5/12.6 6115 6/15 1 6/15 479 1 746 1 979 1207 957 1 1492 1957 1 2414 1 2886 3402 3913 2237 11 2936 1 3622 1 4328 ( 5103 1 5876 5870 3914 1 4829 1 5771 1 6803 7834 7826 8 322 1 724 1 - 643 1447 1 2171 1.5/3.7 2.315.7 3/7.5 13.7/9.3 1.513.712.3/5.71 3/7.5 3.7/9.3;4.4/11.1! 5.2/13 6/15 2.3/5.711 3/7.5 3.7/9.3;4.4/11.115.2/131 6/15 6/15 3/7.5 13.7/9.3;4.4/11.1i 5.2/13 j 6/15 6/15 243 1 551 745 1 909 487 1 1102 1 1489 1 1817 1 2148 ' 2502 3126 1653 1 2234 2726 3222 3753 4322 4688 2978 1 3635 4296 1 5003 5763 6251 10 165 370 724 329 741 1447 1111 2171 2894 1.5/3 2.1/5.3 2.9/7.13.5/8.7 1.5/312.1/5.312.9/7.113.5/8.7,4.1110.34.8/12 6/15 2.1/5.312.9/7.1 3.5/8.7,4.1110.3'4.8/1215.5/13.8 6/15 2.9/7.113.5/8.7,14.1/10.3;4.811215.5/13.8, 6115 182 1 418 1 665 808 364 1 825 1330 1617 1904 ! 2209 1 2839 1238 1 1995 1 2425 1 2856 1 3313 3800 4259 2659 1 3233 1 3807 1 4417 1 5067 1 5679 11 124 1 278 1 544 247 1 557 t 1087 1 - 835 1631 2175 11 - 175_/3T1_.7/4.4J_2.8/7 3.4/8.5 1.513 1.7/4.41 2.8/713.4/8.514/10.1,4.7/11.71 6/15 1.7/4.4 2.8/713.418.514110.114.7/11.715.4/13.4, 6115 2.817 3.418.5 4/10.1 4.7/11.7:5.4/13.4, 6115 139 317 585 i 728 279 1 634 1170 1 1456 1 1709 1977 2601 950 1755 1 2184 1 2564 1 2965 1 3390 3901 2340 1 2912 1 3418 1 39531 4519 1 5201 12 95 214 419 686 191.1 429 837 1 1372 643 1256 1 2058 1 i - - 1675 2745 1.5/3 1.5/3.7 271681,3.4/8.4 1.513 1.5/3.712.7/6.813:4/84 39/9914.6/11.4 6/15 1.513.7!2.716.8 3.418.4 3.919.9;4.6111.4; 5.2113 6115 2.716.8 3.418.4 3.9/9.914.6111.4; 5.2/13 6115 109 1 248 1 488 662 217 496 976 1324 1550 ' 1789 2399 744 1464 1 1986 2326 1 2683 3059 3598 1952 1 2647 1 3101 1 3577 1 4078 1 4797 13 7 169 329 540 150 337 I 659 107 F 506 988 1619 1317 2159 i.-5-1371.5/3.112.4/6.113.3/8.3 1:5/3 1.5/-3.1,2.4/6.113.3/8.313.9/9.74.5/11.21 6/15 1.5/3.1,2.416.1 3.318.313.9/9:7 5111.215. 1112.7 6/15 2.416.1 3.3/8.3 3.9/9.74.5/11.25:1/12.7 6/15 86 198 1 390 585 173 395 779 1171 1418 1 1633 2226 593 1 1169 1756 2128 1 2449 2786 3338 1558 1 2342 1 2837 3265 j 3715 4451 14 60 135 264 432 120 270 527 664 1290 - 405 1 791 1296 1935 ( - - 10551728 2580 1.513 1.5/3 2.1/5.313.217.9 1.5/3 1:5/3 2.7/5.3 3.217:9 3.819.611 4.4/11 6/15 1.513 12.1/5.313.2/7.913.8/9.614.4/11 5/12.5 6/15 2.1/5.3 3.217.9 3.819.61 4.4111 11 5/12.5 6115 70 1 160 i 316 j 509 139 320 631 1018 1307 ' 1502 1 2076 479 1 947 1 1527 1 1960.; 2253 2558 3113 1262 1 2036 1 2614 1 3003 j 3410 1 4151 15 49 110 214 351 96 220 429 703 1049 , 1493 329 1 643 1054 1573 ! 2240 858 1405 2098 2987 - 1.513 1 1.5/3 118/4.6;2.9/7.4 1.513 1 1.513 1.8A612.9 7.4 3.8/9.54.3110.9; 6/15 1.5/3 11.814.6 2.9/7.4 118/9.514.3110.9,4.9/12.3, 6115 1.8/4.612.9/7.4 3.819:5;4.3/1.0.9;4.9112.3; 6/15 57 131 1 259 j 427 113 1 262 518 854 1151 1 1390 1944 393 777 1 1281 1 1727 1 2085 1 2364 1 2917 1036 1 1708 2303 2780 3151 3889 16 40 90 J 177 1 289 80 1 181 353 579 864 11 1230 271 530 1 868 1 1296 ' 1846 707 1158 1728 1 2461 4 - 1.5/3 1.513 J 1.6/4 12.616.6 1.513 1 1.5/3: 1.614 12.6/6.613.6/8.914.3110.71 6/15 1 1.5/3 j 1.614 12.6/6.613.6/8.914.3/10.7,4.9/12.1, 6115 1.6/412.6/6.613.6/8.9,4.3/10.71'4.9/12.2- 6115 108 1 215 1 355 93 1 217 430 1 710 1 1018`11 1274 1826 1 325 645 1 1065 1 1527 ! 1911 12196 2739 860 1420 2036 2547 ! 2929 1 3652 17 75 147 241 67 151 295 1 483 720 1026 226 442 724 1081 1539 2111 589 965 1441 2052 ' 2814 1.5/3 1.513.612.315.9 1.5/3 1.5/3 111.513.6 2.3/5.9 3.3/8.4;4.2/10.5 6/15 1.513 11.5/3.612.315.9 3.3/8.4,4.2110.5 4.8/12 6/15 1.513.612.3/5.91 3.3/8.4!4.2/10.54:8/12 1 6/15 90. 180 298 77 181 360 1 596 894 ! 1134 1701 271 j 540 1 694 1 4341 1 1701 1 2051 1 2552 720 1191 1788 (2268 2735 3402 18 64 124 1 203 56 127 248 407 607 1 864 191 372 610 910 1 1296 1778 49fi 813 1214 1728 j 2371 i 1.513 1.5/3.212.115.2 1.5/3 1.5/3 1.5/3.212.115.213.1/7.8! 419.9 5.9114. 1.5/3 1.5/3.212.1/5.2 3.1/7.81 419.9 ,4.8/11.95.9/14. 1.5/3.2 2.1/5.2 3.117.81 419.9 ;4.8111.95.9114. 76 152 1 252 65 152 1 304 1 504 758 ! 1016 1592 229 457 757 1137 1524 .1863 2388 609 1009 1516.] 2032 2484 3184 19 54 105 173 48 108 211 1 346 516 735 162 316 519 774'1 1102 1512 422 11 691 1032 ! 1470 2016 1.5/3 1 1.513 11.9/4.7 1:5/3 1.5/3 1 1.5/3 1:9/4.7 2.8/7 3.7/9.45.8114. 1.5/3 1 1.513 11.914.712.8/7 8.7/9.4!4.6711.45.8114. 1.5/3 1.9/4.7 2.817 !3.7/9.4!4.6/11.45.8/14. 20 1 65 46 130 2_1.55 90 148 54 41 129 93 259 181 1 430 1 296 647 915 442 1 630 1496 1493 194_ 139 j 389 646 971 11373 1678 271 445 664 ! 945 1 1296 2243 2240 519 ^ 861 1295 1830 2237 1 2991 362 1 593 885 1260 728 2987 1.5/3 1 1.513 111.7/4.2 1.5/3 15/3 11 1.5/3 11.7/4.212.5/6.313.6/8.9!,5.8/i4.5 T5/3-1 1.513 11.7/4.212.5/6.313.618.9,14.3/_10.85.8/14.5 1.5/3 11.7-/-4-2-T-2.5/-6.313.6/8.9,14.3110... 8/14. 96 160 95 1 192 320 482 1 692 1 1304 142 1 288 1 480 1 724 ' 1038 1382 1956 384 640 965 ,j 1383 1842 2608_ 22 68 111 70 136 223 332 ^ 473 1122 104 204 334 499',:1 710 974 1683 272 i 445 665 j 947 1 1299 2244 j 1.5/3 1.5/3.5 1 1.5/3 1 1.513 11.5/3.512A 5.21 3/7.4 5.6/13.9 1.513 1 1.5/3 11.5/3.5 2.1/5.21 3/7.4 3.919.9.5.6/13: 1.5/3 1.5/3.5 2.1/5.2 3/7.4 13.919.9 5.6113. 72 1 122 71 145 243 368 `. 529 1 1092 106 217 365 552 ! 793 1095 1 1638 290 486 736 1 1057 1 1460 1 2184 24 52 86 54 165 172 256 1 365 1 864 80 157 257 384 547 750 1296 209 343 512 ( 729 1000 1728 1.5/3 i 1.5/3 1.513 1.5/3 1.5/3 1.8/4.4.2.5/6.3 5.1112. 1.5/3 1.513 1.5/3 1.8/4.4!2.5/6.313.4/8.65.1112.. 1.5/3 1.5/3 1.8/4.4112.5/6.313:4/8.6 5.1/121 1 56 I 94 188 286 412 927 80 167 282. 429 f 618 1 855 1390 223 376 572 ! 824 1 1139 1853 26 41 67 54111 2 135 201 :1 287 680 63 124 202 302 430 .590 1020 165 270 403 1 574 787 13591.51311 1.513 311:513 1.513.72.115.34.7/.11. 1.5/3; 1.513 1:513 1.5/3.7,2.1/5.32.9/7.34.7/11. 1.51311.513 1 1.5/3.7.2.1/5.312.9/7.34.7/11. 74 87 1 148 1 226 ; 326 792 61 j 130 1 222 1 338 1 489 ! 678 1188 174 1 296 1 451 652 ( 904 1584 28 r- 54 1.513 66 1.5/3 108 1.5/3 161 1 230 544 - 1.5/3.2 1.814.6!4.4/10. 51 1:5/3 11- 99 _ 162 i t.5/3 1.513 242 344 .472 816 1.5/3.2;1.814.6,2.5/6.34.4110. 132 1.5/3 216 1.5/3 322 459 1 630 1088 1.5/3.211.8/4.612.5/6.34.4/10. 30 59 44 1.5/3 68 118 1801 262 639 I- ( 54 88 131 i 187 442 11 1.5/31.5/3 1.5/3 '1.6/4 3.8195 1 102 80 1 1.5/3 1 176 1 1 132 11 1.513 1 271 J39 546 959 197 280 384 664 1.5/3-, 1.6/4 ;2.215.5 3.819.51 137 107 1.5/3 1 235 1 176 1.513 361 1 523 ( 728 1 262 373 ! 512 1.5131 1.6/4 12.2/5.5 1279 885 3.8/9.5 Total Load values are limited by shear, moment or deflection equal to L/240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to LI360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2 -ply, 3 -ply or 4 -ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1'% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Base Cascade EVVP • Eastern Specifier Guides • 08/04120,5 VERSA -LAMS 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Fiqures - Minimum Required Bearing Length at End / Intermediate SUDDorts finches/ Span ft] 1'/." VERSA -LAM® 2.0 3100 Double 3'/, y" /4" VE - LAM 2.0 31 02. 0 3100 or Triple Ply 1V" VERSAM 2.0 3100100 or Quadruple Ply 1%" ERSRSA-LAM 2 0 3M00 0 3100 or 77." 91/2" 1 11'/." 14" 7Yi' 91/2" 11'/." 1 14" 1 16" 1 18" ( 24" 91/2' 1 11%" 1 14" 1 16" I 18" 1 20" 24" 11'/," 1 14" I 16" 1 18" 1 20" 24" 878 1223 1639 2065" 1755 2446'1 32413050475232 5226 3669 4917 6195 7570 7848 7845 7838 6556 8260 10094 10463 10459 10451 6 3.8/9.4, 6/152/5 2.8/7 3.8/9.414.7/11. 2/5 2.8/7 13.8/9.414.7/11.815.8/14.5 6/15 6/15 2.8/7 3.8/9.4 4.7/11:85.8/14.51 6/15 1 6/15 6115 4.7/11.85.8/14.5, 6115 6115 598 858 j 11261389 1197 1717 2252 1 2779 3321 3915 3913 2575 3379 4168 4981 5872 5876 1 5870 4505 5558 6642 7829 7834 7826' g 482 965 18146T26/66...3.5/8.614:3110. 1.8/4.6 2.6/6.613.5/8.6 4.3/10..fi5.1/12.72.6/6.6 3:5/8.61d. 3/70i65.1/12.7"6/15 : fi /15.1 6/15' 3.5/8.64.3/1065.1/12.7) fi/15 6/15 6/15 326 1 637 1 857 1046 651 1 1274 1 1714 2092 1 2472 1 2880 1 3126 1912 1 2571 3138 3709 4320 4695 4688 3429 4184 1 4945 5759 6259 6251 10 247 556 494 1111 1667 1.513.112.4/6.113.318.21 4/10 t513.112.4/6.113.3/8.21 4110 14.7111.915.5113.4; 6115 2.416.113.3/8.2T4/10 4.7/11.95.5/13.8 6/15 1 6/15 3.3/8.21 4110 4.7/11.95.5/13.8 6115 6/15 244 1 526°°I 765 931-, 487 1052,1-1531 1861 j 2192 2543 1 2839 1577 2296 2792, 3288 3814 4265 4259 3062 3723 4383 5085 5687 5679' 11, . 186 418 371 835 1253' 1.5/3 2.2/5.613.2/8.1 3.9/9:8 1.5/3 2.2/5:613.2/8.1 3.9/9.84.6/11.65.4/13.4 6/152.275.6 3.218.113.9/9.84:6/11.@5.4/13.4, 6/15 6/15 3.2/8.113.9/9.814.6/11.65.4113. 6/15 6/15 12 187 143 1.5/3 424 322 2/4.9 674 628 13.1/7.8 838 3.9/9.7 374 286 1.5_/3r214.9 848 6431 1347 1256 3.1/7.8 1 1676 1 1968 1 2276 1 2601 3.9/9.74.5111.35.2/13:1 6/15 1272 965 2/4.'9-3.177:8 1 2021 1884 1 2514 1 3.9/9.74.5/11.35.2/13:1 2952 1 3414 1 3903 1 6/15 3901 6/15 2694 2512 3.1/7.8 1 3353 1 3.9/9.74.5/11.35.2/13.11 3936 1 4552 5203 5201 1 6/15 16/15 146 1 332" 573 762" 292 1 665 1 1146 1 1524 1785.1 2060 1 2399 997 1.1719 2287 1 2678 1 3089 1 3522 3598 2292 3049 1 3571 1 4119 4696 4797 13 112 1 253 494 225 506; 1 988 1 759 1 1482 1976 1.5/3 11.714.212.9/7.213.13/9.5 1..513 11.7/4.,212.917.213.8/9.5,4.5/1-1.25.1/,12.9,' 6115 1.7/4:212.9/7.2 3:6/9:5,4.5111.25.1/12.95.9/14.7 6115 2.9/7.213.8/9.5,14.5/11.25.1/12.95.9/14.7 6/15 116 265 493 674 233 1 530 1 987 1 1349 1 1634 1880 1 2226 796 1 1480 2023 2450 1 2821 3208 3338 1973 2697 3267 3761 4278 4451 14 90 203 396 648 180 405 791 1296 ' - 1 608 1187 1944 1582 2593 1.5/3 1.513.612.7/6.713.619.1 1.513 1.5/3.612.7/6.713.619.1 4:4111 5.1/12.71 6/15 1.5/3.612.7/6.713.619.114.4111 5.1112.715.8/14.4 6/15 2.7/6.7 3.619.114.4/11 P.1/12.75.8/14.4 6/15 15 . 94 73 1.5/3 215 , 423 165 322 1.5/3.112.5/6.1 586 527 3.4/8.5 188 146 1.5/3 1 429 - 329, 1.5/3.112.5/6.1 846 643 1 1173 1 1505 1730 1054 3.4/8;5'4.3110.9 5/12.6 2076' 6/15 644 494, 1.5/3.112.5/6.1 1 1268 1 1759 1 2258 2595 2946 3113 965 1581", - - _ 3.4/8.5 4.3/10.9, 5112.515.7/14.2 6/15 1691 1286 2.5/6.1 2346 3011 1 3459 3928 2108 - 3.4/8.514.3/10.4,5/12.51,5.7/14.f 4151 6/15 77 176 1 347 515 1 153 1 352 695 1 1029 ' 1327 1601 ' 1944 528 1 1042 1 1544 1 1990 1 2402 1 2723 2917 1 1389 2058 1 2653 3202 3630 3889 16 60 136 265 434 1211 271 530 1 868 1 1296 - 1 407 1 795 1 1303 1 1944 1060 1737 2593 - 1.5/3 1 1.5/3 12.2/5.413,217.9 1.513 1 1.5/3 12.2/5.413.2/7.9,4.1/10.214.9112.3 6/15 1.5/3 2.215.413.217.947111014.9/12 5. 16/ 14 6/152.2/5.4 3:2/7.91,4.1/10.24.9/12.35.6/14 6/15 63 146='1' 289 455, 127 292 1"577 1 910" 1 1173 1 '1468 1 1829 438 866 1' 1365'1 1760 1 2201 1 2531 1 2743'' 1.154 1 1820' 2346 2935 3374 1 3657 17 50 113; 221 362' 101 226 1' 442 724 , 1081 339 663 1086 1621 884 1448 2161 1.513 1.51311.914.8 317.5 1.5/3 1.513. 1.9/4.8 3/7.5 13.9/9.614.8/121 6115 1.5/3 11.914.8 3/7:5 13.919.6 4.8112 5.5/13.8 6/15 1.914.8 3/7.5 3.919.6 4.8/12 5:5/13.8 6115 53 122 242 1 399 106 1 244 1'484 799 1 1045 1 1307 1726 367 726 1 1198 1 1567 1 1961 1 2364 1 2588 968 1 1598 1 2089 1 2614 3151 3451 1g 42 95> 186 305 85 191'1 372 610 1 910 1296 ! 286 558 1 915 1 1366 1 1944 744 1220 1 1821 1 2593 1.5/3 1.5/3 11.7/4.3 2.817 1.5/3 1 1.5/3 1.7/4.3 1 2.8/7 3.6/9.14.5/11.41 6/15 1.513 1.7/4.3 2.8/7 3.6/9.114.5/11.45.5/13.71 6/15 1.7/4.3 2.817 13.6/9.114.5/11.45.5/13.7 6/15 103 j 205 339 89 1 206" 410 1 677; 1 936 1 1171 1 1634 310 1 615 1 1016 1 1404 1 1757 1 2147 1 2450 820 1354 1872 2342 2862 3267 1g1 81 ' 158 259' 72 162 316 1 519"kJ 774 1102 243" 475 1 778':1 1161 1 1653' - HJ 037 1 1548 1,2204 1 - 1.5/3, 11.5/3.8 2:516.3 1.5/3 1.5/3. 1.513.8 2.5/6:313.418.614.3/.1,0.& 6/15 1.513 1:5/3.8 2.516:3 3.4/8.64:3/10.85:3/13.1 6/15 1.5/,3.8 2.5/6:3 3.4/8.614.3/10.85.3/13.1 6115=' 88 1 175 1 289 75 176 1 350 579!1 843 1055 1 1551 263 ; 525 868" 1265 1583 1 1934 2326 699 1 1157 1 1686 1 2110 2579 3101 20 1 69 1 136 222 62 139 271 445 ( 664 945 20840 667 1 996 1418 543 889 1327 1890 1.5/3 1.513.4 2.3/5.6 1.5/3 1.5/3 11.5/3.412.3/5.613.318.2 114.1/10.21 6/15 1.5/3 1.5/3.4 2:3/5.6 3.318.214,1/10.215/12.5 6116 1.5/3.4 2.3/5.6 3.3/8.214.1/10.215/12.5 6/15 65 ``'{f 130 I 216: 54 1,30, 260 1 431i 1 649 1 869'1 1407 194 390 647 '1 973 '1303 1 1593 1 2111 520 1 862 1297 1738 2124 2,815 22 52 i 102 167 46 104 ') 204 334 ], 499 710`1 157 1,'306 501 748 1065 1461 408 668" 997 :1420 1948 1.513 1'1.513 1.914.7 1.513 1.5/3 i 1.513 1.9/4.7 2:8/7 3:719.3 6/15 1.513 1 1.513 1.9/4:71 2.8/7 3.719.3!4.5111.3 6/15 1.513 1.914.71 2.8/7 3:7/9.31,4.5/11.3 6115 1 99 1 164 98 197 1 329 1 496 1 711 1 1259 146 1 296 493 744 1066 1 1334 1 9889 395 658 992 1 1422 1 1779 1 2518 24 79 1 129 f80 157 257 384547 121 1 236 386 576 820 1125 314 515 768 1 1094 1 1500 1 1.5/3 1.6/3:9 1.5/3 1.513 1.6/3.912.3!5.9 3.3/8.3!5.9114. 1.513 1:513 1.6/3.9 2.315.9 3.3/8:314.2/10.45.9/14: 1.5131.673.9 2.3/5.9 3.3/8:34.2/10.45.9/14: 76 128 75 153 256 1 387 555 1 1069 112 229 383 580 833' 1 1132 1604 305 1 511 1 773 1 1110 1 1510 1,2139 26 1 62 101 63 124 202 1 302 1 430 1020 95185 304 453 645 885 1529 247 405 604 860 1180 2039 1 1,513 1.5/3.3., 1.513;'."1.5/3 1.5/3.31 2/5 2.817.15.4/13. 1.513 1.5/3 1.5/3.31-,2.15 2.8/7.1"13.8/9.615.4/13. 1.513 11.5113.31 2/5 12.8/7.113.8/9.615.4/13.i 1 60 101 58 i` 120 202 306 1 441 1 919. 87 1 180 1 303 459 1 661 914 1378- 240 404 612 882 1219 1 1837 28 49 811 51 99 162 1, 242 F 344 816 76 1 148 1 243 f 363 1 517 709 1224 198 324 484 689 945 1633 1.513 1.5/3 1.5/3 i 1.5/3 1 1.513 11.7/4.312.4/6.115112.6 1.513 1 1.5/3 1 1.5/3 11.7/4.312.4/6.113.418.415/12.6 1.5/3 1:5/3 1.714.312.416.1 3.418.415/12.6 81 ^ 95 161 355 1 797 68 143 242 1 369 533 738 1196 190 323 492 710 984 1594 30 : 66 80 246 132 r97 280 664 62" 1121 19&' 295 420" 576 996 161 263 393 560 768 1327 1.5/3 1.5/3 /3.7 2.1/5.314.7111.7 1,5/3..1'1.513 1.5/3 11.5/3.712.1/5.3'2.9/7314.7/71 1.5/3 1.513 11.5/3.712.1/5'312.9/7.314.7/11. Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to LI240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the.supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Boise Cascade EVVF - Eastern Speciner Guide • e&104+2015 Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2 -ply, 3 -ply or 4 -ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. VERSA -LAM° 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1'/" VERSA-LAM02.0 3100 Double Ply 1'/:' VERSA-LAM02.0 3100 or 31/V'VERSA-LAM 2.0 3100 Triple Ply 1%:' VERSA -LAM® 2.0 3100 or 5%" VERSA -LAM 2.0 3100 Quadruple Ply 1'/," VERSA-LAM02.0 3100 or 7" VERSA -LAM 2.0 3100 T/." 9%"11'/a" 14" 7%" 91/2' 113/." 14" 16" I 18" 1 24" 9%z" 1 111W,1 14" 1 16" 1 18" 1 20" 124" 11M." I 14" 1 16" 1 18" 1 20" 1 24" 954 1 1330 1782 ! 2245 1908 2660 3564 4491 5234 5232 1 5226 3990 5346 ! 6736 1 7851 1 7648 7845. 7838 7128 1 8981 10467 1 10463 10459 ! 10451 6 2.2155i3.1/7.641/10.25.1/12. 2.2I5.513.117.64.1I10.25.1/12.9 6/15 1 6115 1 6/15 3.1/7.6,41/10.25.1/12.91 6115 1 6115 6/15 j 6/15 1/10.25.1/12.9 6115 6115 6115 6/15 8 640 482 2/49 1 933 1225 1 1511 2.9/7.1 3.8/9.414,6/11. 1279 1867 1 2449 3022 1 3611 [ 3919 965 2/4.9 12.917.1 3.8/9.44:6/11.65.5/138' 8/15 3913 6115 2800 2.917.1 3674 1 4532 5417 11 5879 1 3.819.44.6/11.65.5113.8 6/15f 5876 6/15 1 5870 6115 4899 3819.4';4.6/11.65.5113:8 1 6043 1 7222 7838 6115 7834 6115' 7826 6115 326 1 693 1 932 1138 651 11386 1 1864 j 2275 1 2689 3132 1 3126 1 2079 2797 1 3413 4033 4698 4695 4688 3729 1 4550 1 5378 6263 6259 1 6251 10 247 1 556 494 j 1111 1667 1 1.513.1 2.716.6 3.618.94.4/10. 1.5/3.112.7/6.613.618.914.4/10.95.2/12.9, 6/15 6/15 2.7/6.6 3618.94.4/10.95.2/12.9 6115 6115 6/15 3.6/8.94.4/10.95.2/12.9 6115 6115 1 6/15 244 552 833 i 1012 487 1104 1665'l 2024 1 2384.' 2765 1 2839 1656 1 2498 3037 3576 1 4148 1 4265) 4259 3330 j 4049 4767 ' 5531 5687 j 5679 11 186 418 815 371 835 1631 i 1253 2446 3262 1.5/3 2.3/5.813.518.8,4.3/ 10. 1 1.5/3 12.3/5.813.5/8.8:4.3/10.115/12.6'5.8/14.. 6/15 2.315.813.5/8.8,43/10.71 5/12.6 ,5.8/14.6 6/15 6/15 3.5/8:8 4.3/10.71 5/12.65.8/14.6 6/15 6/15 187 424 1 733 912 374 1 848 1 1465 11823 2141 2475 2601 1272 1 2198 2735 1 3211 1 3713 1 3907 3901 2931 3647 1 4281 ( 4951 5209 1 5201 12 143 1 322 1 628 1 - 286 1 643 1 1256 965 1884 - 2512.) 1.5/3 2/4.9 34/84142110. 1.5/3 214.9 3.4184!4.211054.9/12.35.7/14.3111---6/15 214.9 3.4/8.4;4.2/10.549112.35.7/14.3 6115 6115 3.4/8/8.4,4.2/10.5.4.9/12.35.7/14. 6/15 6115 146 332 1 623 829 292 665 1 1247 1658 1 1942 1 2240 1 2399 997 1870 2487 2913 1 3360 3604 3598 2494 j 3316 1 3884 4480 4806 4797 13 112 253 1 494 810 225 i 506 988 1 1619 759 1 1482 2429 1976 3238 1.5/3 11.7/4.213.1/7.8;4.1110.4 1.5/3 11.7/4.2 3.147.84.1110.4i4.8112.15.6114 1 6115 1.7/4.2T3.117.8,4.1/10.4,4.8/12.115.6/14 6115 1 6/15 3.117,84.1/10.44.8112.115.6/14 6115 6115 116 265 521 734 233 i 530 1043 1 1467 1 1777 1 2046 2226 796 1564 1 2201 2666 3068 3345 1 3338 2085 2934 3554 1 4091 1 4459 1 4451 14 90 203 396 1 648 180 405 791 1296 608 1187 1944 1582 2593 1.5/3 11.513.6 2.817 419.9 1.513 j1.5/3.6 2.8/7 ( 4/9.9 14.8112 5.5/13.8,1 6/15 1.513.6 2.817 4/9.9 14.8112 5.5/13.6 6115 1 6115 2.817 419.9 4.8/12 15.5113.8, 6115 6/15 94 215 1 423 638 188 1 429 846 1276 1 1638 1882 1 2076 844 1268 1914 2456 i 2823 1 3120 1 3113 1691 2552 1 3275 1 3176341594151 15 73 165 322 527 146 329 643 ` 1054 1573 494 965 1581 2360 ' - 1286 1 2108 3146 ' - 1 513 11.513.1 2.5/6.113.719.2 1.5/3 1.5/3.1 2 5/6.113.7/9.2 4.7111.85:4/13.6 6/15 1513.1 2.516.1137/9.2 4.7111.815:4/13.6 6115 7 6115 2.516.1T, 3.7/9.2T47/11 65.4/13.6, 6/15 1 6115 77 176 347 560 153 352 695 1 1120 1443 1742 1944 528 1042 1 1680 1 2165 2613 1 2923 2917 1389 1 2240 2887 1 3484 3897 3889 16 60 136 265 434 121 271 530 868 1296 1 - 407 795 1303 1944 1 - 1060 1737 2593 1.5/3 1.5/3 12.2/5.413.518.6 1.5/3 1.513 12..215.413.518.64.4/11.115.4/13.4 6/15 1 1.513 2.2/5.4;3.5/8.64.4/11.1!5.4113.4 6/15 6/15 2.2/5.413.5/8.64.4/11:15.4/13.4, 6/15 6115 63 146 1 289 7 476 127 292 1 577 i 951 1277 1597 1829 1 438 1 866 1 1427 1915 2395 1 2749 2743 1154`': 1902 2553 1' 3193 3665 3657 17 50 113 221 362 101 T226 442 724 1081 1539 1 339 663 1086 1621 2308 884 i 1448 2161 3078 1.513 1 1.5/3 1.9/4.813.1/7.8 1.5/31 1.513 1.9/4.813.1/7.814.2/10.55.2113.1 6/15 1.5/3 1.9/4.813.1/7.8,4.2/10.55.2/13.1 6/15 6/15 1.9/4:8,3.1/7.84.2/10.55.2/13.1 6/15 6115 53 1 122 242 I 399 106 j 244 484 1 799 1137 1 1422 1726 367 726 1198 1705 1 2133 2572 2588 968 1598 2274 1 2845 3429 3451 18 42 1 95 186 305 85 191 372 610 910 1296 286 558 i 915 1366 1944 744 1220 1821 2593 1.5/3 1 1.5/3 1.7/4.3, 2.8/7 1.5/3 1 1.5/3 1.7/4.31 2.8/7 419.9 4.9/12.3 6115 1.5/3 11.714.3 2.8/7 1 4/9.9 4.9112.35.9/14.9' 6/15 1.714.31 2.8/7 1 4/9.9 14.9/12.35.9/14.91 6115 103 205 1 339 89 i 206 410 j 677 1 1016 1 1275 1634 310 615 1016 1524 ( 1912 2336 2450 820 i 1354 2032 1 2549 1 3115 1 3267 19 81 158 259 72 1 162 1 316 519 1 774 1 1102 1 243 475 778 1161 1653 2268 633 1037 1548 j 2204 3024 1.5/3 1.5/3.82.5/6.3 1.5/3 1.5/311.5/3,812.5/6.313.7/9.3,4.7/11.7 6/15 1.5/3 1.573.82:5/6.3 3.7/9.34:7./11.75.71143 6115 15/3:812.5/6.3 3.719.31,4.7/11.75.7114.3 6115 88 175 1 289 75 176 1 350 1 579 869 1 1149 1551 263 1 525 ' 868 1 1303 ! 1723 1 2105 1 2326 699 1 1157 1737) 2297 2807 1 3101 20 69 136 1 222 fit 139 271 445 664 1 945 208 407 667 996 1418 1944 543 1 889 1327 1890 2593 1.5/3 1.513.4 2.3/5.6 1.5/3 i 1.513 1.513.4!2.3/5.6 3.418.44.4/11.1 6/15 1.513 1.513.412.315.6 3.4/8.4,4.4111.115.4/13.6 6115 1.5/3.412.3/5.613.4/8.44.4/11.15.4/13.6, 6115 1 65 130 216 54 I` 130 1 260 1 431 649 1* 4/99 407 194 390 647 973,1 1393 1735 1 2111 520 1 862 1297 1857 2313, 2815 22 52 102 167 46 104 204 1 334 499 [ 157 306 1 501 748 1065 1461 408 668 997 1420 1948'; 1.5/3 1.5/3 .1.9/4.7 1.5/3 1 1.5/3 1.5/3 :1.9/4.7 2.817 7/15 1.5/3 1.5/3 ,1.9/4.7 2.8/7 f 4/9.9 4.9/12.31 6115 1.513 1.9/4.7 2.8/7 j 4/9.9 ,4.9/12.3! 6/15 1 99 7 16498 197 329 496 ± 711 1288 146 296 493 744 1066 1453 1932 1 395 1 658 992 1422 1 1937 12576 24 79 129 80 157 1 257 384 1 547 121 236 386 576 820 1125 1 - 314 515 768 1094 1500 1 1.513 11.613.9 1.513 1.513 11.6/3 .9 2.3 15.913.318.3 6/15 1.513 1.513 11.6/3.9 2.3/5:913.318.84.5/11.3, 6115 1.5/3 1.613.9 2.315.913.3/8.34.5/11.31 6/15 76 ; 128 75 153 I 256 387 555 1164 112 229 383 580 1 833 1 1150 j 1747 305 511 773 1110 1533 1 2329 26 62 101 63 124, 202 302 1 430 1020 95 185 304 453 645 885 1529 247 405 604 860 1180 2039 1.5/311.5/3.3 1.5/3 1.5/311.5/3.3 2/5 2.8/7.15.9114. 1.5/3 1 1.51311.5/3.3 2/5 12.8/7.1 3.9 / 9.715.9 14J 1.5/3 11.5/3.31 2/5 12.8/7.1 3.9/9.715.9/14. 28 1 60 101 49 81 1.5/3 1.5/3 58 120 i 202 306 1 441 1001 51 99 162 242 ' 344 816 1.5/3 1.5/3 1.5/3 1.7/4.3 2.4/6.1 5.5/13. 87 76 1.5/3 180 1 303 1 148 ' 243 1 1.5/3 1.5/3 459 ! 661 1 363 517 1.7/4.312.4/6.1 914 709 3.4/8.4;5.5/13. 1501 1224 240 1 198324 1.5/3 404 1 1.513 612 ' 882 1 484 ( 689 1 1.714.3 12.416.1 1219 1 2001 9451633 3.4/8.4'5.5!13. I 81 1 95 161 1 246 1 355 1 861 68 143 242 369 ; 533 738 j 1291 190 323 492 ) 710 984 1 1721 30 66 1.5/3 80 132 1.513 1.513 197 280 664 1.5/3.712.1/5.3 5.1/12. 62 1.513 121 198 1.5/3 1 1.5/3 295 420 1.5/3.7;2.1/5.3 576 2.917.3 996 5.1112. 161 1.5/3 263 1.5/3 393 560 1.513.7 2.115.3 768 1327 2.9/7.3 5.1112. Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALCO software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full vridth of the beam. For 2 -ply, 3 -ply or 4 -ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCO software. Boise Cascade E\,,P - Eastern Specifier Guide • 05104/2015 VERSA -LAM , & VERSA -RIM® Nailing Parallel to Glue Lines (Narrow Face)i'> Nailing Perpendicular: to Glue Lines Wde Face) ProdUCtS VERSA -LAM® 1.4 1800 Rimboard. VERSA' -LAM®. VERSA -LAM® Nail SizeO.C. 151116" 1'/4" 3%" & Wider All Products End . : O.C. End O.C. End O.C. End in] [in] . .' in] in] in] in] in], [in]' , 8d Box (0.113"o'x 2.5") 3 1'/z 2 1 2 I Yz 2- 'l 8d Common (0.131"o x 2.5") 3 2 3 2 2 1 2 1 10d & 12d Box (0.128"o x 3", 3.25") 3 2. 3 2 2 1 2 1 16d Box (0.135"o x 3.5') 3 2 3 2 '. 2 f 1 2 1 10d & 12d Common & 16d Sinker- 0.148"o x3" 3.25" 4 3 4 3 2 1 2 2 2 16d Common (0.162"o x 3.5") 4- 6 3 2 1 2 2 2 Glue Lines Narrow Face) t Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1Y.." thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset. between Offset and stagger nail rows from floor sheathing and wall sole plate. rows and stagger nails). Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA- LAM®//VERSA-RIMe. Use nails as specified by Simpson Strong -Tie. 4 VERSA LAM° Design Values - V. _ ;71 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/L)"° where L 2. This value is based upon a load duration of 100% and may be adjusted for other load durations. member length [ft]. Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (12M)", where d = member 6. Stress applied parallel to the gluelines. depth [in]. Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Poise Cascade EWP = =astern Paecifier G,jidd - 08/041 G1b Allowable Allowable Moment Allowable Allowable Moment Width Depth„: Weight Shear Moment of Inertia Width. Depth Weight . Shear Moment of Inertia Grade in in lb/ft Ib ft -lb ' in4] Grade:- in], ` in Ib/ft Ib ft -lb in 4] 0 0LO N CO w 1'/z 3'/ 1.5 998 776 5.4 5'% 8.0 5237 6830 63.3 5 '/z 2.4 1568 1821 20.8 5'l2 8.4 5486 7457 72.8 7'% 11.0 7232 12566 166.7 7'% 3.2 2066 3069 47.6 9'% 14.1 9227: 19908 346.3 3'/z 1.8 1164 1058 6.3 9'/ 14.5 9476 ' 20937 375.1 5'/z 2.8 1829 2486 24.3 7'/4 3.7 2411 4189 55.6 11'% 17.1 11222 28814 622.9 51/s 9'% 4.7 3076 6636 115.4 11% 18.1 11845, 31913 732.6 1% 0 . 0 9'% 4.8 3159 6979 125.0 14 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 207.6 16 24.4 15960 56046' 1792.0 C:) 117/8 6.0 3948 10638 244.2 00 M Q 0of J IY, 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1' 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 36.5. 23940 120549 6048.0 24 12,2 7980 40183 2016.0 1/4 1,6.6 12303 26544 461.7 5'/ 5.6 3658 4971 48.5 7'/4 7.4 4821 8377 111.1 9Yz 17.1 12635 27916 500.1 9'/4 9.4 . 6151 13272 230.8 11'/4' 20.2 14963 38419 830.6 9'/z 9.6 6318 13958 250.1 1134. 21.4 15794 42550 976.8 3'/z 711'/4 11.4 7481 19210 415.3 14 25.2 18620 58069 1800.7 11%8 12:1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 18 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36:0 26600 113904 4666.7 20 20.3 13300 56952 2333.3 24 1 43.2 31920 1 160732 8064.011 Equivalent Tension Compression Specific Gravity Modulus of Horizontal Parallel to Compression- Perpendicular to for Fastener Elasticity Bendin Shear Grain., Parallel to Grain Grain Desi n Design Property Grade E(x 106 Psi)n) Fb (psi)(2)(3) F„ (0si)(2)(4) Ft (psi)(z)i5) F ii (psi)(2) . ; F 1(psi)(1)(6) SG) VERSA-LAM®Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA -LAM® Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA -LAM® Columns 1.82750 1.8 2750 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/L)"° where L 2. This value is based upon a load duration of 100% and may be adjusted for other load durations. member length [ft]. Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (12M)", where d = member 6. Stress applied parallel to the gluelines. depth [in]. Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Poise Cascade EWP = =astern Paecifier G,jidd - 08/041 G1b E Allowable Akial Lo6dJlb) c,_ E 3 1/2 2" x 3/ 3%" x 4%" 31/2" x 51 31/2" x 51/2" 3%" x 7" 6 (U 0 _J 100% 115% 125% 100% 1 115% 125% 100% 115% 125% 100% 1 115% 125% 100% 115% 125% 4 15,265 16,750 17,650 J 219,100?90,950 22,070 22,920 25,150 26,500 24,020 1 26,350 27,770 30,57033,545 35,345 5 12,830 13,770 14,320 16,0510 J 19,260 20,670 21,505 20,185 21,660 22,530 15,690 j 27,580- 28,680 6 10,580 11,190 11,540 13,240 13,990 14,440 15,890 16,800 17,335 16,645 i 17,605 18,165 21,190 22,410 23,120 7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13,760 14,120 13,755 14,410 14,795 17,510 18,350 18,835 8 7,295 7,590 7,765 9,120 9,490 9,710 10,950 11,400 11,660 11,475 11,945 12,215 14,610 15,210 15.555 9 6,155 6,375 6,500 7,700 7,970 8,130 9,245 9,575 9,765 9,685 10,030 1 10,230 12,330 12,770 13,025 10 5,250 5,415 5,510 6,570 • 6,770 6,890 7,885 8,135 8,280 8,260 j 8,525 8,675 10,520 1 10,850 11,040 11 4,525 4,655 4,730 5,660 5,820 5,910 6,795 6,990 7,100 7,120 7,325 7,440 9,065 1 9,325 9,475 12 3,935 4,040 4,095 4,920 5,050 5,120 5,910 6,065 6,150 6,195 6,355 6,445 7,885 8,090 8,210 13 3,455 3,535 3,580 4,320 4,420 4,480 5,185 5,310 5,380 5,435 j 5,565 I 5,635 6,920 7,080 7,175 14 3 ,050 120i 3,155 3,820 3,900 3,950 4,585 4.685 4,740 4,805 4,905 4,965 6,115 6,250 6,325 3%" x 71/4" 51/4" x 51/." 51/4" X 51/2" 51/4" x 7" 51/4" x 71/4" 100% 115% 125% 100% 115% 1 125% 100% 115% 125% 100% 1 115% 125% 100% 115% 1 125% 4 31,670 34,750 36,625 5 26,615 28,560 29,705 6 34,355 37,695 39,715 36,010 39,495 41,610 7 18,140 19,005 19,505 30,700 33,170 34,625 32,165 34,750 36,280 8 15,135 15,755 16,110 27,095 28,910 29,975 28,390 30,295 31,405 36,160 38,590 1 40,000 37,450 1 39,960 41,420 9 12,770 13,225 13,490 23,815;, 25,180 25,980 24,950 26,385 27,220 31,770 33,600 1 34,670 32,910 1 34,800 35,910 10 10,895 11,240 11,440 20,950 22,005 22,620 21,950 23,060 23,700 27,950 1 29,360 1 30,190 28,960 30,420 31,260 11 9,390 9,660 9,810 18,500 19,340 19,820 19,385 20,260 20,770 24,690 25,810 26,450 2 25,570 26,720 27,400 12 8,170 8,380 8,500 16,420 17,085 17,475 17,200 17,910 18,305 21,910 22,800 23,320 22,690 23,620 24,150 13 7,165 7,335 7,430 14,640 15,185 15,500 15,340 15,910 16,240 19,540 20,270 20,680 20,230 20,990 21,430 14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 14,490 17,510 18,110 18,460 18,140 18,760 19,110 15 11,820;1 12,195 12,405 12,385 12,775 13,000 15,770 1 16,270. 16,560 16,330 16,850 17,150 16 10,690 11,005 11,185 11,200 11,530 11,720 14,270 j 14,690 14,930 14,780 15,210 15,460 17 9,715 9,980 10,135 10,180 10,460 10,620 12,960 13,520 13,420 13,790 14,010 18 8,860 9,090 9,220 9,285 9,525 9,660 11,820 13,320_t 12,130 1 12,300 12,250 I 12,560 12,740 19 8,110 8,310 8,420 8,500 8,705 8:,825 10,820 1 11,090 11,240 11,210 11,480 11,640 20 7,455 7,625 7,720 7,810 7,990 8,090 9,950 10,170 j 10,300 10,300 10,540 10,670 21 6,870 7,020 7,105 7,195 7,355 7,445 9,170 9,370 9,480 9,490 9,700 9,820 22 Allowable Design Str6ssibs Notes 1 Table assumes that the column is braced at column ends only. Effective column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions. Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design provisions of the National Design Specification for Wood Construction NDS), 2005 edition. For side or other combined bending and axial loads, see provisions of NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 101 psi Bending: Parallel to Gluelines (Beam): Fb = 2750*(12/d)1I9 psi Perp to Gluelines (Plank): Fb = 2500*(12/d)"9 psi Compression Parallel to Grain: FcII = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): F 11 = 750 psi Perp to Gluelines (Plank): Fc -L = 450 psi Tension Parallel to Grain: Ft = 1650 psi IN Allowable Design Values Product Bending Fb [Psi] Compression Parallel to Grain F. [psi] Modulus of Elasticity E [psi] Horizontal Shear Fv [psi] VERSA -STUD@ 1.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 8501300 1,300,000 150 Western Woods # 2 Grade 1 675 900 1,000,000 1 135 Notes: Design values are for loads applied to the narrow face of the studs Dimension lumber values taken from from 2012 NDS Supplement: Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. For further design information, please see VERSA -STUD 1.7 2650 Eastern Tall Wall Guide. Boise Cascace EVVP - Easlem Specifier Guide , 08/04/20 15 New BC FRAMER® represents a huge technological leap L to help you improve the efficiency and profitability of your engineered wood products business. Boise Cascade will provide you what we believe is now the industry's best design software, offering far greater productivity than even our current version of BC FRAMER®. This new software package will help your design department work faster and accomplish more. You don't get paid to do drawings, but at least now you can do them in less time, and better. Shrink design time with BC FRAMER® model sharing. Save time & prevent mistakes with best -in -industry file integration. Experience the efficiencies of BC FRAMER® whole house modeling. Draw floor and wall plans simultaneously with BC FRAMER®: Check the plan every possible way with BC FRAMER® full 3-D viewer. Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes — a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. 1 k :,! , ,.• BC CALC® is simple to use, yet robust enough to analyze most all joist, beam, and column applications. Once an analysis is run, the user may print an easy -to -read design report that displays the span and load information with the analysis results. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, and studs all in one convenient program. In addition to BCI® & AJS® Joists, VERSA -LAM®, and BOISE GLULAM®, BC CALC® also offers the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program needed to analyze structural wood members. If SIt3'!;Gi.lf # .G}R 'fi 4ee! Plprre Sf.T frit-nfdv=.Rt ab t!•3t iff4 citin 14M Boise Cascade PAP • Eastern Specifier Glide RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM: 8.0G,13 Video: Full support for DirectX 9; Single monitors, 1280x1024 512MB; Dual monitor, 1280x1024 1G13 Minimum 1024768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. Give Us il. I a Try! B — Analysis for Engineered Wood Products Boise Cascade has provided BC CALC® free of charge to the design community since 1994. COMPUTER REQUIREMENTS PC with any current version of MS Windows®, along with an internet connection. For questions regarding BC CALC®, call 1-800-405-5969 or email EWPSupport@BC.com To Download BC CALC US, https://www.bcconnect.com/bcdeployer/index.htm IV'4kY i. w a e tam., f`r e.. rr -rfa. itf 4'rr I.+nsr.' ,E..,r.w „.r•' r'S's.i..lis iaiSE411sGtET! 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M fM N33df F'+St iRIG•IRfikii!V+li#!+3&{F lii"+9CiiJl i+ktMf+T+rN K r1.f FC lRA+#i4,.4f". lltizG: V::1 tL:.ik i,T'i'Eq•:.ai'+i. b]G4CIALaY•.A4ft:ifeis'D R"^ 1:±ShlM Ytl.IIAi®Ctili:lf%Yl.f'1031M'4llM4if,3F!61f/ Rilpp.k*Aq* N: t'.T fiIwM S'x+1'iT2l+e fn Xi rttttit."JItlNf G:l3 Af:k] FM'W! ufnaw rf.•txh.et-!+?R Ly1']%aY's sJt4i1I f MP 41(IaYc?Of 9'tls4. htiafut Boise Cascade EVVP - Eastern Specifier Guide • 08/04,"2015 naming Lonnecto,-rs Simpson strong G ILISITS SUR/L Joist Depth BCI® Hanger Capacity lbs Nailin Header Joist Joist De th gCl® Hanger Capacity lbs Nailin Header Joist Joist gCl® Hanger Capacity Nailin De th lbs Header Joist 9,/z, 4500s TS1.81/9.5 993 6-10d I 9,/„ 4500s IUS1.81/9.5 950 8-10d 4500s SUR/1-1.81/9 1081 12-16d 2-10dx1Y" 5000s ITS2.0619.5 993 6-10d 1 5000s IUS2.06/9.5 950 8-10d 9,/„ 5000s SUR/L2.0619 1097 14-16d 2-1Odxt1/ 6000s SUR/1-2.3719 1343 14-16d 2-10dx1/ 6000s ITS2.37/9.5 1225 6-10d 6000s IUS2.37/9.5 950 8-10d 6500s ITS2.56/9.5 1225 6-10d 6500s IUS2.56/9.5 950 8-10d 6500s SUR/L2.56/9 1343 14-16d 2-10dx1+/" 11%8' 4500s ITS1.81/11.88 1068 6-10d 11,/„ 4500s IUS1.81/11.88 10-10d 4500s SUR/1-1.81/11 1306 16-16d 2-10dx1'/V 5000s ITS2.06/11.88 1068 6-10d 1185 5000s IUS2.06/11.88 1185 10-10d 5000s SUR/1-2.06/11 1350 16-16d 2-10dx1%" 6000s ITS2.37/11.88 1237 6-10d 65005ITS2.56111.88 1237 6-10d 6000s IUS2.37/11.88 1185 10-10d 65005IUS2.56111.88 1185 10-10d 11W 6000s SUR/L2.37/11 1385 1 16-16d 2-10dx1'/" 6500s SUR/1-2.56/11 1385 16-16d 2-10dxl+h" 60s ITS2.37/11.88 1237 6-10d 605 IUS2.37111.88 1185 10-10d 60s SUR/L2.37/11 1385 16-16d 2-10dx1+/" 90s ITS3.56/11.88 1518 6-10d I 905 IUS3.56/11.88 1420 12-1Od 905 SURIL410 1906 14-16d 2-10dx1+/" 14 4500s ITS1.81/14 1075 6-10d 14 4500s IUS1.81/14 1420 12-1Od 4500s SUR/1-1.81/14 1675_ 20-16d 2-10dx1+/2" 5000s ITS2.06/14 1081 6-10d 5000s IUS2.06/14 1420 12-1Od 5000s SUR/1-2.06/11 1693 18-16d 2-10dx1%" 6000s ITS2.37/14 1262 6-10d 6500s ITS2.56/14 1262 6-1Od 5000s IUS2.37/14 1420 12-1Od 6000s SUR/1-2.37/14 1693 18-16d 2-10dx1+/" 6500s IUS2.56/14 1420 12-1Od 14 6500s SURI/L2.56/14 1693 18-16d 2-10dx1+/" 50s ITS2.37/14 1262 6-10d 60s IUS2.37/14 1420 12-1Od 60s SUR/L2.37/14 1693 18-16d 2-10dx1'A" 90s ITS3.56/14 1520 6-10d 90s IUS3.56/14 1420 12-1Od 905 I SURIL414 2050 18-16d 2-10dx1+/" 16" 4500s ITS1.81/16 1081 6-10d 16„ 4500s IUS1.81/16 1660 14-10d I 4500s SUR/L1.81/14 1 1887 20-16d 2-10dx1%" 5000s ITS2.06/16 1087 6-10d 5000s IUS2.06/16 1660 14-10d 5000s SURIL2.08/11 1920 18-16d 2-10dx1+/T 6000s ITS2.37/16 1268 6-1od 65005 ITS2.56/16 1268 6-10d 6000s IUS2.37/16 1660 14-10d 60005 SUR/L2.37/f4 1920 18-16d 2-10dx1+/:" 65005 IUS2.56/16 1660 14-10d 16„ 6500s SURI/L2.56/14 1920 18-16d 2-10dx1+/" 605 ITS2.37/16 1268 1 6-10d 60s IUS2.37/16 1660 14-10d 60s SUR/L2.37/14 1920 18-16d 2-10dx11/2" 905 ITS3.56/16 1520 1 6-10d I I 90s IUS3.56/16 1425 14-1Od 9os SUR/L 414 2250 18-16d 2-10dxl'A" h d 0 • ! • • q 1 VB q r ms v UMITU / HU y MIU 1 ! IPA II SLSSU Joist Depth BCI® Hanger Capacity lbs Nailin Header Joist Joist Depth BCI® Hanger Capacity lbs Nailin Header Joist Joist De th gCl® Hanger Capacity Nailing lbs Headerl Joist 4500s MIT49.5 2305 8-16d 2-10WI/V 4500s MIU3.56/9 2305 1 16-16d 2-10dx1%" 4500s LSS_U125 995_1 9-10d 7-10dx1Y" 9,/„ SOOOs MIT4.12/9.5 2305 8-16d 2-10dx1+A" 9/ „ SOOOs MIU4.12/9 60006 MIU4,75/9 2305 2305 16-16d 16-16d 2-10dxt+A" 2-10dx1'A" 9+A 50005 LSSU2.08 995 9-10d 7-10dx1+/" 6000s MIT359.5-2 2305 8-16d 2-10dx1Y" 60006 LSSU135 995 9-10d 7-10dxl'f" 6500s MIT39.5.2 2305 8-16d 2-10dx1Y2' 6500s MIU5.12/9 2305 16-16d 2-10dx1'/2" 6500s LSSUH310 1425 14-1Od 7-10dx1'A" 4500s MIT411.88 2305 8-16d 2-10dx1%" 4500s MIU3.56/11 2880 20-16d 2-10dx1%" 45005 995 9-10d 7-10dx1'A" 5000s MIT4.12/11.88 2305 8-16d 2-10dx11A" 5000s MIU4.12/11 2880 20-16d 2-10dx1'A" LSSUl25 5000s LSSU2.066000s9-10d 7-10dx1'A" 6000s MIU4.75/11 65006 MIU5.12/11 2880 2880 20-16d 20-16d 2-10dxN/"995 2-10dx1%" MIT3511.88-2 2305 8-16d 2-10dx1Y" 11/• 65006 MIT311.88-2 2305 8-16d 2-10&11/2"11'/e 11 /° 6000S LSSU13535 995 9-tOd 7-lOdxl'/" 5500s LSSUH310 1475 14-10d I 7-1 Odxl'/" 605 MIT3511.88-2 2305 8-16d 2-10dx1h" 605 MIU4.75111 2600 20-16d 2-10dx1/" 90s 87.12/11.88 3800 14-16d 2-10dx1'A" 905 HU412.2 3275 22-16d 2-10dx1'/V 605 LSSU135 995 9-10d 7-10dx1'/" 4500s MIT414 2305 8-16d 2-10dx1'/" 4500s MIU3.56/14 3170 22-16d 2-10dx1Y" 905 LSSU410 1625 14-10d 12-10dx1Y2" 5000s MIT4,12114 2305 8-16d 2-10dx1'/" 5000s MIU4.12/14 3170 22-16d 2-10dx1'/" 4500s LSSU125 995 9-10d 7-10dx1'/V 14 6000s MIT3514-2 2305 8-16d 2-10dx1%" 14 6000s MIU4.75/14 3170 22-16d 2-10dx1'A" 5000s LSSU2.06 995 9-10d 7-10dx1%" 6500s MIT314-2 2305 8-16d 2-10dx1%" 6500s MIU5.12/14 3170 22-16d 2-10dx1'A" 6000s LSSU135 995 9-10d 7-10dx1'/" 50s MIT3514-2 2305 8-16d 2-10dx1'/" 60s MIU4.75114 2700 22-16d 2-10dx1F" 14 6500s LSSUH310 1600 14-10d 7-10dxN/" 90s B712/14 3800 14-16d 2-10dx1'/2" 90s HU414-2 3870 26-16d 2-10611/2" 60s LSSU135 995 9-10d 7-10dx1'A" 45005 MIT416 2305 8-16d 2-10dxt'/" 4500s MIU3.56/16 3455 24-16d 2-10dxV "' 905 LSSU410 1625 14-10d 12-10dx1'/" 5000s LBV4.12/16 2460 10-16d 2-10dx1'A" 5000s MIU4.12/16 3455 24-16d 2-10dx1%" 60005 MIT4.75/i6 2305 8-16d 2-tOdx1'A" 5000s MIU4.75/16 3455 24-16d 2-10dx1'A" For more information, calf Simpson Strong -Tie y " at 1-800.999.5099 or visit their website at wwwstrongtie.com General Notes Bold Italie hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions; contact supplier or Simpson Strong -Tie for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI® Joist end reaction capacities - whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCI® Joist slope exceeds'/."per foot. Leave V+6" clearance (%" maximum) between the end of the supported joist and the head of the hanger. At max design capacity shown, hangers may exceed standard deflection by'/az'. For proper installation of the VPA, the 2-10dx11/2" joist nails through the bend tabs must be installed at approximately a 45 -degree angle. Support Requirements Support material assumed to be Boise Cascade structural composite lumber or sawn lumber (Douglas fir or southern Pine species). Minimum support width for single- and double -joist top mount hangers is 3". Minimum support width for face mount hangers with IOdand 16d nails is 1' "and 2", respectively. 16 6500s MIT5.12/16 2305 8-16d 2-10dxV/2" 16 6500s 1111 3455 24-16d 2-10dx1'/" 60s MIT4.75/16 2305 8-16d 2-10dx1'/z" 60s MIU4.75/16 2725 24-16d 2-10dx1'/" 905 87.12/16 3800 14-16d 2-10dx1'/" 90s HU414.2 3780 26-16d 2-1OWM" x '1 ! • • • `;$ THAI VPA Joist Depth Capacity NailingJoistBCIHangerBCIlbsHeaderJoistDeth Capacity Ffastener Hanger lbs To Plate Rafter 4500s THAI1.61I22 1181 6-10d 2-10dx1'A" 4500s LSSU125 995 9-10d 7-10dxl'A' 5000s THAl2.06/22 1181 6-10d 2-10dxl'A" 9/„ 5000s LSSU2.06 995 9-10d 7-10dx1'/" 6000s LSSU135 995 9-10d 7-10dx1'/" 9A„ 6000s THA13522 1393 6-10d 2-10dx1'A" 6500s THA1322 1393 6-10d 2-10dx11,6" 6500s LSSUH310 1425 14-10d 7-tOdx1'/" 4500s THAI1.81/22 1443 6-10d 2-10dx1Yz" 45005 LSSUl25 995 9-tOd 7-tOdx1'h" 5000s THAl2.06/22 1443 6-10d 2-10dx1'A" 5000s LSSU2.06 995 9-10d 7-10dx1'/" 5000s THA13522 1443 6-10d 2-10dx1'/" 6000s LSSU135 995 9-10d 7-10dx1%" 11 6500s THA1322 1443 6-10d 2-10dx1'/2" 11 /8 6500s LSSUH310 1475 14-10d 7-10dx1Y" 60s THA13522 1443 6-10d 2-10dx11A" 60s LSSU135 995 9-10d 7-10dx1'A" 9Os THA1422 1715 6-10d 2-10dx1'/" 90s LSSU410 1625 14-10d 12-10dx1+/" 4500s THAI1.81/22 6-10d 2-10dx1A" 4500s LSSU125 995 9-10d7-10dx11A" 1600_ 5000s THAl2,08/22 1600 6-10d 2-10dx1'/" 5000s LSSU2.06 995 9-10d 7-10dx1'A" 6000s THA13522 1600 6-10d 2-10dx1'/" 6000s LSSU135 995 9-10d 7-10dx1'/" 14" 6500sl THA1322 1600 6-10d 2-10dx1'/" 14„ 65005 LSSUH310 1600 14-10d 7-10dx1Yi' 60s THA13522 1600 6-10d 2-10dx1 f" 60s LSSUl35 995 9-10d 7-10dx1%a" 90s THA1422 1715 1 6-10d 2-10dxl'/:" 905 I LSSU410 1625 14-10d I 12-10dx1%" Boise Cascade EVVP - Eastern Specifier Guide • 08/04,"2015 Fram ng Connectors USP StM qjMtq, x. THO TFL THF WRI M11-2580MR-E NW-101 SKH Joist Depth Bcl. Han g r Capacity lbs ailina. Header] -Joist: -DJ P'shept ECli aHangerH,,hge, CapacityNailina rlbsl, I Header I Joist' Joist Depth, Capacity 'Naiina.. BCI® Hangar , llbs l Header I, ' Joist 4500s TH017950 993 6) 10d I 2)10dxl%" 50 s THF17925 910 1 8) 10d 2)10dxl'V2"l 9,A.. 4500s SKH1720LIR 1153 (14) 10d1(l0)l0dT1`W 5000s TFL2095 993 (6) 10d I (2)l0dxl1W- Z50000±s1H F20925 910 (8)10d 0 OO SKH202OLIR 1153 0 Od I (10) 1 Odxl 'A" 60006 TFL2395 V1225 (6) 10d (2)10dxll/2" 6000sl THF23925 1275 (12) 10d SKH2320LIR. 13846000i 14 10d (10)10dxl1/2" 5 6500s TFL2595 1225 (6) 10d 26925 1275 (12) 10c Ss 500s SKH2520LIR 1384 14 10d (10)10dxil/2" 6500 45006 TH017118 1068 6) 10d 2)10dxll/2" 1522§1 910 8) 1 Od 2)10dxl%" k4)l 1 104500s 'SKH172OLIR 1434 16 10d (l0)l0dxl1/2" 5000s TFL20118 1068 (6) 10d (2) 1 Odxl '/2" 910 (8) 1 Od (2)10dxl1/2" SKH202OLIR 1434 16 10d (10)10dxl'A" 6000s TFL23118 1237 (6) 10d (2)10dxl1/2" 6000sl THF23118 1300 (14) 10d (2)10dxl'/V 5000s s ' 21 11? 1434 f16) 10d (10)10dxll/2" 620665006TFL251181237 (6) 10d 2)10dxl1/2' 6500sl THF26112 1300 (14) 10d (2)10dxl1/2" H 5NLIR 1434 16 10d (10)l0dxl'/2" SEN 12 60s TFL23118 1237 (6) 10d I 104) 10d (2)10dxl1/2" 60s SKH2320LIR_ 1434 (16) 1 Od. (10)l0dxl'/2" 90s TH035118 1589 (10) 10d 1 Odxl '/2" 90s I THF35112 1612 (16) 10d 010dxl'A" Prs SKWVI IR 1900 (16) 16d (10) 16d 14" 4500s TFL1714 1325 6 2) 10d 14" 45006l THF17140 1075 12) 10d 2)10dx11/2" 14" 4500s SKH1724LIR 1562 (16) 10d (10)10dxl'/2" 5000s TFL2014 1081 1 (6) 10d (2) 1 0dxl 1/V 50006 THF20140 1081 (12) 1 Od 1 (2) 1 Odxl '/2" 5000s SKH2024LIR 1562 1 (16) 10d 1 (10) 1 Odxl %" 6000s TFL2314 1262 (6) 10d (2) 1 Odxl 1/2" 6000s THF23140 1350 (18) 10d (2)10dx1'/2" 6000s SKH2324LIR 1562 (16) 10cl (10)10dxl1/2 6500s TFL2514 1262 (6) 10d 2)10dx11/2" I 65006 THF26140 1350 (18) 10d(2)10dxl1/2" 6500s SKH2524LIR 1562 (16) 10d (10)10dx11/V TFL2314 1262 (6) 10d9§-( 2)1,dxl 60s THF23140 1350 (18) 10d (2)10dxll/2" 60s SKH2324LIR 1562 (16) 10d (l0)10dxl1/2" I's TH035140 1625 (12)l d 2 1 90s THF35140 1650 (20)10d (2)10dx1l/2' 90s SKH414LIR 2050 (22)16d (10) 16d 16.. 4500s TFL1716 1081 6) 10d(2)10dxl1/2" 16" 45006 THF17157 1475 24)10d 2)10dx1l/2" 16" 4500s SKH1724LIR 1690 (16) 10d (10)10dxll/2" 5000s TFL2016 1087 (6) 10d(2)10dxl1/2" 5000s THF20157 1465 (24)10d (2)10dx11/2" 5000s SKH2O24LIR 1562 (16) 10d (10)10dx11/2" 6000s TFL2316 1268 (6) 10d 2" 2)10dxl'/ 6000s THF23160 1362 (22) 10d,(2)10dxl1/2" 6000s SKH2324LIR 1690 (16) 10d (l0)10dxl1W' 6500s TFL2516 1 1268 (6) 10d 2)10dx11/2" 10 / 6500s THF26160 1362 (22)10d t22 10dxl'/2" A 6500s SKH2524LIR 1690 (16) 10d (10)10dxl1/V' 60s TFL2316 6 10d (2)10dxl1/2" Os THF23160 1362 1 Odxl% 10 6)10d (10)10dxl'/2" 60s SKH2324LIR l§ g 16M50 'M16d9066016601(12 )i x 2) 906_ THF35157 1687 22)10d 10) 16 a MM M THO Double BPH THF Double I HD LSSH Joist DeDth i3Cl- Hangar Capacty rlbs Nailin Header .joist Joist De Hanger Ca'a citylbs Header JoiiiDeDth Joist Hanger Capacity Nal n foistlbsHeader o 4500s TH035950 2050 10 lOd 2)l0dxl1/" BC11 4500s THF35925 1370 12 10d()10dxl'W 4500s LSSH179, (10) lOd 1 (7) 1 0dxl1/2" 1140 25000sLSSH201140 (101 10d 1 (7) 10 d x 1 Y5000sTHF20925-2 1390 (12) 10d (6) 1 Od500sTH020950,2 2330 (10) 1 d 6000s LSSH23 140 (101 10d 1 (7) 1 0dxl1/2" 6000s TH023950-2 2825 (6 Od10) 16d 6000s THF23925-2 1625 (14) 10d (6) 1 Od 6500s THF25925-2 1390 (12) 10d (6) 1 Od 6500s LS 1 1412 h 01 10d I M10dx1W 6500s TH025950-2 2825 (10) 16d (6) 10d H174500sLSSH179 1140 MO) 1 Od 1 (7) 1 Ddxl'/2"' 11W 4500s TH035118 2050 10) 10d 2)l0dxl1/2" 4500s THF35112 1825 16) 10d 2)10dxl1/2" 5000s - LSSH20 1140 (10) 1 Od I (7)10dx11/V 5000s TH020118-2 2330 (10) 16d 6 tOd 5000s THF20112-2 1855 16 10d (610 6000s LSSH23 1140 (10) 1 Od I (7)10dxl'A". 6000s TH023118-2 2925 100) 16d 6000s THF23118.2 1855 16 10d 6 10d 6,500sl LSSH23 11 40 MO) 1 Od I (7)l0dxl1W' 6500s TH025118-2 2925 (10) 16d 6500s THF25118-2 1855 (16) 10d (6) 10d 0, L SR 3 1140 I14 16cl M2110&11/2" 90s I LSSH35 1920 ( 4)16dl(l2110dxl1A'_ g60sTHF23118.2 1855 (16) 10d (6) 10d18-2 3212 (10) 16d 4 00s LSSH179, 1 140 N 0) 1 Od 1 (7) 1 OdxlY2" 906 BPH71118 3455 (10) 16d gos HD7120 2255 l(l 6) 16d (6) 10d 5000s LSSH20 1 140 (10) 10d 1 (7) 1 Odxl 1/V 14" 4500s TH035140 2315 12) 10d 2)10dx11/2" 14" 4500s THF35140 2320 1(16) 10d 2)l0dxl'/2" M6000sLSSH231140 M lOdl (7) 1 0dx1lW" 5000s TH020140-2 2330 (10) 16d (6) 1 Od 5000s THF20140-2 2320 (20)10d (6) 10d 14" 6500s LSSH23 1675 ( 0) 10di (7) 1 Odxl '/2"_ 6000s TH023140-2 3350 (12) 16d (6) 1 Od6000s THF23140-2 2540 (20)10d (6)10d 606 LSSH23 1140 (1 4 16d I N 211 Odxl 1/2" 6500s TH025140-2 3350 (12) 16d (6) 1 Od Moos THF25140-2 2500 (20)10d (6)10d 90s LSSH35 1920 14)16di 12110dx1l/2" 4500s LSSH179 114(L-0 10d (7)10dx11/V60sTHF23140-2 2540 (20)10d (6) 10d60sTH023140-2 3535 (12) 16d (6) 1 Od 50006 La51120 1140 01 l0d 0dx11/2" 90s BPH7114 3455 (10) 16d (6) 1 Od gos- HD7140 2820 (20)16d (8) 10d C t 7 16" 4500s TH035160 2359 12) 10d 2) 1 0dxl%" 16" 4500s THF17157-2 2425 22)10d 2) 1 Odxl %" 1 5000s TH020160-2' 2330 (10) 16d (6) 1 Od 50005 __ __ __ __ __ __ __ __ 1 6C 60sLJJH23 1 1140 Q 4) 16d I 12 1 ncdiyl 6000s TH023160-2 3137 (6) 1 Od 6000s THF23160-2 3050 24 10d (6) Ind 12 _indyiw, 12)16d 6500s TH025160-2 3137 (12) 16d (6) 10d 6500s HF25160.2 3000 24)iOd (6) 10d oft USP For more information, Y STRUCTURAL contact CONNECTORS' USP Structural Connectors at 1-800-328-6934 or General Notes www.,uspconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI® Joist end reaction capacities —whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BC111 Joist slope exceeds 1/4" per foot. I Leave 1/16" clearance ('/a" maximum) between the end of1thesupportedjoistandtheheadofthehanger. For BCI® Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structural composite lumber or sawn lumber Douglas fir or southern pine species). Minimum support width for single- and double-joist top mount hangers is 3": (11/2"forTHO hangers), Minimum support width for facemount hangers with 10d and 16d nails is 1W and 2", respectively. 60s TH023160-2 3535 (12) 16d (6) 1 Od d Id60sTHF23160-2 3050 (24 10 6 1 90s BPH7116 3455 (10J 16d (6) 10d 90s HD7160 '3385 24 16d 8 l Od WOMIN, MSH TMP Joist Depth BC16. Hanger. Capacity: Ngilin lbs Header Ii.ist Joist D66th e% Cap % Fastener - gCl® Hanger ,CapacityHange" I , 1:1 1, - ------ C (lbsi To PlateT Rafter 4500s 4500s TMP175 1125 (6) 10d 1(4) 1 Odxl'h" 500s TMP175 5000s 5000s TMP21 1125 M 10d 1(4) 1 odxl'/2" 5000s TMP21 60006 6000s TMP23 1375 (6) 10d 1(4) 1 Odxll/2" 000s TMP23 6500s 6500s TMP25 1375 (6) Od 1410&11/2" 6500s TMP25 4500s 11'. 4500s TMP175 1150 (6) 10d 4 10dxl'/2" TMP 50006 5000s TMP21 1290 (6) Od (4)l0dxl1/V_ 6000s MSH2322 1431 (6) 10d (4)l Odxl %" 6000S TMP23 1425 f6) 103 (4) 1 0dx1l/VTMP23 6566sl MSH322 1431 (6) 10d 4 1 0dxl 1/2' 66_5-00 s TMP25 --i-4-25 W 103 (4) 1 Odx 11/2" 00r, TMP25 606 MSH2322 1431(6) 10d 4 1 Odxl 1/2 d 60s TMP23 1425 6 10d 4 10dx1l/2" 90s I MSH422, 1862 (6) 10d 4 l0dxl'/V90sTMP4800610d 14" 4500s MSH1722 1550 (6) 103 (4)10dx1l/2" 14" 4500s TMP175 1150 6 10d 4 10dxl'/2" 50006 5000s TMP21 1290 (6) 10d f41I Odx 11/2" 6000s MSH2322 1550 (6) 10d W10dx11/2" 6000s TMP23 N 1 Odx 1 1/2" 6500s MSH322 1550 (6) 10d (4)10dxl'/2" 6500s TMP25 1 1525 (6) 10d W 1 Qdx 11/2" 60s MSH2322 1550 (6) 10d 410dx11/," 60s TMP23 1525 61 Od l(4)10dxl'/V 906 90S TMP4 18506 103 4)10dxl'/2" 16" 4500s MSH1722 1668 (6) 10d(4)10dxll/2" 16.. 4500s TMP175 1150 6 103 (4) 1 Odx1'/2" 5000s 5000s TMP21 1290 6 103 4 103x1'/" 6000s MSH2322 1668 (6) lod I (4)10dxl'/2" 6000s TMP23 1550 6 10 4 10dxl1-" 6500s MSH322 1668 (6 10d (4)l0dxl1/2" 6500s TMP25 1550 6 10d 4 10dx1%' 60s I MSH2322 60s TMP23 15-50 6 103 4 10dxl'/2". 90s I -- -- - - - I906 TMP4 1900 6 103 4 l0dxl1/2' IYS a 1-:;ascade Lv,:,, 1_a -tem ,pecrer :Ajlce - _,fu4 21 3 Boise Cascade has a proven track record of providing quality wood products and a nationwide building materials distribution network for our customers, helping them to enhance their own businesses. Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only wood purchased in compliance with a number of green building programs. Take a moment to view our sustainability certification site athttp://www.bc.com/ sustainability/certification-audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products l: ,IthroughoutNorthAmericacannowbeordered ) „ FSC® Chain -of -Custody (COC) certified, enabling jhomebuilderstoachieveLEED® points under U.S. Green Building Council® residential and commercial ' green building programs including LEED for Homes. and LEED for New Construction. Boise Cascade"''' Engineered Wood Products are available as PEFCO Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI° Joist, VERSA -LAM°, and ALLJ ISTD products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. If in doubt, a or the closest Boise Cascade EWP distributor/support center, call 11-800-232-0788 BOISE CASCADE, TREE- IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. Your Dealer is: If no dealer is listed, call 1-800-232-0788 For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Copyright © Boise Cascade Wood Products, L.L.C. 2014 ESG 0810412015 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. M i IFy RECORD COPY RE: WP0017 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: WP0017 Model: 1605 Tampa, FL 33610-41.15 Lot/Block: 17 Subdivision: Wyndham Preserve Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): - Design Code: FBC2014lTP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T12468705 1 AIG 11/9/17 12 1 T12468706 1 A2 1 11/9/17 1 3 T12468707 1 A3 111/9/17 4 T12468708 A4 11/9/17 5 T12468709 A5 11/9/17 6 T12468710 CJ 11/9/17 7 T12468711 CJ1A 11/9/17 8 T12468712 CJ3 11/9/17 9 T12468713 CJ5 11/9/17 110 I T12468714 J EJ7 11/9/17 11 I T1 246871 5 1 HJ3 11/9/17 112 1 T1 24687161 HJ7 11/9/17 113 1 T1 24687171 M 1 1 11/9/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSl/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. G 7-2436 Velez, Joaquin 1 of 1 QUI FCF • 6818.2 p '. . STATE OFdO • u/ O 1 O N, R ZONAL li r rrrr Joa uin V Iez PE No.68182 MiT4k US Inc. FL Cert6634 6904 P, a East Blvd. Tampa FL 33610 Date: November 9,2017 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply 2:0-4-2,0-1-81, f4:0-5-12,0-2-81, f9:0-4-2,0-1-81 building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in T12468705 WP0017 AIG Hip Girder 2 1 13-15 >877 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.68 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 09 08:43:39 2017 Page 1 I D: KfjyNX6mvAVukxMbjix9kpz4RS4-CMfeR3cY6_Ri99QY99pLRaDlerUzOSdh6J QrJGyL_5o 1- 0, 3-9-14 7-0-0 11-8-9 16-3-7 21-0-0 24-2-2 28-0-0 29-0-0 111 0-0 3-9-14 3-2-2 4-8-9 4-6-13 4-8-9 3-2-2 3-9-14 1-0-0 5x8 = 2x4 11 3x8 = 5.00 12 4 24 25 5 26 27 28 6 29 30 46 = Scale = 1:50.1 3x8 = 17 16 31 32 Y5 33 14 34 13 35 36 12 11 2x4 11 3x4 = 3x8 = 4x10 MT20HS= 2x4 11 3x8 = 2x4 11 3x8 = DT< o 3-9-147-0-0 11-8-9 16-3-7 21-0-0 24-2-2 28-0-0 3-9-14 3-2-2 4-8-9 4-6-13 4-8-9 3-2-2 3-9-14 Plate Offsets (X,Y)-- 2:0-4-2,0-1-81, f4:0-5-12,0-2-81, f9:0-4-2,0-1-81 building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.38 13-15 >877 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.68 13-15 >497 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 141 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1906/0-3-8,9=1906/0-3-8 Max Horz 2=78(LC 12) Max Uplift2=-899(LC 8), 9=-899(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3911/1813, 3-4=-3938/1853, 4-24=-4677/2245, 24-25=-4677/2245, 5-25=-4677/2245, 5-26=-4677/2245, 26-27=-4677/2245, 27-28=-4677/2245, 6-28=-4677/2245, 6-29=-3677/1762, 29-30=-3677/1762, 7-30=-3677/1762, 7-8=-3937/1852, 8-9=-3909/1816 BOT CHORD 2-17=-1664/3547, 16-17=-1664/3547, 16-31=-1649/3644, 31-32=-1649/3644, 15-32=-1649/3644, 15-33=-2128/4677, 14-33=-2128/4677, 14-34=-2128/4677, 13-34=-2128/4677, 13-35=-2128/4677, 35-36=-2128/4677, 12-36=-2128/4677, 11-12=-1588/3545, 9-11=-1588/3545 WEBS 3-16=-204/280, 4-16=-99/501, 4-15=-602/1264, 5-15=-472/411, 6-13=0/332, 6-12=-1236/593, 7-12=-379/1094, 8-12=-205/285 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0t=1b) 2=899, 9=899. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 Ib down and 213 Ib up at 7-0-0, 87 Ib down and 122 Ib up at 9-0-12, 87 Ib down and 122 Ib up at 11-0-12, 87 Ib down and 121 Ib up at 13-0-12, 87 Ib down and 121 Ib up at 14-11-4, 87 Ib down and 122 Ib up at 16-11-4, and 87 Ib down and 122 Ib up at 18-11-4, and 173 Ib down and 213 Ib up at 21-0-0 on top chord, and 307 Ib down and 137 Ib up at 7-0-0, 65 Ib down at 9-0-12, 65 Ib down at 11-0-12, 65 Ib down at 13-0-12, 65 Ib down at 14-11-4, 65 Ib down at 16-11-4, and 65 Ib down at 18-11-4, and 307 Ib down and 137 Ib up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). uAu L AJt(J) bianaaro I WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verity the applicability, of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property dornage. For general guidance regarding the fabrk:allon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 712466705 W P0077 ' , A1G Hip Girder 2 1 Job Reference (optional) Y. r,vnan o,,000 r.bcu s Aug lb 21/11 nm J eK m0usines, Inc. I nu Nov 09 06:43:39 2017 Page 2 I D: KfjyNX6mvAVukxMbjixgkpz4RS4-CMfeR3cY6_Ri99QYg9pLRaDlerUzOSdh6JQrJGyL_5o LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 18-21=-20 Concentrated Loads (lb) Vert: 4=-126(F) 7=-126(F) 16= -307(F)12= -307(F) 24=-87(F) 25=-87(F) 26=-87(F) 28=-87(F) 29=-87(F) 30=-87(F) 31=-41(F) 32=-41 (F) 33=-41(F) 34=-41(F) 35=-41(F) 36=-41(F) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTek(S) connectors. This design is based only upon parameters shown, and is for an individual building component not - a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIITPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply LOADING (psf) is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component SPACING- 2-0-0 I CSI. DEFL. in loc) I/dell Ud 712466706 W P0017 rI A2 Hip 2 1 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 09 08:43:40 2017 Page 1 I D:KfjyNX6mvAVukxMbj ix9kpz4 RS4-gZDOf PdAtIZZmJ?Ij sLa_om 1 rFsnlOprLzAOsiyL_5n i-1-0-0 4-9-14 9-0-0 14-0-0 19-0-0 23-2-2 28-0-0 p29-0-0 1-0-0 4-9-14 4-2-2 5-0-0 5-0-0 4-2-2 4-9-14 1-0-0 1 0 4x6 = 3x4 = 5 4x6 = Scale = 1:50.1 3x6 = 12 1U 3x8 = 3x4 = 3x8 = 3x6 = Plate Offsets (X,Y)-- j2:0-3-0,Edgej (8:0-3-0 Edqej Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing LOADING (psf) is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component SPACING- 2-0-0 I CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.19 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.55 10-12 >609 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) Q.10 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 131 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1090/0-3-8,8=1090/0-3-8 Max Horz 2=98(LC 10) Max Uplift2=-455(LC 10), 8=-455(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2081/874, 3-4=-1812/707, 4-5=-1647/686, 5-6=-1647/686, 6-7=-1812/707, 7-8=-2081/876 BOT CHORD 2-12=-817/1877, 11-12=-697/1837, 10-11=-697/1837, 8-10= 721/1877 WEBS 3-12=-275/291, 4-12=-114/442, 5-12=-338/250, 5-10=-338/250, 6-10=-114/442, 7-10=-275/293 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Intedor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=455, 8=455. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M114473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i MiTek is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Bate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply M iTek' 5-2-2 6-0-0 5-2-2 5-9-14 Plate Offsets (X Y)-- 2:0-1-10,0-0-01, [4:0-5-12,0-2-81, T12468707 WP0017 A3 Hip 2 1 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 09 08:43:40 2017 Page 1 I D: KfjyNX6mvAVukxMbjix9kpz4RS4-gZDOfPdAtIZZmJ?IjsLa_om_QFxCI?OrLzAOsiyL_5n 1-0-0 5-9-14 11-0-0 17-0-0 22-2-2 28-0-0,29-0-0, 1-0-0 -95-14 5-2-2 6-" 5-2-2 5-9-14 1-0-0 1 5x8 = 20 4x6 = Scale = 1:50.1 3x4 = 13 12 10 a 2x4 11 3x4 = 3x8 = 3x4 = 2x4 11 3x4 = 5-9-14 11-0-0 17-0-0 22-2-2 28-0-0 5-9-14 M iTek' 5-2-2 6-0-0 5-2-2 5-9-14 Plate Offsets (X Y)-- 2:0-1-10,0-0-01, [4:0-5-12,0-2-81, 7:0-1-10,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.12 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.26 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.09 7 n/a Na BCDL 10.0 Code FBC2014lTP12007 Matrix -M) Weight: 136 lb FT= 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1090/0-3-8,7=1090/0-3-8 Max Horz 2=1 18(LC 10) Max Uplift2=-452(LC 10), 7=-452(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2074/785, 3-4=-1630/615, 4-20=-1464/615, 5-20=-1464/615, 5-6=-1631/616, 6-7=-2074/788 BOT CHORD 2-13=-743/1863, 12-13=-743/1863, 11-12=-466/1463, 10-11=-466/1463, 9-10=-628/1863, 7-9=-628/1863 WEBS 3-12=-459/308, 4-12=-76/364, 5-10=-66/365, 6-10=-459/311 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) 2=452, 7=452. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Nit -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shovm, and is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcabllity of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' a aiways required for stability and io rxevent collclpse with possible personal injury arid property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply SPACING- 2-0-0 DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 712466708 WP0017 A4 Hip 2 1 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.32 9-10 >999 180 BCLL 0.0 Job Reference optional) 1 0 I D: KfjyNX6mvAVukx Mbj ix9kpz4 RS4-BlmOsleoechPOSaxHaspX?J 9GeGOUN k_advxOgyL_5m 6-9-14 13-0-0 5-0-0 21-2-2 -- 28-0-0 6-9-14 6-2-2 -0 9-0- 1100, 2-0 62-2 6-9-14 21-0-0 Scale = 1:50.1 4x6 = 4x6 = 4 20 5 3x4 i 10 11 lu 9 2x4 11 3x4 = 3x4 = 2x4 I 3x4 3x4 = 1 c Plate Offsets (X,Y)-- 2:0-3-0,0-1-8],[7:0-3-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.17 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.32 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 133 Ib FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD 2x4 SP No -2 BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. WEBS 2X4 SP No.3 REACTIONS. (Ib/size) 2=1090/0-3-8,7=1090/0-3-8 Max Horz 2=1 37(LC 10) Max Uplift2=-449(LC 10), 7=-449(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2034/759, 3-4=-1453/540, 4-20=-1284/538, 5-20=-1284/538, 5-6=-1453/539, 6-7=-2034/761 BOT CHORD 2-13=-728/1820, 12-13=-728/1820,11-12=-728/1820, 10-11=-352/1284, 9-10=-593/1820, 7-9=-593/1820 WEBS 3-13=0/253, 3-11=-645/414, 4-11=-103/336, 5-10=-103/336, 6-10=-645/416, 6-9=0/253 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=449, 7=449. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE NII -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters show), and Is for an Individual building component, not a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling. of Individual Truss web and/or chord members only. Additional temporary and permanent bracing WOWisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. Fox general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9-6-10 Plate Offsets (X,Y)-- 2:0-0-1 Edge], (8:0-0-10,Edge) LOADING (psf) 712468709 W P0017 A5 Common 4 1 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.25 10-12 >999 240 MT20 244/190 TCDL 7.0 Job Reference (optional) wnoc a rn I— , anrya, ream "uy. rwuaa oa-.. 1 0 1-0-017-3-14 1-0-0 7-3-14 uy ruye I D: KfjyNX6mvAVukxMbj ix9kpz4RS4-cxKm35eQPvpGOcg7gHN23DrJv2YZDvj8pH fVwbyL_51 14-0-0 20-8-' 6-8-2 6-8-2 4x6 = 5.00 12 5 7-3-14 '1-0-0 Scale = 1:49.3 3x4 = 3x4 = 3x4 = 3x6 = 3x6 = Id 0 9-6-10 18-5-6 28-0-0 9-6-10 8-10-13 9-6-10 Plate Offsets (X,Y)-- 2:0-0-1 Edge], (8:0-0-10,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.25 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.50 10-12 >675 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 122 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1090/0-3-8,8=1090/0-3-8 Max Horz 2=1 47(1-C 10) Max Uplift2=-448(LC 10), 8= 448(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1967/764, 3-4=-1737/669, 4-5=-1661/689, 5-6=-1661/690, 6-7=-1737/670, 7-8=-1967/765 BOT CHORD 2-12=-738/1755, 11-12=-340/1176, 11-19=-340/1176, 19-20=-340/1176, 10-20=-340/1176, 8-10=-592/1755 WEBS 5-10=-273/607, 7-10=-380/384, 5-12=-273/607, 3-12=-380/384 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=448, 8=448. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is Lased only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p pbuildingdesign. &acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 712468710 WP0017 Cil Jack -Open 8 1 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 6 Aug 16 LUl / MI I ek industries, Inc. 1 nu NOV U8 U6:43:4L LU1 / rage 1 I D: KfjyNX6mvAVukxMbj ixgkpz4RS4-cxKm35eQPvpGOcg7q H N23DrPY2kmDzD8pHfVwbyL_51 1-0-0 1-0-0 1-0-0 1-0-0 2x4 = LOADING (psf) SPACING- 2-0-0CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 5 999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=10/Mechanical, 2=113/0-3-8, 4=4/Mechanical Max Herz 2=42(LC 10) Max Uplift3=-9(LC 10), 2= 74(LC 6) Max Grav 3=10(LC 1), 2=113(LC 1), 4=12(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:6.6 PLATES GRIP MT20 244/190 Weight: 5 Ib FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11w7473 rev. IOIV312015 BEFORE USE. Design valid for use only with MlTekG connectors. this design is based only upon parameters shown, and is for an Individual building component, not "- a truss system. Before use, the building designer must verity lite applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of muses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Pty in loc) I/defl Ud TCLL 20.0 Plate Grip DOL T12468711 WP0o17 CJ1A Jack -Open 4 1 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) Job Reference (optional) ounoers—s—urce, T ..pa, ream any, rronoa - - - nuy iS4ran I D: KfjyNX6mvAVukxMbj ix9kpz4RS4-48u8H Rf29 Dx7dmkK0?uHcQObCzyQTH 1 x02yS 1 yL_51< 0-6-0 1-4-0 2X4 = LOADING (pst) SPACING- 2-0-0 CSI- DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) 0.00 7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=25/Mechanical, 2=83/0-8-0, 4=17/Mechanical Max Horz2=40(LC 10) Max Uplift3=-22(LC 10), 2=-39(LC 10), 4=-5(LC 10) Max Grav3=25(LC 1), 2=83(LC 1), 4=20(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. o 0 Scale = 1:7.4 PLATES GRIP MT20 244/190 Weight: 5 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. il; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekS connectors. this design is lased only upon parameters shown, and Is for an individual Ixrilding component not otatrusssystem. Before use. 1he building designer must verify the applicability of design parameters and properly Incorporate this design into the overall is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing Indicated prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery, erection and Lxacing of trusses and fnrss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyinformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply SPACING- 2-0-0 CSI. DEFL. in loo) I/dell Vd PLATES GRIP T12468712 W P0017 CJ3 Jack -Open 8 1 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.01 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 09 08:43:43 2017 Pagel I D:KfjyNX6mvAVukxMbjix9kpz4RS4-48u8HRf29Dx7dmkKO?uHcQOaI S4KyQTH 1 xO2S 1 yL_5k 1-0-0 3-0-0 1-0-0 3-0-0 2x4 = Scale = 1:10.9 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473rev. IOM312015 BEFORE USE. NOR' Design valid for use only with MiTek0 connectors. ]his design is based only upon parameters shown, and is for an individual !wilding component, not t a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design into the overall R building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing Mi?ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 3-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loo) I/dell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 11 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=59/Mechanical, 2=184/0-3-8,4=29/Mechanical Max Horz2=86(LC 10) Max Uplift3=-56(LC 10), 2=-89(LC 10) Max Grav3=59(LC 1), 2=184(LC 1), 4=45(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473rev. IOM312015 BEFORE USE. NOR' Design valid for use only with MiTek0 connectors. ]his design is based only upon parameters shown, and is for an individual !wilding component, not t a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design into the overall R building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing Mi?ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-7 >999 240 712466713 W P0017 - CJ5 Jack -Open 8 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. [hu Nov 09 08:43:43 2017 Page 1 I D:KfjyNX6mvAVukxMbj ix9kpz4RS4- 48u8H Rf29Dx7dmkKO?uHcQOY5S2 WyQTH 1 x0231 yL_5k 1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:15.2 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Verl(TL) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -M) Weight: 17 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=100/Mechanical, 2=274/0-3-8, 4=45/Mechanical Max Horz 2=131(LC 10) Max Uplift3=-98(LC 10), 2=-1 25(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) orless except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. If; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) 2=125. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual Wilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall individual truss members only. Additional temporary and permanent bracing MiTek` buildin4 design. Bracing indicated Is 10 prevent bucklirtg of web and/or chord is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SatetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty Pty, PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.06 4-7 >999 240 772468714 WP0017 EJ7 Jack -Open 16 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 7-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 09 08:43:44 2017 Page 1 I D:KfjyNX6mvAVukxMbj ixgkpz4RS4-YKS W UnggwX3_FwJ W yiP W 8exf t sLs htj QGb8c?TyL_5j Scale = 1:19.1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.16 4-7 >537 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 23 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=141/Mechanical, 2=366/0-3-8, 4=61/Mechanical Max Horz2=170(LC 10) Max Uplift3_ 123(LC 10), 2=-164(LC 10) Max Grav3=141(LC 1), 2=366(LC 1), 4=105(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. If; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 3=123, 2=164. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only upon pararneter5 shown, and is for an individual building component, not " - -- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tntsses and Imss systems, seeANSI/TPI I Quality Criteria, DS8-89 and 8CSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job auuvers rrrsroource, i Truss Truss Type Qty Ply MiTek' Is always required for siabilify and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Piate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. LOADING (psf) SPACING- T12468715 WP0017 ,. HJ3 Diagonal Hip Girder 2 1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Job Reference (optional) pa, nam —y, nonaa a, r.ovv s rug , o zv i r mi i ex inousmes, mc. i nu rvov va vo.4o vv ev i r rage i I D:KfjyN X6mvAVukxMbj ix9kpz4 RS4-YKS W UnggwX3_FwJ W yiP W 8exj_sO?htj QGb8c?TyL_5j 0-8-8 4-7-13 0-8-8 4-7-13 Scale = 1:11.4 2x4 = 2x4 11 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=139/Mechanical, 2=233/0-10-15 Max Horz 2=85(LC 7) Max Uplift4=-71(LC 8), 2=-137(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-7-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=137. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not 4-7-13 MiTek' Is always required for siabilify and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Piate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.02 4-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) 0.03 4-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -M) Weight: 17 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=139/Mechanical, 2=233/0-10-15 Max Horz 2=85(LC 7) Max Uplift4=-71(LC 8), 2=-137(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-7-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=137. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord memtpers only. Additional temporary and permanenl bracing MiTek' Is always required for siabilify and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Piate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply PLATES GRIP MT20 244/190 Weight: 41 lb FT=O% LUMBER- BRACING - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. TOP CHORD 2x4 SP No.2 TOP CHORD T12468716 WP0017 HJ7 Diagonal Hip Girder 4 1 Max Horz2=180(LC 4) Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 09 08:43:45 2017 Page 1 ID:KfjyNX6mvAVulo(Mbjix9kpz4RS4-1 WOvi7hJhgCrt4uiW QwlhrTsoGg_QGRaVFt9XwyL_5i 1-5-0 5-2-9 9-10-1 1-5-0 5-2-9 4-7-8 Scale = 1:21.8 2.4 = LX4 II 5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.33 BC 0.43 WB 0.29 Matrix -M) DEFL. in Vert(LL) -0.03 Vert(TL) -0.09 Horz(TL) 0.01 loc) I/deft Ud 6-7 >999 240 6-7 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 41 lb FT=O% LUMBER- BRACING - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=115/Mechanical, 2=481/0-4-9, 5=295/Mechanical Max Horz2=180(LC 4) Max Uplift4=-94(LC 4), 2=-267(LC 4), 5=-116(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-779/300,11-12=-752/303, 3-12=-720/309 BOT CHORD 2-15=-399/721, 15-16=-399/721, 7-16=-399/721, 7-17=-399/721, 6-17=-399/721 WEBS 3-7=0/253, 3-6=-768/425 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=267 5=116. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 Ib down and 14 Ib up at 1-4-15, 14 Ib down and 14 Ib up at 1-4-15, 27 Ib down and 54 Ib up at 4-2-15, 27 Ib down and 54 Ib up at 4-2-15, and 44 Ib down and 103 Ib up at 7-0-14, and 44 Ib down and 103 Ib up at 7-0-14 on top chord, and 8 Ib down and 1 Ib up at 1-4-15, 8 Ib down and 1 Ib up at 1-4-15, 9 Ib down and 0 Ib up at 4-2-15, 9 Ib down and 0 Ib up at 4-2-15, and 24 Ib down at 7-0-14, and 24 Ib down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 13=-48(F=-24, B=-24) 15=3(F=1, B=1) 16=-12(F=-6, B=-6) 17=-34(F=-17, B=-1 7) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MO -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual (wilding component not a truss system. Before use. the building designer must verify the applicahllily of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord rnembers only. Additional temporary and permanent bracing PPEfff MiTek is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication. storage- delivery, erection and bracing of trusses and truss systems. see.ANSI/TPI I Quality Criterlo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 712468717 WP0017 M1 Monopich 12 i MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.01 Job Reterence (optional) owmem nmroom mnpa, nam -y rums. -oo 0-6-0 3-4-0 y .1. ID:KfjyNX6mvAVukxMbjix9kpz4RS4-1 WOvi7hJhgCrt4uiWQwlhrTwgGlcQKyaVFt9XwyL_5i Scale = 1:11.6 3 2x4 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 4-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.01 4-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 13 Ib FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=98/Mechanical, 2=165/0-8-0 Max Horz2=84(LC 9) Max Uplift4=-53(LC 10), 2=-80(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vu1t=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not _ a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into 1he overall b eliding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability aux] to prevent collapse with possible personal injury and property darnage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering system General safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y4 offsets are indicated. L 6-4-8 dimensions shown in ft -in -sixteenths I ( Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. r c1-2 c2-3 2. Truss bracing must be designed by an engineer. For0''/l a 4 wide truss spacing, individual lateral braces themselves WEBS cab may require bracing, or alternative Tor I p bracing should be considered. 0 p U 3. Never exceed the design loading shown and never inadequately braced trusses. a° stack materials on 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 c6-7 c5-6 — designer, erection supervisor, property owner and plates 0-'h6" from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for lumber. ICC -ES Reports: use with fire retardant, preservative treated, or green The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular4x4 ESR -131 1, ESR -1352, ESR responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection, the length parallel to slots. 11. Plate type, see, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and s¢e, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output, Use T or I bracing spacing indicated on design, f indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber valuesgy 14. Bottom chords require lateral bracing th 10 is spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings supports) occur. Icons vary but 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: NilANSI/TPI 1 : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone sufficient. DSB-89: Design Standard for Bracing, MW= snot BCSI: Building Component Safety Information,20. kANSI/TPIM1Designassumes manufacture in accordance with Guide to Good Practice for Handling, I- 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 i1iLrr P1*fflIIII t PR—O—(1 BEARING HEIGHT SCHED Hunger List IDS 231/16 NOTES; L) REFER 1 2.) ALVALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER TO DETAIL V1D5 FOR 3.) ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 4J ALL XMUMSSPACARE DUNNLESS OTHERWISE NOTE 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO BE LOAD 6.) SY42 TRUSSES MUST BE INSTALLED WITH THE TOP BEING UP, 7) ALL ROOF TRUSS HANGERS TO BE SIMPSON HTU26 UNLESS OTHERWISE NOTED. ALL FLOOR TRUSS HANGERS TO BE SIMPSON THA422 UNLESS OTHERWISE NOTED. 8.) BEAM/HEADER/LINTEL (HDR) TO BE SHOP DRAWING APPROVA THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIUS ARCHITECTURAL OR [ TRUSS LAYOUTS, REVIEW MID APPROVAL OF THIS LAYQ BE RECEIVED BUN ANY TRUSSES VILL BE BUILT, VE CONDITIONS TO DORE AGAINST CHANGES THAT VILL RE: bWW May Me E. Afluilders FirstSource Orlando PHONE, 407-851-2100 FAX 407-851— Plant Cit yy PHONE, 813-759-5951 FQX 813-75 Ashton Woods m 1605 Endeavour T URL AMM um lit HIE, 10/9/17 Josh Products PlotID Length Product Plies NE FJ1 28-00-00 16' BCI? 6000s-1.8 1 8 FJ2 ' 19-H-00 16' BCI? 6000s-1,8 1 10 FJ3 15-00-00 16' BCI? 6000s-1,8 1 5 FJ4 4-00-00 16' BCI? 6000s-1.8 1 2 BM1 21-00-00 1-3/4' x,1,6',., VERSA -LAM? 2.0 3100 SP2 2 BM2 4-00-00 1-3/4' x 16' VERSA -LAM? 2,0 3100 SP2 2 Rml 12-00-00 1-1/8' x 16' BC RIM BOARD OSB 1 6 Bk2 2-00-00 16' BCI? 6000s-1,8 1 14 i1iLrr P1*fflIIII t PR—O—(1 BEARING HEIGHT SCHED Hunger List IDS 231/16 NOTES; L) REFER 1 2.) ALVALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER TO DETAIL V1D5 FOR 3.) ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. 4J ALL XMUMSSPACARE DUNNLESS OTHERWISE NOTE 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO BE LOAD 6.) SY42 TRUSSES MUST BE INSTALLED WITH THE TOP BEING UP, 7) ALL ROOF TRUSS HANGERS TO BE SIMPSON HTU26 UNLESS OTHERWISE NOTED. ALL FLOOR TRUSS HANGERS TO BE SIMPSON THA422 UNLESS OTHERWISE NOTED. 8.) BEAM/HEADER/LINTEL (HDR) TO BE SHOP DRAWING APPROVA THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIUS ARCHITECTURAL OR [ TRUSS LAYOUTS, REVIEW MID APPROVAL OF THIS LAYQ BE RECEIVED BUN ANY TRUSSES VILL BE BUILT, VE CONDITIONS TO DORE AGAINST CHANGES THAT VILL RE: bWW May Me E. Afluilders FirstSource Orlando PHONE, 407-851-2100 FAX 407-851— Plant Cit yy PHONE, 813-759-5951 FQX 813-75 Ashton Woods m 1605 Endeavour T URL AMM um lit HIE, 10/9/17 Josh 0 RECORD COPY City of Sanford Building and Fire Preventions i Product Approval Specification Form IS, J DING Permit # # 17 _ 2 4 3 _v. SANF0PD s FPgRR3` Project Location Address 3 Q As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections:. 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category/Subcategory Manufacturer Product Description Florida Approval ,# include decimal) 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll Up Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Sin le Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker' Dual Action Other June 2014 1 I Category/Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding James Hardi Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofin.g. CertainTeed Asphalt Shingles FL5444-R10 Underla mentS Tamko Asphalt saturated Organic Felt FL12328-R7 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof . Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 2 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products 4/28/2017 Florida Building Code Online SCIS Horne Log; In `i User Registration. -Hot Topics ' Submit Surcharge: Stats &::Facts i Publications i FBC: Staff i 8CIS. Site Map i Links ; Searc id p Product Approval: •- USERPublic Userbr Product Aooroval. Menu > Product. or Ap icadon Search >'Annlicatinsl_ist > Application Detail FL # FL158-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer CAST -CRETE USA, Inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623 813),621-4641 Ext 128 cparrino@castcrete.com Authorized Signature Craig Parrino coarrino@castcrete.com Technical Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Quality Assurance Representative, Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparirino@castcrete,com Category Structural Components Subcategory. Products Introduced as a Result of New Technology Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER. Validated By Miami --Dade BCCO - VAL. Referenced Standard and Year (of Standard) Standard Year AC1318 2011 ACL 530 2011 Equivalence of -Product Standards Certified By i Product Approval Method Method 1 Option A I f` 1 yAl s Date Submitted 04/29/2016 littps://www.floridabui lding.org/pr/pr_app_dtl.aspx?param=wGEVXOwtDquegl %2bT71 °/a2fF I92gnRzH Nulcgj 5pgLXkU 6g%3d 1/2 4/28/2017 Florida Building Code Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 Summa 'of Products FL # Model, Number or Name i------------- i Description 158.1 High Strength Concrete Lintels 4 6 8, and 12 inch wide lintels Limits of Use "—Certification Agency Certificate Approved for use inHVHZ: Yes I FL158 .R8 C CAC NOA 14-0903,03.Ddf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126.01odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A j 05/21/2017 Other: Superimposed loads shall not exceed allowable safe 1I Installation Instructions load i FL158 R8 II NOA 14-0903.03.odf FL158 R8 II NOA 16-0126.03.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: i tai tzai; Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright -2007-2013 State of Flodda..::: Privacy Statement :: Accessibility Statement.:: Refund Statement Under Florida law, email 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, please. contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one, The emails provided :may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply,a personal address, please provide the Department with.an. email -address which can be made available to the public. To determine If you area licensee. under Chapter 455,FS., please click here.. ProductApprovalAccepts: Wfl RAN 99 Credit Satb curiiffl`ralcs littps://www.floridabuilding.org/or/pr_appjtl.aspx?param =wGEVXQwtDqueql %2bT71%2fF 192qnRzHNulcqj5pqLXkU6g%3d 212 7 MIAM hDADE I1IM-1I-DADE COUNTY e PRODUCT CONTROL, SECTION DEPARTI•IENT OF REGULATORY AND.ECONOIiIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADNIINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OT ACCEPTANCE (NOA) invw.miamidade;fiov/ccorwmy Cast=Crete USA, Inc. P,.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials, The documentation submitted has, been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section;.(ln'Miami Dade County) and/or the AHJ (iii areas other than Miami Dade County) reserve the right to have this product or material -tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the .manufacturer will incur the expense of such testing and tiie AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to:revoke this acceptance, if it is determined by Miami -Dade County Product Control .Seetiou that, this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has-been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION ( Cast -Crete) 411, 6" & 12" High Strength Preeast and, Prestressed, Concrete Lintels. APPROVAL DOCUMENT Drawing No. FD4612, titled "Precast and":Prestressed LintetDetails", sheet I of 1, prepared by Craig Pa&ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4' 6" & 12" Lintel Safe Load Tables"„sheets 1 tlu•ough 3 of 3, prepared by Craig Patrino, P.E., dated, March 24, 2003, last. revision,dated June 12, 2014, all signed and sealed. by Craig Parrino, P.E.,, on August 19, 2014, all bearing, the; Miami-Dade_Coirnty Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miaiiii-Dade.Coutity Product Control Section. MISSILE IMPACT RATING; Large. and Small Missile Impact Resistant LABELING: Each lintel shall bear:a perutanent'label with the manufactUrer's name or logo and the Miami -Dade County logo. RE, NEVAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance. of this product. TERAUNATION of this NOA will occur after the expiration date .or if there has been a revision or change in the materials;, use, and/or manufacture of the product or process. Misuse of:this NDA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause. for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words:.Miami-Dade County, Florida, and followe& by the expiration date may be displayed in advertising literature:. Ifany portion of the NOA is displayed, then it shall be, done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by tine manufacturer or its .distributors and. sliall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as Wel l as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. 7 NOA No. 14-0903.03 MIAMI-DADE COUNTY t < { s . -'` f/ Expiration Date; 09/11/2018 Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 903-0605.04 A. DRAWINGS 1. Drowing ilio. FD4612, titled "Precast and Prestressed Lintel Details", street 1 of 1, prepcirecl by Craig Pcn,rino, P.E., elated ltlarch 24, 2003 and Drawing Al'o. L774612, titter! Cast -Crete 4'`, 6" R. 12" Lintel Sctfe Load Tables'; streets 1 through 3 of 3; prepared bi, Craig Parrino, P.E., dated Alarch 24; 2003, last revision #1 dated April28, 2003 both drawings sighed and sealed ky Craig Parrino, P.E. B. TESTS 1. Test report: on flexural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled j1lodels, total of (13) concrete lintel specimens, per A5.Till'E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 01/10103, signed and sealed by Christopher A. Hanlon, P. E. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels; dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and scaled by Craig Parrino, P.E, 2. Calcrrlatiorrs for Cast -Crete Lintels; dated 05129103, 140 pages, prepared ky Craig Parrino, AE., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION 1. Qralitl, System Manual for Cast -Crete kfachine A1ade Precast Lhitels revised on rllcti, 1, 2002. 2. Cast -Crete Quality S; ,stets klanual for Prestressed, Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing .No. FD4612, titled "Precast and Prestressed Lintel Ddolls", sheet Iof 1, prepared by Craig Parrino, P.E., dated klarch 24, 2003, awl Drcm,i rg Alo. LT4612; titled Cast -Crete -4", 6" R 12" Lintel Stye Load Tables ", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated klarch 24 2003, last revision dated Mlcn-ch 11, 2008.. I3:. TESTS 1, None, C. CALCULATIONS 1. Noire. D. QUALITY ASSURANCE, 1. Py pliant -Dade C'ounty.Building Code Compliance Qfce. E. MATERIAL CERTIFICATIONS 1. None. Ha M'ty A. Malar, P.E., 1.1.S. Product Control Uiut Sulrcrvisor NOA No. 14-0903.03 Expiralioo Date; 09/11/2018 Approval Bate; 10/09/2014 L-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1, Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.L., elated kfarch 24, 2003 and Drawing No. LT=1612, titled "Cast -Crete 4 ", 6" & 12 Lintel Scfe Load Tables'; sheets I through 3 oj'3, prepared by Craig Parrino, P.E., elated illfarch 24, 2003, lost revision dated 11arch 11, 2008, all signed and sealed by Craig Parrino, P. F,., on rtlarch 22, 2012. B. TES'T'S 1. None. C. CALCULATIONS 1yotte. D. QUALITY ASSURANCE I. By Xhanri-Dade County Department of Permittbig, Ernrironment, and Regulatou Vairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter.Ji-om Cast -Crete- Corporatian, dated February 03,, 2012, signed awl seeded by Craig Parrirro, P.E., certifyljig compliance with the Florida Building Code, .201;0 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A; DRAWINGS 1. None. B. TE STS 1. None, C. CALCULATIONS 1 Arone. D. QUALITY ASSURANCE 1. By Aliami-Dade County Department of Regulatory and Economic Resaurces (RER). E. MATERIAL CERTIFICATIONS 1. None, JjW113 A. Makat, P.E, M.S. Plodtick. routrol i)ttit 5 ihervisor NOA No. 14-0903.03: Expiration Date: 09/it/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Lie. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.. FD4612, titled "Precast and Prestressed Lintel Details ", sheet 1 o f 1, prepared by Craig Parrino, AE., dated Altarch 24, 2003 and Drmving r\ro. LT4612 titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets l through 3 of 3, prepared by Craig Pcirrino, AE, dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., On Aygust 19, 2014. B. TESTS 1. Alone. C. CALCULATIONS 1. Calerrlcrtiorrs. for Cast -Crete Lintels, c/cited 0811012014, Beiges• 11.201 through 14.236, prepared kjl Craig Perrino, P.E., signed and sealed Iry Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By ildmi-Da7de Couno, Department of Regulatoi j, and Economic Resources (R1s"R). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1, Letter fr-orri Cast -Crete USA, Inc.,, dotted Ifugust 19, 2014, signed and sealed 43, Craig Parrino, P.E., cert firing compliance with the Florida Building Code, 201.1 Edition. Hetq talcar,11,E , M.S. Product Control Vitt Supervisor NOA No. 14-0903,03 Exp ration Date: 09111/2013 Approval Date: 10/0912014 E-3 i HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS w PR CACI U-LIIITEI. []' -PPE AST w(' 2• R SS MOR U-UNTF R' PRE AsLJl-IINTEE • c0 1D LINTEL 311 T S1 K S EGMwNn rpr •s•snxpuPs' til Rpura.. STIRRUP DETAILS,T- 4' SOLID LINTEL DATA TABLE 1. it!ND iI AD .10 LENGTH SEStdi1k, C I b6i c, 3-C3 83 REBAR 1 3'-S' 5.' T qOF o jf / I '/• CRAIGPARRINOai—'/ Law I AR 3' -II' IAodc ucl Cowl'~. A A _S 6'- ' 2 - 3 RMArS'-'- 2 S-REBAR B' -R' - I' -S' 9-A' 2 B3 B-3 ME Nidi[ N UU-14 CA.CRN M. JEW ARMUD Sd,L: , AS Tf om ffiim 6" PRECAST U-LJNTEL, DATA TABLE, MAI alma rliIIZ;106iiDiY lSiE1®LlO emum rmaD®moo Fg o irla WYM fFAriia.)i r.ailrr"F vo, E•>I7®®mrFgm rF1 e HO rra®marrs alm o ts fFf ETL1[:aSi irt•7mi[x1E¢i..8 t1 d 0 12" PRECAST U—LINTEL DATA TASLE LR F3 i117.' pS EY..t:r. yt2onuc c « L v1s n n xmPLY1 b vlii.h. flJ iGa O. A{. SEStdi1k, C I b6i c, 3-C3a3v14 1 1' 14l 0[J l3 oIY Za1., 5.' T qOF o jf / I '/• CRAIGPARRINOai—'/ Law R1QOvAi 6324 CR 579SLP IAodc ucl Cowl'~. i, FLFP.FLIC: 0ER. FL 3447 PRECAST AND PRESTRESSED LINTEL DETAILS ME Nidi[ N UU-14 CA.CRN M. JEW ARMUD Sd,L: , AS Tf om ffiim mmmar mMao=olKowa ®f 11LHR]i9irQ)! L.i 11ZLitimmarmma Eo SiCRE>>[2Eir1•i31Z. MCVAnw QJMC•3reM IBMman 6F MC MAn" m mQA.m6 - TYPE "B" TYPE "A SIM 6" & -IV PRECAST LINTEL REINFORCING CAGE FABRICATION MODEL IBB, 1• ,: XOYRF'TYTFSRR LIi 7•T$7 fiiR 1 Q f;.u>sur.L'J1.Re®,T1+•1,o e orS i asaEf®rII.Lt6 rD®v®o ayuayr rs6acra - cr vsu...a ©ate Erreelsclrt nFnsr;isrta.u..asrsrc t [tmi . no raeveA»er a artsr xa r Ewtms esAci ss eg,vim M E eM HEER,_,,O,F TiE12 -'I—IXFORWTION IS RROMEO FOR, PXOD= OPROYLL R IS PXOTECEEO BY CO'YRIOM UW AND CANNOT BE MOM= OR-GI3TROMIEO XrMW WE MlOt YFAMEN CONSENT CAST -CRETE USA.,RIC. DEMERAL NOTES: 1. NMMNft D.SIEEU 7/32 W ASO[ AS10I 03, 64: AND 43 REN A ..MXO S1Acm m 6 .0 T3 OKJ{ MMCL3 2000 RSI ONA[- S ASTI ALIS - S NND .9 TOLNY1 W. N ..AOPS N.M. ARE COINIIED STARTING 2 CONCREFE SiR.1 fb 6000 RSI EOR ALL D -MCN A 12 WIN TROY EACH END N WE RDNFOROMD CAGE; FOR MUM - NO. Of PRECAST IIM[Lt; 3900 PEI FOR —. SMNRS, a .; 1NEX ME pUNE01KIM0 CAGE.—IKAn. MODEL SHM J 60TfUN_iT[[3 SNALL F. -GOT BACK OXC.INON 70 BE-FWSX NO1N [N05 2 SDRAu)S FROM EAC" INN C E NQ% yt2onuc c « L v1s n n xmPLY1 b vlii.h. flJ iGa O. A{. SEStdi1k, C I b6i c, 3-C3a3v14 1 1' 14l 0[J l3 oIY Za1., 5.' T qOF o jf / I '/• CRAIGPARRINOai—'/ R1Q OvAi 6324 CR 579SLP IAodc ucl Cowl'~. i, FLFP.F LIC: 0ER. FL 3447 PRECAST AND PRESTRESSED LINTEL DETAILS ME Nidi[ N UU-14 CA.CRN M. JEW ARMUD Sd,L: , AS Tf om GAIL• 3/21/0.1 CHLCX[O U. MV PMA o..P.E D.ZRYBiC: ED4612-SH[Ri-I OF I GENERAL NOTES 1) Molend.: Cc Y precast lmielis3000psa1'c 6' & 12 W t Intel -6000 Dfolgrout. 31IC0 psi wqh moumum ]s/}8 irch.aggmgafe. c—rale my unite (CI1U) par AS1M C90. xllh mximwm net arm ea(Ppresane abengl r - I DO Psi re5ar per ASTM A615 Omd. 60 mortar per.. C270 bps M S 2) AN safe load tablet based an mince- 4 inch nominal bearing. Fmc,lien; Safe loads for Lintel ryppoe SUB, 12U6 and 12RU6 most be mducad by 20% it bearing, tenglh I, less Ulan 8.1/2 inches.' 3) Provid. laq mart., bed and head loll -L, 4) flea number in parenlhesls Indicates flee percent redutlm far grade 40. Field added retia,. 99x/ 14R rA., od -: 1428 f(.86) i 228.pit 14ae(ig, 5) At lintel, .,at or esceedl/360. drfl dl p. EleccpEm lintel types.B 6 8 121`8 17'.-4-& long., b or —ad L/180 deflection. UaeLs•limteel b eardilions —ting the Florida BoldingCodaSedion1604.31 os applies I, 8) Shore filled lintel, as regurted. 7) 4' solid RnteM to be installed s/ 4' dxncmim horizontal and 8' dimension vertical. 8)InilaloUoh/otlachmenl of lintel must campy "will, the archit.el-I dna/or stractvml documents. 9) The do igner may evaluate ca..bated loads trom the sole bad 101. by edWating the masurLm les'aUog rament and :bear of d -...y tram the f.m .1 support. 10) KR. - W Rated 11) Battom red added rebor to be located at the bottom of the 1inW co Ry. TYPE DESIGNATION r -.— .nm Gaal / e - U.LlD I °xilou-X"clvn0. 121716-28/2T slur-mjJ L",ma is iaoa REM 9 for 15—. - fl) KWM non 12.. wens. I)'odut—.rad s' Z r 1-1y1• FL4 6 x a rrt e 1ullp1ea°waa 0) rsmxm rax s uvras mramrarsae:c 11 6/B- ACTUALIS senaHers] 12' NOMINAL VADTH 12) 6' k 12' U'nle'ss ce. nwe f.etured with 5-1/2' long miches as U. serials.. accomodate vertKal cel mkfwclrg and gosling. 13) The aria r surface. of Int s installed in exterior conerele-mosonty W), "I haveocZllrqofstuccoappledinoecardancewithAS11AC-926 a 2,r,.pp,..d tootle% 14) Unlels loaded sir"B"tousfy elf, -bed (gravity or glitl2 and hori=wlol (Ioteral) bads ah.Ad be chatkad far the-.eambina lac n9 with the f.owng egaatan: Applied vertical load Applied horizontal load 1 0 Sof. v.rtk.l load + Safe 4.4-tal food 5 15) Far mmposlt. I'mlel h.4hts at shorn, ass sale. laad.fros, post We, height ah... 16) Far 14A.1 Nn9tid; not. theme. 'uu of, loop from next. longed Length -sham. 17) Safe loads ars. sapcdmpoeed .11dechle leach. 18) Said bads hosed on rational cosign dnalye's per ACI 5:19 and AM 116. 19) AddBanal lalrrol food mpoaly tante. obtained -(he. by Ne desggnv iEy provdag p4dIU.'onolmemo—d concrele'masmry unTs-(RCMU)+cbove6ntel' sketch bet.: -- Frn=150ppsi 1/2' CtR, 4S8 SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADOMONAL RENFORCEO CMU (RCMU) FULL COURSE 15 REBAR FOR 6- LNTELS 15 REBAR. FOR 12- LINTELS I of GR60 MEMBER OF xuvm SAFE LOADS FOR 4" SOLID LINTELS 4Ai1M14"" GRAVITY TYPE LENGTH 4S8. 3'-6- (421 PRECAST 1180 4'-0" (48-) PRECAST 959 4'-6- (54") PRECAST 789 5'-10"(76,°) PRECAST 460 8!4- (78") PRECAST 360 7'-6" (90") PRECAST 260 9'-4- (I 12PRECAST 156 10'-6-(126")PRECAST lTS A`S1T'-1(I R TE 12UB 12F8 41: LATERAL TYPE LENGTH 4S8 458, 3'-6- (42") PRECAST 687 371 4'-0- (48-) PRECAST 597 320 4'-6- (54 PRECAST 529 258 5'-10"(76") PRECAST 407 148 6'-6" (78-) PRECAST 366 118 7'-6- (901 PRECAST 280 87 9'-4" (112') PRECAST 187 55 10'-6" (126") PRECAST 152 43 12UB 12F8 41: pR+pP •1 U. 6324 CR 579 1 `` 61720 SEFFNER.FL 33584 ny 0h/r1lAL la4 FLP.E.UC.N0.44756 'dl dodlomr„I`` sr N CCAST—CRETE 4", 6" & 12” LINTEL SAFE LOAD TABLES fRL.1bul: OBSUfi5-14 I DRAWN BY: JONAN ARNMID I SCALE: N.T.S. E Il MN m CRAIG PARRIND, P:l.'- f r r i L A 12F28 12F24 12F20 PRCbu(,TRrvlsfin ad 'ply g oilh (h. Ft 1 a 13 IdingW. CRAIGPARRINO A`ncra(¢ EryIm1 nfi .o pR+pP •1 U. 6324 CR 579 1 `` 61720 SEFFNER.FL 33584 ny 0h/r1lAL la4 FLP.E.UC.N0.44756 'dl dodlomr„I`` sr N CCAST—CRETE 4", 6" & 12” LINTEL SAFE LOAD TABLES fRL.1bul: OBSUfi5-14 I DRAWN BY: JONAN ARNMID I SCALE: N.T.S. E Il MN m CRAIG PARRIND, P:l.'- SAFE GRAVITY LOADS FOR 6" PRECAST U -LINTELS J) THE NUMBERS IN PARENTHESIS ARE PERCENT' REDUCTIONS FOR GRADE 40 FIELD.ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET T OF 3 MEMBER OF sMa SAFE LATERALLOADS Fl1R F^ PRFr CTl1.1 IAITFI C h SAFE LOAD PLFSAFELOADPOUNDSPERLINEARF06T LENGTH TYPE 6U8 6F8-18 6F12-tB 6F16-16 6F26-18 MIM -IB 6F48 -1B 6F32 -1B 3'-6" (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' '(48' PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (54") PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10'(70') PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6" (781 PRECAST 949 1078 1831 2850 4328 6737 x8297 9357 7'-6- (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4" (112') PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6"(726") PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4"(136') PRECAST 457 513 805 1133 1507 1952 2492 3163' 12'-0'(144') PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4"(180') PRECAST 373 417 646 895- 11.70 1485 1852 2285, 14'-0'(168-) PRECAST 351 392 605 835, 1087 1373 1703 2087 17'-4'(206") PRECAST N.R. 299 455 620 794 985 1198 1437 J) THE NUMBERS IN PARENTHESIS ARE PERCENT' REDUCTIONS FOR GRADE 40 FIELD.ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET T OF 3 MEMBER OF sMa SAFE LATERALLOADS Fl1R F^ PRFr CTl1.1 IAITFI C h SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMU S-6' (42") PRECAST 587 1055 596 4'-0' (487) PRECAST 487 787 445 4'4" (54') PRECAST' 416 609 344 5-10'(70 PRECAST 300 350 198 6'-6' (787) PRECAST 263 496 157 7'-6' (90") PRECAST 222 367 116 9'-4' (112' PRECAST 173 352 74 10'-6' (126') PRECAST 151 276 58 ' 1'1'-4--(136") PRECAST 139 311 49 12'-0',(144") PRECAST 131 277 44 13'-4' (160") PRECAST 117 223 35 14'-0'(168') PRECAST 111 202 32 LT -4'{208") PRESTRESSED N:R: 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U -LINTELS e4sT•Cw4R SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6f8-11 6F12 -1T V16-11 6F20-17 V24-1T6F28-1f 6F32 -1T146383'-6" (42) PRECAST 1412 2074 2715 3356 3997 SCALE: W.I.S. 5279 4'-0" (48") PRECAST 1225 1BOO 2357, 2913 3470 402.7 4583 4`-6" (54') PRECAST 1083' 1592 2084 2577 3069 3562 4055 5'-10"(70') PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6" (781 PRECAST 723 1097 143711 1777 2117 2457 2797 7"-B' (90') PRECAST 648 86319 124914 1544 t1 1840111 213514 2431 9`-4' (112 -PRECAST 575 571(1 980 1252 1492 1732:,. 1272. 10'-6' (126') PRECAST 514 46204 787 1121 13361 1:766 11'-4(1361 PRECAST 474 4041,) 685 985 /r 12131y, 1!51M 1442 1645 12'70"(1447 PRECAST 454 367 1 619 888 1093fu 12,919 1506 13'-4'(160'} PRECAST 402 30131.) 516 736 906 1076 1247 14'=0'(1166') PRECAST 368 285l 475 677 1 832 s 989 1145 17'-4'(2D8') PRECAST 253 208. 338 476 585 693 803 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 44 RC1DUCf lt8V15"p iC BWIJ P1YlnD.yiHitl<1•lurlA: 5 <<w f T C F y ;- Ilco nonce EsPire lanUre ° G' G3 P C RID . CRAIG'PARRINO oFS'•••••• G` 6324.CR579 AliuniU SEF.ENER.FL 33584 4nrn'4 uc•n l FL.P.E.UGN0,44756 nncCAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TAB FlIE HAVE: OBSUAB-1l DRAWN BY., )OR" WAD SCALE: W.I.S. DATE: 3/24/07 - CHECKED BY- CR1 FARM. P.E. - REO. N0, 447561 DRAYlH0:H0. L74612 SHECT. SAFE GRAVITY LOADS FOR 12" PRECAST U -LINTELS 4wes-4wa" SAFE LOAD PLFSAFELOADPOUNDSPERLINEARFOOT LENGTH TMPE 12UIB 12B -2B 12F12-28 12F16-28 12F20-29 12F24-28 1328-28 12F32-28 V-6" (42") PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0" (48") PRECAST 2923 4232 5838 7619 9352 11060 12755 14438' 4'-6' {547 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10"(70') PRECAST 1612 2320 3218 5234 8487 11060 12755 1443!)„ 6'-6' (78") PRECAST 1383 1986 2679 4196 6421 10032 112755 14436 7'-6- (907 PRECAST 1138 1628 2131 3218 4676 6756. 9763 1352q 9'-4" (1127 PRECAST 795 1216 1535 2230 3083 4167 5593 95521 10'4"(1267 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 • 11'-4'(1367 PRECAST 518 945 1152 1649 2216 2893 3719 4746 12'-0";(1447) PRECAST 456 878 1073 1513 2020 2617 3333 42861, 13'-4'(160") PRECAST 359 767 926 1 1294° 1709 2188 2743 34090 14'-0'(166') PRECAST 321 7200 865 1204 1584 1 2017 2451 31061 17'-4'(208') PRECAST N.R. 451, 6311 881, 1141„ 1428, 1750„ 2102„ 19'-4'(232") PRECAST N3. 343, 477 J, 700„ 925,; 1152 1380(w,16091 11 p THE NUMBERS IN PARENMESIS ARE PERCENT REOUCT9IS FOR GRADE 40 HELD ADOED REBAR SEE CFREREL NOIE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w1.2"RECESS DOOR U -LINTELS 4-4-c- SAFE LOAD PLF SAFE LOAD.- POUNDS PER. LINEAR. FOOT LENGTH TMPE 12RN 046-2812RF10- 12,1114- QRrie-a imme imw- 121x30- 4'-4- (527 PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6" (54") PRECAST 2319 2740 5468 7584 9640 11669- 13679 15679 5!78" (68") PRECAST 1347 1841 3555 6395 9640 11669 13679 1567 - 5-10"(707 PRECAST 1259 1758 3361 5954 9358 11669 13.679 1567 V-8" (BO") PRECAST 924 1430 2533 4415 6884 10351, 1257; 1480q 7'-6" (90") PRECAST 703 1203 2157 3494 5259 79220 962301 1132q" 9'-8" (116) PRECAST 389 843 14511 2157 32030 44270 54170 6380„ 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCBDNSfOR GRADE 40 FIELD ADDED REM. SEE GENERAL NOTE NO. 4 LATERALLOADS DG9Ce RT [IJ IMT91 R 4- SAFE LOAD PLF LENGTH TYPE 1.2U8 12FB RCMU S-6' (427 PRECAST 1295 4841 393 4'-0" (48') PRECAST 1295 4841 2994 4'-6' (54) PRECAST 1049 3922 241 t,n 5'-10'(70"), PRECAST 681 2547 1$5 6'-6" (787 PRECAST 579 2167 12341,4 7-6- (907 PRECAST 474 1771 91404 9'-4" (112") PRECAST 355 1326 58(11, 10'-6"(126") PRECAST 306 1143 454,4 11'-4"(1367 PRECAST 278 1041 3881 12'-0-(144) PRECAST 260 971 345, 13'-4"(1607 PRECAST 229 857 1 278 14'-0"(168") PRECAST 216 809 2510 1T-4'(208") PRESTRESSED N.R. 633, 1620, Ig' -4-(232') PRESTRESSED N:R. 534 1300 JCG UMLM A- "Vit 10 r '1r ^ PLF LENGTH TMPE 12RU 12RF6 RCMU 4'-4' (52') PRECAST 1295 3692 2581 4'-6', (54') PRECAST 1213 3458 2417,4 5'-8" (68) PRECAST 784 2236 1650Em V-10"(70") PRECAST 747 2129 155 V-8" (807 PRECAST 602 1716 1170 7'-6" (90") PRECAST 504 1438 91404 9'-8" (116") PRECAST 1 355 1 1011 SEE GENERAL NOTES - SHEET 1 OF .3 MEMBER OF 6,!o SAFE UPLIFT LOADS FOR 12" PRECAST U -LINTELS tmmwtd m SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TMPE 12FB-21 121112-2112F16-21 IZF20-2T 12F24 -1T 12F28 -2T 12FJ2-2T 3'-6- (42') PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0" (48") PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (54') PRECAST 2113 3291 4310 5328 6347 7365 8384 T-10"(707 PRECAST 1623 2527 3340 4092 4875 5658 6441 6'-6' (78-) PRECAST 9444 2269 2972 3675 4378 5681 5784 7'-6- (907 PRECAST 12671, 1767,,l 258 3194,1 3806 4417 m 5028 9'-4' (112") PRECAST 1028 1171f4 20061 25901 3087, 3583,, 4079 10'-6"(1267 PRECAST 920 , 947,1 16121 2281 2764 3209, 36531 it' -4"(1367 PRECAST 85B 0, 829(.Sll 14040 1982 2441 2902N 33641 12'-0-(144") PRECAST 814 753;» 1269,,17B8, 22011 2616 30321 PRECAST 678 , 633,4 1057 14851 18261 2169 2513(- 14'-0'(168') PRECAST 622, 586 T,4 974 13651„ 16790 19931, 2309 17'-4"(2087 PRECAST 434,• 427 W, 695, 9641. 1182, 1402, 1623 19'-4"(232') PRECAST 356y 370,.1 593 817 ,j 1002,4 1187„ 13720n 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCRONS .FOR CRADE 40 FIELD ADDED RESAR SEE CENETUL HDIE NO..4 SAFE UPLIFT LOADS FOR 12" PRECAST wl 2" RECESS DOOR U -LINTELS W-e~m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RF6-2112RFIO-21121514-2 12RFIB-2 12,1122-2 IM6.211IM30-2 4'-4' (527 PRECAST 1626 2685 3746 4806 5867 6928 7989 4'-6" (54') PRECAST 1558 2582 3602 4623 5643 6.664 7684 5'-8' (687 PRECAST 1210 2042 2850 3658 4466 5273 6081 5-10"(70') PRECAST 1173 1984' . 2769 3553 4338 5123. 5908 6'-8' (80) PRECAST 1020.1 1536 2426, 3114 3802 4489 5177 7`'-6' (907 PRECAST 904 12260 2163, 2776 3390 4003 4611 116') PRECAST 703, 771 1n 1472p4 218 IDJ 26631 3145 3628 HUMBERS-IN -PARENRIESIS ARE PERCENT REDUCTIONS FOR G..' • • EN** . 40 HELD ADDED REBAR. SEE MERAL_ ND1E NO. 4 447 KODUCTREV1sfO V ,, m-I=plyn R 01 Ric F6"ida 1Aw16ns C.d. b•.. T E AmaVFceNo 4_c• vz.c3 I ): lf''Wiun Dai CRAiGPARRINO R 6324 CR 579.t 8tPFN6N.,PL 33584 n"d $0c i aivnl FL. RE11C.,kD.447.% t: D1151187-14 I CAST -CRETEAST-CRETE4", 6FAWNBY: " ROW A 12" LINTEL SAFE LOAD TABLES FILE MIAMI, MIAMI -DADS COUNTY a PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 1t805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Elorida,33175-2474 T(786)315-2590, F (786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.mianiidade.gov/econamy Cast-Crete.USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction This NOA shall not be valid -after the expiration date stated below. The Miami -Dade County Product Control Section (In MiamiDade County) and/or the, AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this -product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if itis determined by Miami -Dade -County Product Control Section that this product or material fails to meet the requirements of the. applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel. Fabrication Details", sheets i through 3 of 3, prepared by Craig ParI _o, P.E., darted June 7,1996, lastrevision dated lune 12, 2014, signed:and sealed by Craig Parrino, P.E., on August 19, 2014, -bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number. and the expiration date by the Miami -Dade County. Product Control Section. MISSILE hTACT RATING Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the.Miami Dade County. logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there ha"s been a revision or change in the materials, use; and/or manufacture of the product or process. Misuse of this :NOA as an endorsement, of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade -County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its.distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903`.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by Hf Imy A. Makar, P.E., M.S. NOA No. 16-0126.03: MfAMI DARE COUNTY // G Expiration Date: 05121/2017 Approval Date: 04/28/2016 4f2 $ ZoJ 6 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL#96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P. K, dated 06/07/96, revision #1 dated 11108196, sheet 1 of 1, and. Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig .Parrino, P. E. B. TESTS 1.. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens; per ASTMS -529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 0713 019 7, signed and sealed by Christopher A. Hannon, P.E. C.- CALCULATIONS 1. Calculations for Cast -Crete 8 -inch, Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. ., signed and sealed by Craig Parrino, R E. 2. Calculations for Cast -Crete 8 -inch Lintels; dated 11/11196,- 45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL, CERTIFICATIONS 1. Mill Certified Inspection Report Silo 94 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06/20/95 for pre -stressing strand by The Crispin Company. 3. Mill Certif ed Inspection Report #20-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-478240 dated 04125/96 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report 984-1119614 dated 02129196for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 484-M20749 dated 04/05196 for #5 rebar by Birmingliam Steel Corp. 8. 1LIill Certified Inspection Report #84-M19805 dated 03106196 for 94 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 0,4143196 for #5 rebar.by Birmingham Steel Corp. uy A. Makar, P'.E., M.S. Produc . ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection. Report #84-M20749 dated 04105/96 for 45 rebar by Birmingham Steel Corp. 12. Quality. Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 401-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-.0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet I of 1,, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 -dated January.28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Scife Load Tables", sheets I & 2 of 2; prepared by Craig Parrino, P.E., dated June 7, 1996, revision 95 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels. Filled Models, total of 12) concrete lintel,specimens; per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 304041B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8 -inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P. E., signed and sealed 'by Craig Parrino, P. E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre-stressed'Products dated 2002. 4. dLle i A. Makar, P.E., M.S. Product Control Section Supervisor NOA No: 16-0126.03- Expiration Date; 05/2112017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCESUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details",. sheets 1 through 3 of 3, prepared by Craig Parrino, P E., dated June 7, 1996, last revision dated February 17, 2.006, signed and sealed by Craig Parrino, P. E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None., F. OTHER 1. Letter from Cast -Crete Corporation, dated 02/2012006, signed by Craig Parrino; P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-.0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None: D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fi•oin Cast -Crete Corporation, dated January M, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H&6 A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: '04/2812016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-02.09.13 A. DRAWINGS L Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on .Lvarch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE' 1. By Miami -Dade County .Department of Permitting, Environment,- and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None, F. OTHER 1. Letter from Cast -Crete Corporation, dated 02!03/2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details';, sheets I through 3 of 3, prepared by Craig Parrino, P.E, dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., onAugust 19, 2014, B. TESTS 1. None: C. CALCULATIONS 1. Calculutioru for High Strength ,Precast and Pre -stressed 8 -inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig.Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County, Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER. 1. Letter fr-orn Cast -Crete USA, Inc., dated August 19, 2014, -signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Conteol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/20.17 Approval Da to: 04/28/2016. E-4 Cast -Crete _USA Iuc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS' 1. None. C. CALCULATIONS 1. None. D. QUALITY. ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL.CERTIFICATION 1. None. F. OTHER 1. Letterfrom Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. a HQIWA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/x017 Approval Date: 04/28/2016 E-5 HIGH STRENGTH PRECAST AND T PRESTRESSED CONCRETE LINTELS' iT f fix, ^Y .,aMu - az •Y 'Rr ^.sa 4 r1-y`- L7/432"O BAR TIRRUPS W7—'INTELS E "B" STIRRUPS B" . LINLI STIRRUP DETAILS STIRRUP NDETAILS SCAI I1.TY. TTvc •• snRRurs Au uicss uxrw ni v sTx'ua.Au olxu uxlw Oj •Tn».L 2•n'. 4' NA 3[tt3sLp1llLs PRI;Att 1 'TF 'R£INfDRC1NG CAGE FABRICATION AIODFI 4' 7sR Ric[u ..'sr EI7 P['I 3 uAVR6nF 'A' 3FWNry Al LNiaTnFLL 1 a• T'1 I ) 'IS- II NtEL VO UYE WiLIOHT T E - C N0. -Of I:T LE OTN SPAGNC SUSIN"S 4WlEl- VOLU4IE WFIGHT SlE[L T - C j •F SIZE_ C L85 pE G svAco:c s s I:. REINFORCD19-5t O 7/31 BAR ASTM ; VI IS. /(. 5, RETE1 TRE" TOTAL NUMTED ER RN STIROfRVPd. AND./5 RCOA0..ORADC '60 ASTL A615; 7/Ix INCH REOWRED.IS COUNTED STARIINC FROL: EACH 312E14 -8 0.134 B4 b/2 T P ENGTN 3 - A 1 -3- 32 DAR 14 -.6- - 4 .O 3'-0" 9 - 3'-8" . 0.032 l26 /3 REBAR 3'-5 7 32 BAR 3'-2 -. 'N A 4 BIA4CI(R 270K51 IAYf-RnAXATION PRESTRESSINO END OF ,THE REINFORCING CAOQ FOR EYAYPLE NO, OF STIRRUPS = 4, SH01. tNF 15-4 -Oa40 387 2 BAR 1 -.'," 32 BAR IS ^2" 4'.0 3 -2" 9 4'-0'- 6:037 1 4 - j3 R 8AR 3 -11 7 32 BAR A 4' SRTARD ASTR A41E RRLINTORCAIO CAGE MODEL SNCYli.2 STIRRUPS 17'-4" 0.158 639. J 32 BAR 1 ^3 7 32 BAR 17-2- 4 0 3-B" 8' N A B 2. CONCRETC STRENAfHS: I'o m 8000 PSI FOR B' 11NIELS; 1'a - 4EGO PSI FOR. ALL FROM. EACH END. T9 -4 0.1%8 713 32.6AR- 1.-3' 7 32 8 -T" 4'0-A'-2 B b ^4'-- 0:049 14 S REBAR S -3" 7 32 BAR -D PRESFRESSCBPRECASTB INCH UNTCIS. 6. 2.s POUNDS OF POLTPRQPTLEHL' FINERS PER 21'-4" o.1S4 787 7 32 BAA. 1 -3" 7/32 BAR' 21'-2" 9 0 3'-B S/t" 10- 5 ^f 0. 0.060 '234 4 REBAR e'-3" 7 32 BAR 6-2"- N A 6 CU D. OF wKCRETC MAY BE USED UI LIEU 3._ INITIAL PRESIRESS (ORCE - 0.79, x IW OF PRESTRESSED UNI" RERIFORCINO CAGE 7 32 AR 1'-S - 7/32 BAR 21'-10" b'0 3-10 3/8' 10 7 -B" 0,069 270 1 REDAR T-3 7 32 BAR T-2" A. 0"- 2-0 8 . B 4. STRIPPING St HOINI YRESIRESSED _ TO RESIST URMIT AND HANDLING FORCES. T.A SS W. 22'-O" 0.200 24 D""o.2I9 611 855 16-0 7 32 RAR I -10'-8" 7/32 BAR 123'-10!'J§ . O. 0.088 336 4 REBAR 9'-3" 3 REBAfl 0 096 378 4 REfiAR' D'-5 3 REBAR 10'- " 2 -0 4"- 0. 01' 406• 5 REBAR 11 -3' ¢3 REBAR 8 UM 1,1.1 S419 j j` ... 1B -o- 1112-0". 6.1IO 432. 5 REBAR 11 -11 3 REBAR II -8, 3-0 8 0` % EM PBODUMItLVISJills ., 8" PRECAST W/ 2" RECESS DOOR U -LINTEL DATA TABLE 3'-4" 0.122 480 S REBAR 15-3 YREBAft 13-D'- 3-6• 4 5: REDAR 13-11 3. REBAR 13'-8 3-D' B 8. Rs Co yN71 BlYirh Uu Cle[iS0 Co 41N1EL OVERALL pCCES VO1LLU LIE W I H1 E SIZE LENO7H LEND CY LBS N N PACING 40. Lr IIWid R ,. , F A Pl+n<cNO¢ o 03 02. F CSnTH311o;f 2 -8" 4 / 3 -0• 0,036 148 )S XEBAR B - 4 7 32 BAe 3 8" R A 4 3-0" d 8- 3-41 0.037 ISO /3 REBAR - 7 32. 8AR 3-10 N A-- 4- EQO U '' CRAIG PARRINO JS711(/ 6324 CR 579' 1,116-41/1/a Y.n. ATION, ri LAWS AND CANNOTOVIDED FORHE REPROOUCEEOORYW lUOVTED.. R I'OCC'``•(j: SEFFNER; FL 39564ispRETEC7C0ITT 3 3 COPTRICHTETAFY CONSENVOP CAST-CREIE USA, INC.' S ONAt. `4 4A 'FL. P.E. LIC. NO. 44756 8•-P 9 -8" B'-4" 0.078 4 REBAR - NEBAR g'-0" ? -0" 8 YIITROVT THE PRIOR VIRITTEN CAST—CRETE 8"' LINTEL FABRICATION DETAILS flA MEMBER -OF(- 6 s .. FRC NAME: CBSU61-14 DRAWN BY: CRAIG PAARXO, P.C. - RED. R0, 44756 SCALE:. .BOF TO SLUE 1: p1 7R"iiiw'OI :' ..,"n'ai'. uu1 DAIt: O6JE7/96. CNEcKLO BR CRUD. PARNND, P.E. -REO. 40. 44756 OWIM0,14. FOB SKEET:1 OF 3 SAFE LATERAL LOADS FOR d" PRECAST & PRESTRESSED U4JNTEL6 bl SAFE LOAD PLIF LENGTH TYPE SUB 8F8 RCMU 3'-6" (42")' -PRECAST 1025 1024 1598 4'-0" (487 ,PRECAST 765 1 763 1.309 4'-0" ,(54"), PRECAST 592 591 1073 5-4" (64') PRECAST 4.11 411 745 5'-10-(70") PRECAST 34D 339 616 6'-6" (787 ;PRECAST 507 721 1 490 7'-6" (907 PRECAST 424 534 1 363 9'-4" (112') PRECAST 326 512 230 1D'-6"(1267 PRECAST 284 401 180 11'=4" (136') PRECAST 260 452 154 12'-0"(144'') PRECAST 244 402 137 13'-4'(1507 PRECAST 217 324 110 14'-0'(1687 PRECAST 205 2.93 10D 14'-B'(176') PRESTRESSED N.R. 284 91 PRESTRESSED N.R. 259 83 17'-4" (208-) PRESTRESSED N.R. 194 64 19,'-4`(232') PRESTRESSED N,R. 148 52 21'-4" (256') PRESTRESSED N.R. 125 42 22'-0"(2641 PRESTRESSED N.R. 116 40 24'-0" (286") PRESTRESSED N.R. 91 33 RAFF IJP1 1FT 1 OAoB FOR R^ PRECAST & PRESTRESSED U -LINTELS 4--to-1 SAFE LOAD -POUNDS PER LINEAR FOOT TYPE M-11 81`12 -IT OF16-It BF20-IT OF24-1T 6F28 -Il 6F32 -1T LENGTH eta -2T EF12-21 8F16-21 BF20-2T BF24-2i 8F28 -2I 6F32 -2T 3'-6" 42" PRECAST 1559 1569 2655 2655 524 3524 4394 4394 5263 5263 32 32 7001 7001 4'-0" (487 PRECAST 1363 2305' 3060 3815 4570 25 8079 1387 2305 3050 3815 4570.25 4711 6079 4"-6" (54") PRECAST 1207 204D 2707 3375 4943 11 379 1207 2040 2707 3375 4043 53791016 5'-4" (64") PRECAST 171 a 2276 2x38 3399 61 4522 1018 1715 2276 2838 3399 3961 4522 5'-10" (90"} PRECAST 9D9 1567, 2 2593 3107 3520 , 4.33 01 1567 2080 2593 3107 3620 4133 6'-6" (7.R") PRECAST 1407n 166 2329 2790.. 3251. 3712(n 1407 1868 2329 2790 3251 3712 J -6' (90) PRECAST 1065 1624 , 2025 2426 2827 n 3228- 1224p 1624 2025 2426 2827 3226 9'-4" (142'0 PRECAST 706 n 1136 ' 1474 1815 2157 862 1318 1643 1969 2294 2619 10•-6"(126") PREGST 575 916., 1168 1461 1736 2011 1 695 1 IE2 1472 1753 2055 2346 11'-4' (136"] PRECAST 474 504 u 6119 1037 1274 1513 1753 , 494 607 10421.8 13720, 1610 1915' 21117 , 12-0" (1 44) PRECAST 470 458 , 724 9313 1153 u taw 15&5 1 470 50 940: 1302 fi, 1560 , 161a 2075 13'-4"(1.60") PRECAST 418 366 607 7a5 ` BBG 1 + 1323'-, 428 -- 460 1 780 oil 11.59 0 1419ml 16 1897od 141-0' (1687 PRECAST 8 550 m 724 889 1054 n 1220 ol 5 717 1063 1358 , 1582 18D7 14'-8" (176') PRESTRESSED 520 863 - s72 960 I+4 825 n9747 1303n 1518 17151734- . 15'-4"(184") PRESTRESSED3 486W429 627 769 911 g 1054861690612401. 1460 165817'-4" 208') PRESTRESSED3 n 405. 521 638756 873 r6506. , 740 , 10051 19'-4`.(232") PRESTRESSED9 fn1 3411 447 5477429623' a 84'1 a 1059tj 1227' 21'-4'(256') PRESTRESSED 204 n 307 393 an 480. ,; 56B ws 655 Do 142 232 1 373.vjI 537 721 n 905 1048 IN 22'-0" (2647 PRESTRESSED 137 197 ( 295 t 379. 462 546 , 630 137. 223 358 5131,0 656 863 n 999:cm 24'-0' (2dd") PRESTRESSED 124' 179 267 ' 342 , 416 x. 492 W ml 124 202 319. 455 . 606 757 878 SEE GENERAL NOTE N0. 18 ON SHEET 3 OF 3. U) b ((S`" E GENERAL N p ENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40J) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 4o TH E iOTE NO: 4 ON SHEET 3 OF 3. FELO ADDED REBAR. SEE GENERAL NOTE N0: 4 ON SHEET 3 OF 3, PRODUL-rRENEWED , u.com I fn "• CSN 140DUCPR1iV1S8DAY8Withd1eFlotidp1 Building Codo /'' a•. nlply"4 W'0.Ow IRoNdawcccAlnircc0EYDupdEYD+ tion Uarc 2 '3 , k+. Atteplauc Nol 0 O OZ By _ A7 p :• TE QF CRAIG PARRINO tmtlon Data- Z lb1"1iAQ1D odun •J ql,` 6324 CR 579 SEE GENERAL NOTES - SHEET 3 OF 3 C . A•.;UR.•'GN 4 SEFFNER.FL33588 "Jd4tl14 rl om:oY''• No By NBws10 ATE bsS FL. P.E.LIC. NO. 4475D lf1f41144114 MEMDFR OF ,e 1mt: CAST -CRETE 8" LINTEL FABRICATION DETAILS sun. X cr."v4 t 1 " teE NWG. 0 65 0 87-14 WUIYB BY: CBRIG 11MtW0, 1.E. - I8G.K0; 44736 SCALE• NO7 t0 SGIE h:&' DAIL•s 06/07/98 [HECKCO 9Y: [RVO PfRWNO, P.C. -BCD. N0. 4056 OHAITNfB No: (D6 SB[Ei.2 O7 THE NUMBERS ;IN PARENTHESIS ARE PERCENT REDUCTIONS FOR 'GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE. NO. 4 GENERAL NOTES SAFE LATERAL LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U•LINTELS t,Iam4stV SAFE,LOAD PLF LENGTH TYPE 8RU6 8RF6 RCMU 4'-4` (52') 'PRECAST 758 757 1.164 4'-6' (54") PRECAST 699- 693 1073' 5'-8' (68') PRECAST 408 407 655 V-10-(76') PRECAST 382 381 616 V-8' (8D') PRECAST 595 786 464 T-6' (90' PRECAST 509, 674 363 9'-8' (116 PRECAST 370 490 214 r SEE GENERAL NOTE 18 3056 SAFE UPLIFT LOADS FOR B" PRECAST w/ 2" RECESS DOOR ULINTELS 4st'—+ -are SAFE LOAD - POUNDS PER LINEAR FOOT TYPE 88F6 -1T 8RF10-1T 8111`14 -IT BRFIB-17 SU22-11 BRF26-1T BRFJO-IT LENGTH 11RFB-217 8RFIO-7T M'14-21 BRFIB-21 BRF22-2T BRF26-2T 8RFJO-21 4 -4° '(52') PRECAST 905 1668 2362 3056 375f 4445 5740 UK (1) REO'0 905 160 2362 3056 3751 15) Far oomposite NnW books not cbown, use safe bod..ban next laxer height et -n, 5140 4'-6' (547) 857 1604 2272 2939 3607 4445 4275 4943 PRECAST 1167 1604 2272 2939 36D7 4275 4943 5'-8' (68") PRECAST 675 1269 1797 2326 a 2854 3382, 3911 110BOM RUNFORONO 675 1269. 1797 2326 2654 3382` 3911 5'-10'(70") PRECAST 655 1207, 174Sp, 2259 L4 2773 3206U1 2799 LJ 655 1233 1746 2259 12773 3266 2799 6'-8° ,(80) PRECAST 57D 929 1530 1980(, 2429p 2879j, 3329(. 570. 1080' 1530 1980 2429 2879 3329 7'-6" (90") PRECAST 506 742 b 1364 b 1765 p 2166 n 2567 29680 By A. 7/,C 1 506# 4i-:j 8 1764 1765 2166 2567 2966 9'-8a (116-) PRECAST 1184 1222 a 1540 1859th 2180 R 7950 1072 T386 1701 2016 2331 jO THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE. 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE I u tedoh: 12) Llnl u or. m..II red vie, 5-1/2' one naldr a: a1 the end, b —del. redksl cob rainfadng wA num Km GROUT / U - UNriLEQLmDrce. pier 1 Intel 4000 pg( r p n e ed hnl I 6000 pit 1 .youl 7000 par i h madmum 3/B Irch aggagoln grouting IS) The lana Buda e idd; i clove nc a h to 6 or M 0ep shot hos,. 1 oa6ng olal ppb<din co d rc 1h ASiU G-926 0 oPa approved eopGng. 8F12 8f 16 cnle Dray lICU.) pa ASAI C90 with ynaJnwraekl r a mmpr ssrcn s4engD0a 19W pat alar pee A9LIE Afi15 Gode W pr I, -,ng alrond ppccI ASIU A416 Crede 270 bw r.Wol'an 14) EI Ids lead d mdlane0usy the reels I ttg n}r a Vp611 and hing qU jIdteral) f I bad .shoed b daukd Ire the timed IaoTng .116 llw end W egualfi i NEW AT TOP la ps ASM CI7D Type el or S I) AW,.d ud.lead Applied hantel load J)•1 UK (1) REO'0 Safe r.U, toad + Sate haie.ntal load S 1.0 WWT 1-1/2' CLEAR 2) AI s I bed tables mica ce meimm 4 inch rwLnd. 6ea(nq.. rappSiyp; Safo bods T. Unto! type BUB ,Died MG mast be eased by 2OX ll'beodng kogib is is. Bron 15) Far oomposite NnW books not cbown, use safe bod..ban next laxer height et -n, 6 1/2 richer. 16)'For -lintel lengths noi. green,ate safe loud Nan next langat length sham. a, J) Prorida (uB „odor bed_md Mad }tint,. 17) Sal. back an s.padmpaud ell -W. 6wds. 4) The auml+n F paerdhesi, indlmUa the Veacd redrcUal for 40 Tied added rEhar. 10) Sole -bads based m n6onal design Dray:, per Ad 530 and 913$11 GROUT gmde. figWJ6 7 6 Lnld 0f52 18 ole yyTorilywbod - 6472 W1 w/ 1 edsb0on 4 6472 (.&5). 5501 PIT 19) A.dil'aal Ia1.0 1.O,top-ly tin be dbl.;.d 1. des; F, by pmidin9,aW;aral Rg1U) aboire he TnlAlm dblch below: F. . j5 REBAR AT BOTI04 eu ed 360 .15) A6 heel, ine.l 0r A FE zoli,8; P tress Intel type BF6 17 -i no "o' mals re,yoaed. tannate masaxy'Units f r• OF MEL VIM a atom L/I ddkcUaa.. 110BOM RUNFORONO Uae ie -limited to condi" meeting the Florida BAd'ry g s -- MES) B' tdF101;A1 yd6lN D Cade Seek., 1604.3.1 " oppticobk PRODUCT RFI VISUD 1 eompllnntL wiW the PfnrtJnUJiIJBCOJ; 17 shoo Need rudds as rc4uigeA. F'rn 1500Psi r a Bj. a / 6 7) Ono 17 retor moy be ssAz; lW ed for two /5 i.bvs. p _ - y 8) ln,Nb1;on/alL.1Ubcnt of Enid must eampy d 1h the arclikdard and/. tmla 1 documnnlo. - - c SEE SAFE LATERAL. LOAD a • 44'A• e) r. deaymr a.lwt. loam hem Ln.. W. load louse a ABLES FOR LOAD RATING 8F32 EACH 08F28 . 4•`, d3S• . Deroywnoenvetee eulmAollrg the -ire- r.tsu.g rnarenl-off she al d- Y hom.lhey FOR ADOR 4.. • L°o el as I, P RCI 1 REINFORCED CMU (RC-,1fU) FULL COURSE U E N O s' 10).1.11. 8.1 Rated PRODUCT RENGWED . mcamchaff', ptying srirh the FlOrid6 • :4T 41Q11) Bettom IRW,oddod retic, to be baoidd d the ba¢an d the -Bnldr zitj. I 2' CUR IYFa (2) 5 REBAR. a RdmB L'odd Ao '. GR40 of'GR60 :pgoocrNo 6 E,to nUatc / 03 By A. 7/,C 1 T OF o'•. .-11 dura TYPE DESIGNATION r- F num Km GROUT / U - UNriLEQLmD r BOT101u OFOFCAHITp REM T 8F16- 1 B/IT NOWMAL „1011-1 Llt(LL nu OF i5 NOWL41 NEW J NEW AT TOP 5 RE Wg AT TOP UK (1) REO'0 WWT 1-1/2' CLEAR a, GROUT j5 REBAR AT BOTI04 OF MEL VIM 110BOM RUNFORONO 7-5/e` ACT1uE PR041 LW U14EL ' MES) B' tdF101;A1 yd6lN D PRODUCT RFI VISUD 1 eompllnntL wiW the PfnrtJnUJiIJBCOJ; Alooplaijo. 74„ 14 c ozU,pinufOn Uoic CRA1pPARRINO 6324 CR 574 a Bj. a / 6 EFFNER FL 331` 7A a, b datiet onnro L %` N r RE 1S10n O7;Td-' eaRlR 1 s0i FL. P.E. f1pi PF", LIC: O GP M ER OF TOLL. CAST—CRETE 8e LINTEL FABRICATION DETAILSCZ5" QP1 fFNFHAj REV -111 IN ' FILE NAVE: b85Ue3-14 DRAWN Of.• C`RAO PAPAIN„ P,E REO. 10. 44756. SCREEun NOT 10.SCAN111R: tF.7;.lt7 sa..z; a OA1L• 06707/9; eurcer0 Ae sav u.-ar _err un esaae n. a rr nr x. M to M !•5-HAZVII-DADE COUNTY OEM PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND LCONOiNIIC RESOURCES (RER) 11805 SW 26 Street; Room 208 BOARD AND CODE ADM MT STRATION DIVISION Miami, Florida 33175-2474 T(186)515-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) mviv.miamidade,gov/cconoroy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami.Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration (late stated below. The Miami -Dade County Product Control Section (ln Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for duality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,. modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4.", 6" & 12" High Strength Precast and Prestressed Concrete Lintels. APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and'Presti•essed Lintel Details", sheet 1 of '1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3; prepared by Craig Parriuo, P.E., dated March 24, 2003, last revision dated June 12, 2614, all signed and sealed by Craig Parrino,.P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stanip with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large an(1 Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's naive or logo and the Miami -Dade County logo. RENEWAL of this,NOA shall be considered after a renewal application has been filed and there has been.no change in the applicable building code negatively affecting the performance. of this product. TERIVIINATION of this NOA will occur after the expiration date or if there has been a revision or change iii the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of.any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with auy section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT; The NOA number preceded by the words Miami -Dade County, Florida, and followed -by the expiration date may be displayed in advertising literature.. Warty portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the•manufacturer or its distributors and shall be available for: inspection at the job site at the request of the Building Official This NOA revises NOA 4,13-0321.07 and consists of this page 1, evidence submitted pages E-1) E-2 and E-3as well as approval docu ent,mentioned above. The submitted documentation was reviewed by Relmy A. Makar, P.E., M.S. NOA No. 14-0903.03 MIAMI-QAQECOUNTY 't.. ` f P Fc..='rE•` r,fi % Expiration Date: 09/11/201& t Approval Date: 10/09/2014 6 . Page I Cast-Crete USA, In NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605,04 A. DRAWINGS 1. Drgwing Aro.-FD4612, titled "Precast aul Prestressed Lintel Details", sheet 1 of 1, prepared by CraigParrino, P.E., dated March 24, 2003 audDenvinglt!o. LT4612, titled Cast-Crete 4 ", 6" R 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated iWarch 24, 2003, lust revision #1 dated April 28, 2003 both drawirrgs signed and sealed 6y CraigParrino, P.E. B. TESTS 1. Testreport onfle ural testing on 4", 6" ce 12" Precast Concrete Lintels (filled and Unfilled 11lodels, total of (13) concrete lintel specimens, per.ATI1I E-529-94, prepared by.lpplied Research Laboratories, Repor-tNo. 3040411, dated 04110103, signed and sealed by Christopher A. Hamon, P. E. C. CALCULATIONS 1, Calculationsfor Cast-Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P, E ,, sighed and sealed U ' Craig Parrino, AE. 2; Calculationsfor Cast-Crete Lintels, dated 05/29/03, 140 pages, pr gored ky Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION 1. Qual jty System Hanual for Cast-Crete Alcrchine rllade Precast Lintels revised on illcri1, 2002. 2. Cast-Crete Qualh), System dlaintal for Prestressed Products dated 2002, 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing No.. FD4612, titled "Precast and Prestressed Lintel Details sheet 1 of 1, prepared by Craig Parrino, P.E., dated illarch 24, 2003 and &caving No. LT4612, titled Cast-Crete 4", 6" & 12" Lintel Sqfe Load Tables", sheets I through 3 of 3, prepared b), Craig Parriuo,, P.E„ dated Warch 24, 2003, last revision dated ,Vlapch 11, 2008. B. 'TESTS 1. None. C. CALCULATIONS 1. None. D, QUALI`T'Y ASSURANCE 1. By Miand-Daele County Building Code Cowhliance Off ice. E. MATERIAL CERTIFICATIONS 1. Norte, Hk46), A. MaIca r, P. E., N1, S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date.: 09/11/2018 Approval Bate: 10/09/2014 E-1 Cast -Clete USA; Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9 12-0209.12 A. DRAWINGS 1, Drooling No. FD4612, titled "Precast and Prestressed Lintel Delails", sheet 1 of 1, prepared by Craig Parrino, P.E., elated kfarch 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 ol'3, prepared by Craig Parrino, P.E., dated illfarch 24, 2003, last revision dotted rlfarch 11, 2008, all sighed and sealed by Craig Parrino, P.E., oil hfarch 22, 2012. B. TESTS 1, None. C. CALCULATIONS 1. None. D, QUALITY ASSURANCE 1. By tLlicani-Dade County Department of Permitting, Er Wroinneat, and Regulator y iffcrirs. E. MATERIAL CERTII+ICATIONS 1. Noire. F. OTHER 1. Letter from Cast -Crete C&por•ation, dotted February 03, 2012, signed and sealed by Craig Parl,ino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE. SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321,07 A. DRAWINGS 1. Alone. B. TESTS 1. Norte. C. CALCULATIONS 1. Arone. D. QUALITY ASSURANCE 1. By llfianri=Dade County Department of Regulatotj, and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None, r i' Uanny A. Makar; P.E., M,S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date.: 10/09/2014 E-2 Dist -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing iVo. FD4612, titled "Precast atic1 Prestressed Lintel Details", sheet 1 of 1, prepm•ed by Craig Parrino, P. E., dated tllarch 24, 2003 and Dralving t\10. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Seife Load Tables'; streets I through 3 of 3, Prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12-2014, all signed and sealed by Craig Parrino, P. E. orr ftugust 19, 2014. B. TESTS 1. Arone, C. CALCULATIONS 1. Calculalions,for Ccist-Crete Lintels, dated 0511912014, Rages 1./,201 through 14.236, prepared by Craig Parrino, P.E., signed acid sealed Gy Craig Parl-ino, P.E. D. QUALITY ASSURANCE 1. By Adidmi-Dade Cerruti, Department of Regulator7, mrd Economic Resources (RE]?). E. MATERIAL, CERTIFICATIONS 1. Norte, F. OTHER 1. Letter from cyst -Crete USA Inc, dated ftugust Iy, 2014, signed and sealed b' Craig Porrino, P ., certify?ing cnrrrPlictucewith the Florida Brrildirag Code; .2014 Edition. 1Ie1 'Iatcar' 1I.E., MS. Product Coutrol Unit supervisor NOA No: 14-0903,03 Exptratioii Date: 0911112018 Approval Date:: 10/09/2014 E-3 TYPE "BI' STIRRUPS TYPE "A" STIRRUPS HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 8` TOP STEEL TYPICAL LENGTH 5'I "C" SPACI C" SPAC C 4 A" BOTTOM STEEL LENGTH 6" & 12" PRECAST LINTEL REINFORCING CAGE FABRICATION MODEL 11' PR .AST U -LINT I f2' PRECAST r/ 2' RfC[SS DOOR U -LINTEL S• PRCOAST U`INTrI •• S J 6 e•- 9 S /B• 114- I 11 6 6' 3 8 f 1 5• 1 2 e 1S6I{• 1 161 3 4' 413/16' yr •A' rn rt 7 32.1MUP9 AS s onn t`+Sta K a pN9ul(9 Ja'A u.1.iIbM2 mt 'B• snxR1)Ps n 9 K KMlOVLLo.. nl fh lfR.. K. hbl n 4 1. {gnpKnw n K sE+rt HUT. a to rAuiTxu- T/52'I 61R L L a 7 16- D.3 4' 7 19 LTd11.5 7/1b 3'3/4' :7 i6 4_SD ID LINTEL7PT 1.4 3 1/e•' 1 I 6" PRECeST U-LIN7EL 17" PRE CESTTU-') 11HTE' tY PRECAaT r/?.1"-RF ESS I=IMfL 4" SOLID LINTEL DATA TABLE 12N PRECAST U—LINTEL DATA TABLE THIS PR02RIETART of 1-1 Is PRowuo FOR vYwucr APPRDra. N s 7RDJCCICO By COPTEDM CAWS AND CANNDI BE REPAODUCED OR ODTRINUITED Il,,NNTTl[ NGOACIRO LENGTH V-6' (2) f3 REBAR 3'-6' 4'-0' 2/ A J-11• 6' A A -S 2 1 R[eAR 6'-6' 7'-6• 2 7 -5' 10'-8 D /0 -5. 6" PRECAST U -1 -INTEL DATA TABLE IO["Of CY ] fY2 _L[NDtN V + LVOtUNE I A L']I[Rk7/31MR 5 [ NTOLC. V u[ DIT A f( 0 LENGTH 1TPE OPLFNG O.OJ] 161 5 REOAR b'-10' 719: BAA S-24 NA 4 1-0. 00417/32 BAN 3-e, 11 A 4' 5,56 -FF.-s- 1B i5 RE— a-2. 7/32 BAR b-6 N A A 6-6 0.070 j3-A' 6-10 2 BAR C-1 A 4 Y-6' ,0,°! 6. /5 7 -ID J S2 9AR Y-2 2-0 6 7- —4 0 01 10 B -6 B -D' 1'-0 6 6' 0 439 ] A 6AA l0'-10 /3. 10'-2' 2'-' B 11'-4' O.tii 11 -6 BAR 11'-0 3 9 12'-0' 0:1 23 5 Ra AR 12-4 S RC M'11 -e' 3 -0 13-4: 0,143 / - BAR 13-8 /S REBAR IS -o' '-0 6 T4•-9 A:131 1 s.R1eAR 19- /s FEe[R 13 _e 4-D e i]-{' 0:/67 ]. S:RE 1 -e BAR f7-0 1-0.. 6 4•.0.206 A / BAR 1 -0. ) - 19-0 3-0 IINOUT ME Mot wAmEN CONSENT WI-CRRE -USA. BIC. GENERAL NOTES: nl 1.. 9ROE .INA ]I[(E+ J/J2 9AR KiN ASI01 /1. /4, ARD /! PEMR L SItUn110 S1REN61H: d .WD 1] IRON UMCl6 = atOµ0[ 10 ASN A61! S NOR ME TOtAL NUNE(R M SORAUPS B[g0u[0 M[ W.I. zTM11W a. CONCREf[ S1R[NCENS: fa =9000 231 f0E ALL {.— AND 12 WCB FROM EACH END Of THE AdiJOACIMO GCE: TOR O-iil - N0: OE 2RECAST YNI[15; h • 3069 I61 t01 4 NR:H IAI(IELS ]t1A1YH =. 4, TMLM 1N[ tFHIlOAELq CAOE FAMCARON N00FL.iNDws S. on* N STEEL SHALL K M OACK ONE INCH JO BE NNSK MN EN05 111121UPS F.. EACH THU. ON 6 ANG 12 RICH —ELS LATER 91NI221N9 FRON FORS', StSA\!: G. E/FI V•. J'- 6' 0.036 104 3 ACOM V-10' 3'-2' N A 40.030119OAR {-4 3-6 N A 44'-6' 0.033 1 B 6 4-10- {-2 H A 40.04]. 173 / R ,-•'-• NA 6' O.DI 193 /4 RE A0. __ M A. t BAP `B: 00 B 1 RCOAR 0'. 0 IQ - 6 6331 AR - b 0. 696 395 REBAP 3- • It', -Do e" 14- A BAR I1 0' 4-0 a S, NFBAR 1J-6 3 A '1Y-0' {-0 6 12" PRECAST W/ 2"' RECESS DOOR U -LINTEL DAT' TAABLE :,1 n ..• O, 4 EL RE s V0 LEIfOf nL o v a .1{ ' 0. 047' fe /5 A A 4'-B' 7 J2 MR {-0 N A { y it'° U 0. 017 .192 R 4 -10 2 BAR A 2' N A 4 1 r .Ct F • P,'(/ CRAIG PARRINOc0.06] 0.0{0 - S i N A 1 0 •. T13'-4' 43- W!.* E 6324 CR 579 IT/, 0: 11]914 0.096 39 / REYAR 10'-0' R RAR 0-4' 1-0' 6 '1'I S1,1 FLEFFNE . FL 33504 ptlild ly C -°d 1 // 0Y-60:053 A9CLp-V- IhM1O Il, 1 / eyl REYISION 11` rJ jlfl- N _ PRECAST AND PRESTRESSED LINTEL DETAILS RE 1NLE:OBSUB/-14 DMNIi B7: 1DHAN 1FN.1UD SCAL: AS SHOWN DAICi . 3/24/01 CREDO BY; CRMO PARANO, Y.E. Dmwoa m4IV2 SHEET: 1 OF 1 GENERAL NOTES 1) Molerols: j:a 4: getakt r.W psi 6, 123g—t Wi,kl - 6Mjuil 'Ath mox;mu! inch aggrerto V- t, mo—ry uQ.10) v, 1 hG Ah .h- ritt area cane .190000 ps mrAS1' o mortar. CZ70 q" Ww S 2) All sato two tables based on-mmimum, 4 inh —;.al le...419. 419. EI—lie, safe 1.4, for RM lg.Aua. '121J8 wA IFU6reduced49bowuIglength'.1 Its. an 6 1/2 i.ho., 3) P -id.. ful —,far.bed ..d head j."'U. 4) N number in Nrcuth"is ltwlicausl pemut reduction fm ql,edr Q W added rebd,. Fxomple 17'-46 UIAIJ 12F24 -2B safe irovity kItid - 14281i9 reduction,/ 142reduction+ 1428 (.8 1228 of 5) All Mkide meet or exceed U360 deflection. FalunLittal typesa & 12FB 17 -4 Wingti meet. ., —.d L/laD deflt6o., list it.limited to canditi— mllti2,th. floldo,11WINCodeStbw 160{:3:1 as ppk le, 6) St.. filled IaIttfi as 7) 4' sad firitel. to to ins.11M ,/ 4' dl—.a. hdil-lat aW 8' 6—ion —r -l. 8) gon/oltochms;%l of lintel must compll, with the wchitte(ural and/or etmclural do—krAs. 12) 6' & 12' UjUb weamd.juied with 5-1/2' 1.119 ect.h. at U. .dl to wo.d.b. vetkil W ,Wwcinq and ffroulk,j. 13) The Wo(Wr sudoce of fintelvirtotaltul in ixttdor conacto masomy wobs, 0.11 hve o coating of I.. appl;,d irt —id.— with AST)A C 926, or o1mr oppr—d, —t;% 14) Ume,11odd-d sirmilt.—s 1.1ticul uPYIQ load, huld be thocked fe, th—Alp. 16. mg with the equotiors AW,od —6.1 load Applied hod2ontal load Sol. .rtkdl I.d + Set. horl—tal load tic 15) Eur —polite NO heights -not show. are .1. ].ad (r-, a,.t 1— hdgld sbawn. 16) Far 1W.1 langthe not, dawn, use soft Iced from next I-geA [,,,gth show. 17) Sale load, ani supeftposcd .%"able loads: 18) Safe loads based .. .16U-1 design a.W. per ACI !iX aA ACI 31& 19) Aq&G-11 lot,.[ load qd6ty n,be-obtained by, W disig— by prWdiq add-&..] jdj.d ceAaete-osansy ooh (RCMU) above the W.I. See sk.tcb below: SEE SAFE LATERAL LOAD TABLES FOR LOAD,RkTING FOR EACH ADDITIONAL REINFORCED CMU (RCMU) FULL COURSE 9) The d. a may ewWai mneenba W loads I— the -sof, load tables Try 16addcal.fi"g ft I..-. —.Ug M,Idb— at, d-a.1y (,am 1/2' CtR TYP-/ I REBAR FO, 15 REBAR FOR 12- LINTELS 12faceofsupport. CR40 GR60 IJ8 12FB 12F12 121` WM ) I - 'Not Rated 11) Bottom Gold added vebor to be locoted at the bottom at Na lintal co ty. GU8 6F8 6F12 61`16 r A TYPE DESIGNATION For. zA 12F16-2B/2T Z z Iraxco"st!) IN 12• LKW z z ve ml a 0 0 CMA z: 4S8 E: E 12F28 12F24 12F20 0aaT V I mply; Ih , 8,uld, " Ch, t1 5 T RAIGPARR)NOACIIIAJL 7or0— C 12' -NOMINAL' -WIDTH -aa/-z -Z. RIO 6324 CR 579 - 61`32 6F28 '1 1`24 6F20 `i` 011^ NHL GN SEFFNEk FL 335B4 say- gN .44756FLPIIII SAFE LOADS FOR 4" SOLID LINTELS Carr am GRAVITY Z,3 -T -,,---_ TYPE 4S8 3--6- (42-) PRECAST 1180 4--0" (481 PRECAST 95, 959 4'-8" (54") PRECAST 789 5'-10"(70') PRECAST 460 6'-6" (78' PRECAST 360 7'-6" (90'.) PRECAST 260 9'-4" (1121 PRECAST 148 10--5- (126 -)PRECAST 366 4-4-- UPLIFT LATERAL TYPE LENGTH 4s 8r687 4$8 3'-6- (42') PRECAST rfI 8T. JOYAN ARVAUD 371 4* -0^ (48') PRECAST 59597 320 4'-61' (541 PRECAST 529 na 5-16"(70") PRECAST 407 148 6--6- (78") PRECAST 366 118 7'-6" (901 PRECAST 280 87 9'-4- (112-) PRECAST 187 55 PRECAST 152 43 MY REVISION DAU OF p 4 4 71ILECAST—CRETE 4', 6-" 12" LINTEL SAFE LOAD TABLESISIONV2812i rfI 8T. JOYAN ARVAUDCENCRALREYlSIQfA16/12/14 DATE., 3/24/03:CHECKED BY: CMG MUM; F.E. -'REG. NO. 11786 OWINC:110. L14612 SHEET I OF 3 SAFE GRAVITY LOADS FOR 6" PRECAST U -LINTELS 4CMR-4-m SAFE LOAD POUNDS PER LINEAR FOOT LENGTH TYPE 6U8 6F8 -1B 6FI2-18 6F16 -1B 6F20 -1B 6F24 -1B 6F28-18 6F32-18 3'-6- (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0" (48') PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6" (54") PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10"(701. PRECAST 1067 1280 2198 3557 5734 7227 8297 8225 6'-6" (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6" (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4" (112') PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6"(126') PRECAST 503 566 895 1270 1706 2236 2698 3747 1 V-4'(136-) PRECAST 457 513 805 1.133 1507 1952 2492 3163 12'-0'(144') PRECAST 425 477 744 1042 1377 1769 2238 2808 13"-4'(160') PRECAST 373' 417 646 695 1176 1485 1852 2285 14'-0-(16B') PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4"(208") PRECAST N.R. 299 455 620 794 985 1 1198 1437 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES SHEET 1 OF 3 SAFE LATERAL LOADS FOR 6" PRECAST U -LINTELS SAFE UPLIFT LOADS FOR 6" PRECAST U -LINTELS 4."T'Mamm SAFEEiLFOAD V J mM ol SAFE LOAD - POUNDS PER LINEAR FOOT SPE LENGTH 6UB 6F8 R • CM,) TYPE 6F$ -1T 6FI2-tT 6F16-tTLENGTH 6F20-11 6F24 -1T 6F2B-1T 6F32 -1T S-6" (42") PRECAST 587 1055 596 3'-6" (42') PRECAST 1412 2074 2715 3356 3997 4636 5279 4'-0' (48") PRECAST 487 787 445 4`-0" (46") PRECAST 1225 1800 2357 2913 3470 4027 4583 4`-6' (54") PRECAST 416 609 344 4'-6" (54`) PRECAST 1083 1892 2084 2577 3069 3562 4055 5-10' (70') PRECAST 300 350 198 5'-10" (707) PRECAST 831 1222 1600 1 1979 2357 2736 3114 6'-6' (7B") PRECAST 263 496 157 6'-6" (78') PRECAST 723 1097 1437 f 1 1777 2117 2457 2797 7'-6' (90') PRECAST 222 367 116 7'-6- (90') PRECAST 648 8831 A 1249! 4 15441N 1840 w 213514 2431 9'-4' (112-) PRECAST 173 352 74 9'--4- (1121 PRECAST 575 571 G 980 1252 1492 1732 1972 10'-6'(126") PRECAST 151 276 58 10'-6'(126'1 PRECAST 514 4621,n 7871 1121 '1335 1551Ep, 1766 1'1'-4'(136') PRECAST 139 311 49 11'-4'(136') PRECAST 474 40411,) 685 cj 985 12131 1442 1645 12'-0-(144') PRECAST 13.1 277 44 12' -0 -(144 -).PRECAST 454 36711 619 888 ,.1093. 1299 1506 13'-4"(160*) PRECAST 117 223 35 13!-4-(150') PRECAST 402 308 516 736 906 1076 u 1247 14'-0"(168-) PRECAST 111 202 32 14'-0"(168') PRECAST 368 2851 475 677 832 989 1145 17'-4'(208') PRESTRESSED N.R. 130 21 17'-47(208") PRECAST 253 208. ff 338 476 585 693 803 s SEE GENERAL NOTE 18 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESAR. SEE GENERAL NOTE NO. 4 AIG PARRINO 6324 CR 579 FNER;FL 39684 PRODUCT Aj.,,SSD W Jm"uwOh tlm Flu ida Acct k7:Code Miinli `Uuaq"Tia',7 ic1C' oi 1.•. 1 H G5a4E 9EV1S1oX *iz9iG3 MEMeers or f CAST -CRETE 4 6" & 12 LINTEL SAFE LOAD TABLES 1L_ NAME CXANGE S i—T 1%08 ^°` •} -- C G VISION 6 19 14 nw..v t -,,, we;: FRE MINE• ORSO96-14 OUn 61:' JONAN'ARNUJO $CAIE: N.15; SAFE GRAVITY LOADS FOR 12FQPRECASTU -LINTELS SAFE LATERAR12". PRECAST D- LINTLOAD• LINTELS SAFE UPLIFT LOADS FOR 12" PRECAST U•LINTELS' csla- tow " SAFE LOAD PLFSAFELOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 1208 ISS -28 112F12 -2812F16-28 12F20-28 12F24-28 12£26-2,8 12F32 -1B S-6'' (42') PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0" (48")_ PRECAST 2923 4232 5838 7619 9352 11060 12155 14438. 4-6" (54') PRECAST 2396. 34.64 5304 7,619 9352 11060 12755 14438 5'-f0"(70')' PRECAST 1612: 2320 3218 5234 8487 91060 12755 14431,; 6'-6° (78 1 PRECAST 1383 1986 2679 4196 6421 110032 3563 12755 1443$s 7'-6' (90-) PRECAST 1138 1628 2131 3218 4676 6756 9763' 1352}' 9'-4" (112") PRECAST 795 1216 1535 2230. 3083 4167 5593 7552( 22011 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 11'-4"(136') PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-0'(144").PRECAST 427,63 456. 878 1073 1513 2020 2617 3333. 4205,,, 13'-4''(160') PRECAST 359 767 926 1294 1709 2188 2743 3409(; 14'-0"(168") PRECAST 321 7200. 855 1204 1584 2017 2451 3106, 17'-4'(208') PRECAST N.R. 4510 6311, 881„ 1141,,, 1428,,, 1750,,, 2102 19'-4'(232") PRECAST N.R. 343„ 4770, 700, 925 1152,n 1380 1 009 a,"/ SAFE LOAD PLF TYPE 1'2US 12F8 T?CMULENGTH 3'-6' (42") PRECAST 1295 4841 393 , 4'-0" (48') PRECAST 1295 4841 2994 4'-6' (54") PRECAST 1049 3922 2417„ 5-10-(70') PRECAST 68,1 2547 155 6'-B" (78") PRECAST 579 2167 1234(,4 7!-6" (90') PRECAST 474 1771 914,E 9'-4" (112') PRECAST 355 1326 58014 10'-6'(126') PRECAST 306 1143` 454p4 11'-4"(136")PRECAST 278 1041 3880 U' -O'(144") PRECAST 260. 971 3450,1 13'-4'(160") PRECAST 229 857 278 14'-0°(168")PRECAST 2.16 809. 2510 17'-4•(208') PRESTRESSED N.R. 6331 162„, 19'-4-(232")PRESTRESSED N.R. 1 5341111 . 130w I) 1NE NUMBERS IN PARENTHESIS ARE PERCENT RUMTIDNS FOR, Ott ULNtKAL :NUIt US GRADE 40 FIELD ADOED RESAIC SEE.GEHEAN. NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST W12" RECESS -DOOR U -LINTELS 111^ PRF: SAFE LATERAL1TarrFLOADSnnp 11Ru IMTF1 C 4- 4— SAFE LOAD FLIPSAFELOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RU6 12RF6-2B 12RFI0- 12AF14- - 12RF18- 12%22- 12M5 -2E 12RF30- 4'-4' (527) PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6" (54') PRECAST 2319 2740 5468 7584 9640 11659 13679 15679 5-8' (68') PRECAST 1347 1841 3555 6395 9640 11669 13679 1567R,; 5'-10'(70] PRECAST 1259 1758 3361 5954 9358 11669 13679 1567qN 6'-6" (80") PRECAST' 924 1430 2633' 4415 6884 10351,; 1257„ 1480Q tz 7'-6' (90") PRECAST 903 1203 2157 3494 5259 7922 9623, 11328' 9'-8" (1 IAPRECAST389_ 2972 843 1451.a 2157 1 3203 44271, 5417(- 63801. 1) THE NUMBERS IN PARENTHESIS ARE; PERCENT RETAICRONS FOR GRADE 40 FELD ADDED REBAFL,SEE GENERAL NOTE NO. 4 Ic—c — SAFE LOAD FLIP LENGTH TYPE12RU812RF6 RQMU 4'-4" (52°} PRECAST 1295 3692 2581,4 4'-6", (54") PRECAST 1213 3458 2417,9 5'-8"' (68'7. PRECAST 784 2236 165%,, 5'-10"(70"), PRECAST 747 2129 155 W-8" (801 PRECAST 602 171611M,,, 7'-6" (90'. PRECAST 504 1438 ,9148,1 V-8" (116') PRECAST 35,5 1011 s5 9" C4WQ10 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12F8-21 12F12 -2T 12F16 -2112F20 -2T 12F24 -1T 12F28 -2112F32 -2T S-6' (42') PRECAST 2752 4287 5613 6936 6264 9589 10915 4'-0- (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (54') PRECAST 2113 3291 4310 5328 6347 7365 8384' 5'-10'(70') PRECAST 1623 25276 3310 4092 4875 5658 6441 6'-6' (78*): PRECAST 1444 2269, 2972 3675 4378 5681 5784 7'-6' (90") PRECAST 12671 1767 , 2583, 319410 3806 D, 4417 5028 9 -4' (1.12) PRECAST 1020 111 1171 20061 25901 3087 3563 4079 10'-6"(126') PRECAST 9201 947„ 1612 , 22811 2764 32091„ 3653," 1.1'-4"(136 PRECAST 8580 629 1404f.0 19821 2441 2902 3364,,, 12'-0-(1W) PRECADO ST 814 753 ,, 1269„ 1788, 22011 2616 3032 13'-4"(.160') PRECAST 678 633(ull 1057 1485,,, 1826 2169, 2513, 14'-0'(166') PRECAST 522,71506'1 974 13651 16790 19930 2309 17'-4"(208'), PRECAST 434x,• 427,63 645 , 964 1182 m 1402„ 16231 19'-4"(232') PRECAST 366 3700 593 817 D 1002 1187 13721 1) THE ffWOLRS IN PARENTHESIS. ARE PERCENT. REDUCTIONS FOR GRADE 40 FIELD ADDED, REM .SEE . GENERAL. NOIE N0. 4 SAFE UPLIFT LOADS FOR 12" PRECAST W! 2" RECESS DOOR U -LINTELS emIM- wne SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RF6-2T 12RFIO-21 12RF14-2112RFIB-2 12RF22-2 12BF26-2T12RF30-2 4'-4- (52') PRECAST 1626 2685 3746 4806 5867 6928 7989 4'-6" (54 PRECAST 1558 2582 3602. 4623 5643 6664 7684 5'-8' (681 PRECAST 1210 2042 2850 3656 4466 5273 6081 5'-10"(70') PRECAST 1173 1984 2769 3553 4338 5123 5906 6'-8' (80') PRECAST 1020 1538 r 2426 , 3114 3802 4489 5177 7'-6' (901 PRECAST 904 1226„ 2163„ 2776 3390 4003 4617,; 19;78- (116') PRECAST 703„ 771 I4 1472i4 2181 2663 31450; 3628„ SET 0£IJEkALNOTE 8l ENS: 4a SEE GENERAL NOTES - SHEET 1 OF 3 r:.: :+ MpE M jB ER OF IN PARENTHESIS ARE PERCENT REDUCTIONS: FOR A ADDED REBAR. SEE GENERA, NOTE NO. 4 PROEIUL tr,vlsim e--vjy,nRwif l filo- lgod4 EAuldily C e f 1A< ur jtslccl _„t! a 7, o R1v F ., CRAIG 6324CRR790 BY unn6fes Tf a7$ C G `, SEPFNERI,:FL 33584 M mnf OaAc Py unil ALG ;.• ` FL. P.E."tt)NO.pWt58141444 mLE-CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES BY: OUZO PAWO. P.F. - 8EO. NV. "756 1 DRAWNG:NO. LUM SHEE1 3 OF 3I MIAMI -W- MIAMI-DADE COUNTY f PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T(786)315-2590 F(786)315-2594 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued udder the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami, Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing. and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast=Crete 8 inch high Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCIIMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino; P.E., dated June 7' 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing,the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section, MISSILE IMPACT RATING: Large and. Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and'the Miami -Dade County logo. RENEWAL of this NOA shall be considered after arenewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'afler flee expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales; advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by Hf lnty A. Makar, P.E., M.S. Y NGA No. 16-0126.03 MiAMI i7AC1E COUNTY /!// W. Expiration Date: 05121/2017 Q/ Approval Date: 04/28%2016 Page,I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PRE,EVIOUS APPROVAL 996-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E,, dated 06107196; revision #1 dated 11108196, sheet 1 of], and Dralving No. LT8, titled "Cast -Crete 8" Lintel Safe Load'Tables", prepared by Craig Parrino, RE., dated 06107197, revision 94 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P.E. R. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concretelintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, .Report No: 29702B, dated 07130/97, signed and sealed by Christopher A. Hamon, P.E. C.- CALCULATIONS 1. Calculations for Cast -Crete 8 -inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E.. 2. Calculations for Cast -Crete 84nch Lintels, dated 11111196, 45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MA.TERIAI. CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory.. 2. Mill Certified Inspection Report #20-8275 dated 06/20/95 for pre -stressing strand°by The. Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13/95 for pre -stressing strand by The; Crispin Company. 4. Mill.Certified Inspection Report 42111-078240 dated 04125/96 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report #84 -MI 9614 dated 02129196 for #5 rebar by Birmingham Steel Corp.. 6. Mill Certified Inspection Report #58-A66332 dated 01/28196 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04I05196for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for 44 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208.dated 04/21196 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. 4. zzytn ny A; Makar, PE., M.S. Produc ontrol Section Supervisor NOA No.; 16-0126.03 Expiration Date, 05/21/2017 Approval Date: 04/28/2016 E-1 Cast-Crete.USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M2074.9 dated 04/05/96 for 95 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05/1 4/96. 13. Quality Control Manual for Pre. -stressed Products dated 03120193. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8 titled "Cast -Crete 8" Lintel Fabrication Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated June: 7, 1996, revision 92 dated January 28, 2003, and.DrawingNo. LTB, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets I & 2 of2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision 95 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Ramon,. P. E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8 -inch Lintels; dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on 11day 0_1, 2002, 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. az- lwny'k Makar, P.E.; M.S. Product Control Section Supervisor NOA No. 16-0126.03. Expiration Date: 05/21120.17 Approval Date: 04/28/2016' E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 406-0222.01 A. DRAWINGS 1. Drmving No. FD8, titled "Cast -Crete 8" Lintellab'rication Details", sheets l through 3 of 3, prepared by Craig Parrino, P. E., dated June: 7, 1996, last revision dated February 17, 2006, signed and sealed by C a g Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1, By Miami' -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION L None. F. OTHER 1. Letter from Cast -Crete: Corporation, dated 0212012006, signed by Craig Parrino, R E: 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.0.4 A. DRAWINGS 1. None. B. TESTS' 1. None. C. CALCULATIONS 1. None. D. QUALI'T'Y ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None, F. OTHER 1. Letter front Cast -Crete Corporation, dated January 18, 2011, signed $y Craig Parrino, P. K, certifying compliance with the Florida.Building Code, 2007 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No., 16-0126.03 Expiration Date: 05/2112017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated Junee 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, Rk, on March 22, 2012. B. TESTS 1 None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By lldliami` Dade County Department of .Permitting, Environment, and Regulatory Affairs. E. MATERIAL, CERTIFICATION 1. None, F. OTHER 1. Letter from Cast -Crete Corporation, dated 02/03/2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7, EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02' A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through. 3 of 3, prepared by Craig Parrino, P.E.., dated June 7, 1996, last revision dated June 1:2, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None., C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8 -inch, Lintels, dated August 19, 2014, sheets 14,101 through 14.129, prepared, signed; sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1, Letter fr-orn, Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E.; certifying compliance with the Florida Building Code, 2014 Edition. He A. M_ a ka r, P. E., M. Product Control Section Supervisor NOA No. t6-0126.03 Expiration Date: 05/21/2017. Approval Date: 04/28/2016 E-4 U Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8: NEW EVIDENCE SUBMITTED A. DRAWINGS' 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. .None. F. OTHER. 1. Letter from Cast -Crete USA, Inc„ dated January 1.3, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition:, 01 HqfAff A.'Makar, P.R., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS d;, ,' £1t`a'>slr >< , § Rj. 'G^y k 7Ea{,at',i•. :; ••. v:<.e.,h3. 'tea, "5 .nR£..` .ra%tr1. PRDDUCI RIiNEwED m mnlplyinq+vilhahc Fl Oridl 7/3270 BAR STIRRUPS LZ4— RRUPSTYPE "B" STIRRUPS81 LINTEL LINTEI:S STIRRUP DETAILS STIRRUP Sau, X. zrDETAILS S4lE:. N.TJ. TI/E 'A' fT[FPS ALL MXIaLaALLOIM[AR,.A Nt'. D/[ '1' SIW9H TI/E 'A' STI s D3 i't 1[fL32lnR[u pRTCASi LINT FI 9f MCORLTNG CADf EA9RICAT{ON MODEL i' fFA IMc(ai ITRILS' Oi l Wf 1./ Y+a "FTa1RAu/i l AT lKa FN1EL YOLUME Y! 0µT R2E CC BS T_- W ST IFNOIPLS2EE Y06ME WFEIBSiT NO l SPACINO i01MI0P4 1x6' 3 REBAR 3'-3' -7 32'BAR 3'-2" K A W-11" 1 0.134 542 7/32 BAR I V-3" 17/3Z tip 1 14V-5 4 0 3'-0" 1 9 BAR 3 -If 7 32 PAR 3-B" - N A t 15'-4" -0.140 567 7132 BAR 1 -3 17/32 BAR 15 -2 4 0 3-2 9 7 32 BAR 4-2 A 4 V- 4" 0.049 17 - t 0.t56 639 7 32.0AR 7 -J 7 32 BAR 17 -2 4 0 3•-8" 0 8 5 10 0.e5A' 19- 4 -0,175 713 213 1'-3" 7 32. 8A 18 -2' - '4 0 A-2 D 6'- 6" 0:060 1 234 4 REBAR I 6'-3' 17/32 21'-4" 6,194 71 -0AR. 1 ,-0 1,32 BAR 21'-2':' 5 O 3'-13 3/4" 787b3.7 ,x2'- 0"0.2008112"BAN 10 270 4 REBAR' 7-5" 7 32:BAR 7'-2" M fi 1 - 3 7/32 BAR 21'-10" 6 O 3'-10 3/e I. 4 REDAR' 9'-3" JS REBAR 0'- 6"1 0:096 16 - 0" 4 REBAR1 10'-5' -jff3 REBAR 10'-2" B. 104 24'-0'"'-0:219. 7 32 BAR I " 6135 10-0 7/3x BAR 23'-10" 5 O 4'-3 1/e" 10 8 tz- 0 0.110 8" PRECAST W/ 2" RECESS DOOR U LINTEL DATA TAFILE i 0.12. 480 NTEL OENIL HRAL 'S YO I ME Wf118SfT 0 R LEa/AGXO 05 4. 2- 5. 4'-4* 3'-0" 11 .036 146 /3 REOAR 7/32 BAR 3'-8" N A 4 3 - 0' a 8 J -1' 0.037 1 0 3 REBAP - 7 32 BAR 3 -t0 H A 4 4 - Cr 0. 7 - 32 BAR 5-0 ' N/A 5 0. 047 A - B 5 -2" N A8 R 6-0 NA 8 - 0" 7 -6 6'-4' O.C6D -2 i4 RFOAR J3{t fT{i 0' -TV N/A 6 B- 0 W -B B -4 0:078 18 04 RE 03 REBAR 9'-0" '2'-0- 8 TI/ E 'A' fT[FPS ALL MXIaLa ALLOIM[A R,.A Nt'. D/[ '1' SIW9H TI/ E 'A' STI s D3 i't 1[fL32lnR[u pRTCASi LINT FI 9f MCORLTNG CADf EA9RICAT{ON MODEL i' fFA IMc(ai ITRILS' Oi l Wf 1./ Y+a "FTa1RAu/i l AT lKa FN1EL YOLUME Y! 0µT R2E CC BS T_- W ST IFNOI PIEE' "C' STOiTi IOTT aPAna9 3'-6" 0.032 1x6' 3 REBAR 3'-3' -7 32'BAR 3'-2" K A 4 4'-0" 0.037 Tot BAR 3 -If 7 32 PAR 3-B" - N A t e-67. 0041 62 - f3 4'-5r 7 32 BAR 4-2 A 4 V-4" 0.049 fS REBA 5 -3 AR 5 -0 N A 8 5 10 0.e5A' 3 I DN A 6 6'-6" 0:060 1 234 4 REBAR I 6'-3' 17/32 7'-6- 0.069. 270 4 REBAR' 7-5" 7 32:BAR 7'-2" M fi O'-4" 0,006' 336 4 REDAR' 9'-3" JS REBAR 0'-6" 1 0:096 1 378 4 REBAR1 10'-5' -jff3 REBAR 10'-2" B.104 1 401 5 REBAR 1IA AR I1'-0" 3-0 8 tz-0 0.110 432. S REBAR lEBAR 11 -8" 3 -D3' i 0.12. 480 5 RCOAR 13REBAR RE i3' - d' 3-O'p 4. R REBAR 1 REBAR 13-8 3'-0 8 THIS PROPRIETARY INFORNATION l2'.PROVIOED FOR PRODUGi APPROVAL. IT p PROTECTED BY COPYRIGHT LAYM AND CANNOT BE REPRODUCED. OR; 013TRIBUTED WITHOUT THE PRIOR WRITTEN CONSENT OF CAST -CRETE USA.. INC. a• H" PRESIRES`; ED U-LINTE,J_. auva ka;. 1. REINfORCWG" STEER 7/32 BAR ASM A5101 /3, H• 5, NOTE, THE TOTAL NUMBER OF SIIRRUPS- AND 15 RZDAR OWE 60 AStW/ ASHD 7/IB INCH RE000 ED TS COUNTED STARIIHO FROM EACH DIAMETER 270KII LOY/-RELAXATION PRESTRE551N0 END Of IRE REINFORCING CAM: FOR EXAMPLE Sp1AN0 ASTM AAI IL 2, CONCRETE STRENOfNS:'Po SODD P51 FOR 0' NO. OF STIRRUPS v 4, THEA THE REINFORCING GCE MODEL SIOM 2 STIRRUPS FROM EACH END. PRESIRME0 IINIM; fa • 4000 PSI FOR ALL PRECAST 8 DIGIT LINTELS. S. 2.$ POUNDS Of POLYYROPTLENE FlBERS.PER 3. INITIAL YAE5T2E56 fORCC ='0.70 R SPV. CU.YD. OF: CONCRETE MAY BE USED III UIZU OF PRESTRESSED UNTEL RONFORCINO GAOE 4.,STR07' INO ST j MOTH. PRESIPESS[ TO RESIST UFIINU AND HANDLING FORGES. . U N TS PRODUCT REVIRI I) lllyinp.Isuh the rlGada DaIldi Ihlldtn3. CDdnv n Pl—No14 o4o3 CRAIG PARRINO ny 6324 CR 579 Nieml UW c7 onNul r SEFFNER, S ONar PEN:f'4 FL 33564 FL. P. E. LIC. NO. 44M MEMBER OF y 19ME: CAST - CRETE 8" LINTEL FABRICATION DETAILS 9--ml xD v+aaY D .,' :,., nc - FRF NAME; OBSUBI-14 NAPM BY CRAIG PAR'BNO .d _ REG KO 44736 I SCALE: A01 i0 SCA1F Va131 •N!! _. ---, _ r. Nn u2sc I —MIND U, m SNEBT I Of 3 I SAFE GRAVITY LOADS FOR 8" PRECAST wi 2" RECESS DOOR U -LINTELS SAFE LATERAL LOADS FOR 8"PRECASTw12" RECESS-DOORU•LINTELS r-antra. SAFE LOAD - POUNDS PER LINEAR FOOT cam da6lev9 SAFPELLOAD TYPE BRf6-08 8HFi0-08 BRF14-0138111`18-OS 8AF22-M 6RF26-00 9111`30-D8 TYPE RC),U LENGTH 8RU6 BRF6-IB BRFIO-18 8111`14 -TU 6RF18-18 9RF22-18 BR726-IB BRF30-IB LENGTH 8RU6 8RF6 y 1749 3355 3280 4349 5421 6493 7567 4'-4" (52') PRECAST 1635 I89t 3699' 5206 6639 6960 9479 10893 4'-4' (52") PRECAST 756 757 1164 1596. 3063 2992 396B. 4946 5924 6901 4'-G" {54") PRECAST 1494 1755 3699 5206 6539 8060 9479 10899 4'-6" (54") PRECAST 694 693 9073, 5'-8" (68') PRECAST 886 920 1770 1716 2277 x639 3402 3966 5'-B" (68") PRECAST 408 407 655 1167 2481 4567 5389 0050(q 19171;, 9311 p 5'-10-(70") PRECAST 810 659 1653: 1600 2124. 2649 3174, :3700. 5'-t0"(70-) PRECAST 382 381 616 1113' 2342: 4242 -86390 8060 7402 a -8706 p. 901 1825: 3120 .5048 7747 9448 7360 6'-8" (80") PRECAST 797 901 IK5 3120 5048 7915 9479 10894„ 6`-8- (8D") PRECAST 595 788 464 755 1490 2459 5176 5743 7239 5623 T-6" (90") PRECAST 669 755 1490 2459 3779 5743 8998„ '16593(. T-6' (90') PRECAST 509 674 363 465 999 1568 2z53 3129 1 4091 3146 g•_8" 116` PRECAST 370 490 2149'-B" (716") PRECAST 471 526 999 1568 2253 3729 4150 5891r { DIE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 ' SEE GENERAL NOTE 18 FIELD ADDED REBAR. SEE GENERAL NOTE N0; 4 GENERAL NOTES GENERAL NOTE NO. 4' t tiokrioB: 12). Lintels ae ,,.,J.I..d 61h-S-I/Y im9 eotihe...1 the ands to --&I. Ib 6'. pexed K.1.1 4(00 PIT vertical cd 'dnfordnq and 9s 4179. rc pant esed 54W • 6000 psi` I'e gf.ul 3000 pd e1 mozmrm 3/0 Inch. o9gregole. eenerele ms.nry amla IG=IQ per: C90 AUt. mwrtum swL 13) 1h. .de io sudoc. 04 Ii lets in.101 d h ddedar cpnacto masoery .e 6 snob h.. o -r'j. of L m appued ;n dine .1b ASTIA 6 or eNa pm -d -C,. oreo earpressvo swag 1900 psi. - be, ASIA A515 Gede 60 - 14) WI.I.lodd d sim do -sly 11Th .,6c41(9.w' pCR/Q and harirmld (bterol) 1.11.4.9pu Prests ' skoM per ASIA M16. Grade 270 I rehmiien ped; d ld be clsckd ler the -.1;7. loo .11 IM equ.U.X mortar per ISIµC270 TypeM or S A,gFid crfii.l IoW _f Applied he&e ton. Ioa6 S 1.0 2) AT sail Teed tables based on lnsvmum 4'teeh nemkl beahg: s4fe va5cal load Sofe.bdtont.l pod. ype 8U6 asd SING must tie' ft -r- Sof Teed. lar kid (1%8T 15) For -posit, Field h6gids net shorn, use safe bol 1.m m.I I-, might 9hx17. doted Dyy. 209 it b.oin9. krglh 6 Isis It - R 1/2 . 16) Far, KAUI. lengths aet s)-, uta tale toad Irom nod ".0 1.91h 00.. 3) Rodd. MI madar-bad end Head jaets. 17) Sok pads an ..F rimp..d .Ito..ble lead€ 4) The camber In por.dhesf. Indkoks Th. pacerA reduclsx. f« gram 40 fi.W -added rebr: 18),W. pads bled m ra6oM dast9a arwtgs per All 530 and ACI. ive fl9feldt: 7'-6' field BF32-I9 core yy ady pad - 6472: C,1 19) A64-1 lek-1 load wp.611 con be obi.;.d bj %u Jut nor. by p.6dln9 eddAawl15Ereduction46472x`45) - 5501 pB 16.1-14 1 -ret. -1y 641 (MAU) ob.6 the .1I Ste: ctelch. beletri 5) An lirdek meal a -d 360 delke8er. 1.1mP..""S fin 1yyI S1. 17-4 grid lager anti. a estteds L/I80 ddkcion.: We i. Whd te eondllass mooning lbe FI.W. Bieid'ug Codc.S"On 1604.3.1 es: opplenbk 6) Sore Heed Mleb as « gUeed. 7) On 17 «Ten moy be w titLed 1. 1. 15 rcbors. 8) Imloeulidn/atUchmenl d Gild mull eahpy .ilb the mctiNdcrd end/er slrvcWs.l: documents. 9) The designer mey erolusU eenw ket d bods tram Ow W. lead 10k. b7 w1well.q III W - r W; q .anent -aid .hear of d -my 1 -the I- aappot._: 10) H.R. - Hod Rated 11) Boll.m 14W s 4WD .b,, 1. be keelW .1 W. Wit- .1 the hWId , rly. 1/2- CLR 'T SAFE UPLIFT LOADS FOR B" PRECAST w/ 2" RECESS DOOR U -LINTELS SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDiIII GENERAL NOTE NO. 4' REINFORCED CMU (RCW FULL COURSE TYPE DESIGNATION p1tp 2) S5 REBAR F FI 7.u= GRAID of GR60 SAFE UPLIFT LOADS FOR B" PRECAST w/ 2" RECESS DOOR U -LINTELS CL+2G1'1 2 • rao[a 1171:7.1;T:1 lf.9P17a11!1:171:=N:I fiI L:P. 1t:ii Qllii:f7riilCi7 I n a ram 17¢11r: rrm saF jrtr rumm' err. l t fra(e3J[Hf:171a_i: A yu . F. fyvie O THE NUMBERS 1N PARENTHESIS ARE PERCENT REDUCTIONS FOR.GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4' TYPE DESIGNATION p1tp F 1`12 - F FI 7.u= IlaED WITH CROUP / .0 - UNFILLED REILAR OJIl04 OFLWIEI GMtt 8F16-1B/1T I LHOwxuWom-I J GUAHmr Of 15 HURAJ. :HUGH, REGAR AT 70? 15 REM AT TOP YIN. (I) Rwo y< ;• I-1/2' CLEAR C s Sf C.M.U. CROUP 15 REM AT 1101TOH OF LINIEL CAVITY 8F32 tei 1tt47• SF28 .. u' 20 RREINMRCIZORD.0 7-5/8, AMR PROVIDED I', UmLt 6' 110110a W107H _ ) CJ E N ii '. RENEWED n¢Tri+h lho Florida0..44 rte r PpoDUCCILIIY sm wmplyI gn'itl fh Fiwtda No ZA .3iC • OL U sc o c r -0: T EOF! • C Uu Id y (.a,Je Ampt. Nn IG) JZLl.pfrwlas Uats: SOT P<R CRAOPARRWO 6324 CR 579 s,• r cbnao FS SEFFNEfi,FL 93584clJ .b Ela.^rn CL+2G1'1 2 • rao[a 1171:7.1;T:1 lf.9P17a11!1:171:=N:I fiI L:P. 1t:ii Qllii:f7riilCi7 I n a ram 17¢11r: rrm saF jrtr rumm' err. l t fra(e3J[Hf:171a_i: A yu . F. fyvie 4/28/2017 Florida Building Code Online 71 t SCIS Home ! Log In _ User Registration i Hot Topics Submit Surcharge Stats & Facts Publications: i FBC StaffBcls Site Map i Links Search li Illrl Xa9. Product Approval l17 USgVSER: Public User Product Approval Menu > a qduct pr.Apkation Search > Application List > Application Detail FL # FL3792-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter@lomanco,com Authorized Signature Andrew Carter acarter@iomanco.com Technical Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 361 acarter@lomanco.corrin Quality. Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501)-982-6511 Ext 6163 acarter@lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced' Standard and Year (of Standard) Standard Year Miami -Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A https://www.floridabuiIding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVjdikEk7oGQ6zyYnmk%3d 1/3 4/28/2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised ummaryof, Products Florida Building Code Online 09/30/2015 10/06/2015 10/09/2015 08/16/2016 FL # 1 Model, Numberor Name, =' j Description ... '.. ,; 3792.1 1135 Roof Louver I Aluminum Roof Louver Limits of Use i Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC Lomanco 135 - 2000 PV - NOA 11 - Approved for use outside HVHZ: Yes j 0602.02.odf Impact Resistant: N/A I Quality Assurance Contract Expiration Date Design Pressure: N/A 08/17/2016 Other: 1. Refer to applicable building codes for required I Installation Instructions ventilation, 2. Model 135 Roof Vent and Model 2000 Power FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602.02.pdf Roof Vent shall be installed over composition shingles roofs Verified By: Miami -Dade 8CC0 - CER only. 3. Model 135 Roof Vent and Model 2000 Power Roof Created by Independent Third Party: Vent shall not be installed on roof mean heights greater than Evaluation Reports 33 feet. FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- Impact Resistant: N/A 0602,02.1)d f Design Pressure: N/A Created by Independent Third Party: Yes r ._ ---- 3792.2 Roof Louver- Aluminum Roof LouverL730 Limits of Use Certification Agency Certificate Approved for use, in HVHZ: Yes FL3792 R8 C 'CAC Lomanco 700 Series - NOA 11 - Approved for use outside HVHZ: Yes 0602.04 odf Impact:Resistant: N/A. _. DateDateAssuranceContractExpiration Design Pressure: N/A - 08%36/2016 Other! 1. Refer, to, applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,7.70 Roof Louvers, FL3792 R8 II Lomanco 700 Series - NOA 11-0602.04.pdf - shall comply with applicable building code. 3. Lomanco's. i Verified:By' Mlami-Dade BCCO - CER Model 730,750,770 Roof Louvers shall not be installed on roof l Created by Independent Third Party: - mean heights greater than 33 feet. Evaluation Reports ventilation. 2. Lomanco's Model 730;750,770 Roof- Louvers FL3792 R8 .AE Lomanco 700 Series - NOA 11-0602.04:pdF Created by Independent:Third Party: Yes 3792.3 1 750 Roof Louver 1 Aluminum Roof Louver Limits of Use r Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC Lomanco 700 Series - NOA 11 - Approved for use outside HVHZ: Yes 0602.04.pdf Impact Resistant: N/A 1 Quality Assurance Contract Expiration Date Design Pressure: N/A 08/16/2016 Other: 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers FL3792 R8 II Lomanco 700 Series - NOA 11-0602.04.pdf shall comply with applicable building code. 3. Lomanco's Verified By: Miami -Dade BCCO - CER Model 730,750,770 Roof Louvers shall not be installed on roof i Created by Independent Third Party:. mean heights greater than 33 feet. Evaluation Reports. FL3792 R8 AE Lomanco 700 Series - NOA 11-0602.04.pdf Created by Independent Third Party: Yes 3792 4 770 Roof Louver IAluminum! Roof Louver Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes 1`1_3792 R8 C CAC Lomanco 700 Series - WA ii - Approved for use outside HVHZ: Yes 0602.04.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure:N/,A 08/16/2016 Other: 1..Refer to applicable building codes for required' Installation Instructions ventilation. 2. Lomanco's Model 730;750,770 Roof- Louvers FL3792 R& IG Lomanco 700 Series - NOA 11-0602.04:odf shall,comply with applicable, buiding code. 3. Lomancg's ied By,.'.Mia mi -Dade BCCO - CER Model 730,750,770 Roof Louvers shall not be installed on Created by IndependentThird.Party: ' roof, mean heights greater than 33 feet. Evaluation Reports I FL3792 R8 AE Lomanco 700 Series - NOA 11-0602.04.odf Created by, Independent Third Party: Yes 3792.5 1 770D Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC NOA 15-0709.09.odf Quality Assurance Contract Expiration Date 10/04/2020 Installation Instructions FL3792 R8 II NOA 15-0709.09.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports https://www.floridabuilding.org/pr/pr-app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVdikEk7oGQ6zyYnmk%3d 2/3 4/28/2017 Florida Building CodeOnline FL3792 R8 AE NOA 15-0709.09.odf Created by Independent Third Party: Yes MM Contact Us :: 2601. Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is. an AA/EEO employer. CooVrlaht 2007-2013 State of Florida.:: Privacy Statement:: Accesslbility Statement::: Refund Statement Under Florida law, email 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 mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(t); Florida Sta Lutes,- effectiveOctober. 1, 2012, licensees licensed under Chapter 455, F.S. must provide The Department with an email address if they have one. The emails provided may be used foe official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can bemadeavailable to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M] 9A E.I. Credit Card securLy M cs' " httpsltwww.flaridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgsFgPhXouzzgPGbeVjdikEk7oGQ6zyYnmk%3d 3/3 MIAMI DARE MIA>VQ=llADE COUNTYfa4 PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street,. Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 3.3175-2474 T(786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wivw.miamidatle.p-ov/buildinL,/ Lomanco, Inc. 2101 West main Street. Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction_ materials, The documentation submitted has been reviewed and accepted by Miami -Dade County BNC - Product Control Section to be used in Miami. Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control. Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the .AIM may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product. Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Flurricane Zone of the .Florida Building Code. DESCRIPTION: 135 Roof Vent, Lomancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control. Approved", unless otherwise. noted herein. RENEWAL ofthis NOA shall be considered after a renewal application has been tiled and there has been no change in the applicable building code negatively affecting the perforinance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been.a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this 'NOA. Failure to comply with any section of this NOA shall' be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -'Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This renews NOA# 06-0501.11. and consists of pages I through 4. The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0602.02 r IAMrDADECOU Tr. Expiration Date: 08/17/16 Approval Date: 08/17/11 Page l of 4 ROOFING COMPONENT APPROVAL Cateeorv: .Rooting Sub:Cateeorv: Ventilation Material: Alununum TRADE NAMES OF PRODUCTS` MANUFACTURED OR .LABELED BY APPLICANT: Test Product Product Dimensions Specification Description 135 Roof Vent, 9" x 28,5" TAS 100 Powered Roof Vent, with fan and Lomancool 2000 Power thermostat with a aluminum. hood. Vent MANUFACTURING LOCATION 1. Jacksonville,, AR EVIDENCE, SUB M .rrE'D: Test Agency/Identifier Name Report Date PRI Asphalt Technologies, Inc. TAS 100(A) LOM -01'1-02-01 04/05106 NOA No.: 11-0602.02 MIAMI =UNTY Expiration Date:. 08/17/16 Approval Date: '08/17/11 Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting with. the drill hole crit vent hole. Installation: Vents should be evenly spaced on, the rear slope of the roof. Removeroofingnails from top row of shingles so the flashing of the roof vent will slide under shingles. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow facing up. Make sure the throat of the vent is centered over vent :hole. Fasten the base to roof decking at corners, and approx. 4" o.c. 1" from the outside edge of the flange and I" from stack every 45 with approved roofing nails, keeping heads of nails under shingles where possible. Use a minimum. of 32 nails and shall be of sufficient. length to penetrate through roof sheathing a minimum of ''/z". See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature L IMITATION'S : 1. Refer to applicable building codes for required. ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in coinpliance with Lomaneo, hic. published instructions, and in accordance with applicable Building Codes. 3. This -acceptance is for installations over asphaltic shingle roofs only, 4. 135 Roof Vent, Lomancool, 2000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit iu accordance with the, Florida BuildingCode and Rule 913-72 of the Florida Administrative Code NOA No.: 11-0602.02 4 ' Expiration Date: 08117)16MIAM4DADECdUNTYP Approval Date: 08/17/11 Page 3 of 4 DETAIL. DRAWINGS END OF THIS ACCEPTANCE MIAMI DARE COUNTY NOA No.: 11-0602.02 Expiratiou Date: 08/17/16 Approval Dater 08/17/11 Page 4 of 4 135 Roof Vent, Lomancool 2000 Power Vent PART q W REQ ppi uE >cm.-tlt ty MA t ;:iq!Al. Mel I V, 1, DOME 032±.002.5 .X 28.50 -X 26.50 0,05-0 AL 120# 0201 502 2 I DARE Gil .0025 > U X ' 5DOJ- U P.L 84t)I/ 0201 1 RAiNSp it. fi A191 Gt,25 '( 1.50!. 9 51 SJi:S-G A.I_ 1„i4 041 (3J? 4 I f ACKE! 1L GA..X 1.250 X ALb`. a TILL Q i)t '3 5 T SOUEN. 028 ( 6 4i, t7 H<8 ME H PER i 4-1.C).1E: 14 0406J169 6 i2 RIVET i/ EG X //32 O AC FID Al - 1 4 0 5- 0 G,.-) 2 8 1140-0G.)281 SCRIA, 14 T 1/2 H.WUH0 ,YPEN4 nR' , IU... PLT END OF THIS ACCEPTANCE MIAMI DARE COUNTY NOA No.: 11-0602.02 Expiratiou Date: 08/17/16 Approval Dater 08/17/11 Page 4 of 4 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dad.e County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AL -1J). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in, areas other than Miami Dade County) reserve the right to have this pmduct. or .material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify; or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if itis determined by Miami -Dade County Product: Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,. and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 135 Roof Vent, Lomancool 2000 Power Vent LABELING. Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Mianii-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this,NOA shall be considered. after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been, a revision or change in the. materials, use, and/or manufacture of the product or process. Mistise of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shalt be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building. Official. This renews NOA4 06-0501.1 1 and consists of pages 1 through, 4. The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0602.02 Expiration Date: 08/1.7/16 Approval Date: 08/17/11 Page.1 of 4 MIAMIDADE 1%4IAM1-DADE COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIGI[BORIIOOD CO IPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 203 BOARO AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (736) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidatle.eov/buildlnk/. Lomanco, Inc. 2101 West main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dad.e County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AL -1J). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in, areas other than Miami Dade County) reserve the right to have this pmduct. or .material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify; or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if itis determined by Miami -Dade County Product: Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,. and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 135 Roof Vent, Lomancool 2000 Power Vent LABELING. Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Mianii-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this,NOA shall be considered. after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been, a revision or change in the. materials, use, and/or manufacture of the product or process. Mistise of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shalt be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building. Official. This renews NOA4 06-0501.1 1 and consists of pages 1 through, 4. The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0602.02 Expiration Date: 08/1.7/16 Approval Date: 08/17/11 Page.1 of 4 ROOFING COMPONENT APPROVAL Catelzory: Roofing Sub -Category: Ventilation Material: Aluinimm TRADE NAMES OF PRODUCTSMANUFACTURED OR LABELED .BY APPLICANT: Test Product Product. Dimensions Specification Description 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and Lomaneool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING .LOCATION 1. Jacksonville, AR EVIDENCE ' SUBMITTED: Test..Aueney/Identifier Name Report Date PRI Asphalt Technologies, Inc. TAS 100(A) LOM -011-02-01 04/05/06 NOA No.: 11-0602.02 Expiration Date: 08/17l16MIAMIRADECOUNTYp t.. Approval Date:. 08/17/I41 Page 2 of 4' APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a, circle that is the same diameter as the vent throat opening. Starting with- the drill hole cit vent hole. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top. row of shingles so the flashing of the roof vent will. slide under. shingles. Apply approved roof cement around the edge of the hole. Carefullyslide baseof vent under shingles with arrow facing up. Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking at corners, and approx. 4" o.c. 1" from the outside edge of the flange and 1" from stack every 45° with approved roofing nails, keeping heads of nails under shingles where possible. Use a minimum of. 32 nails and shall be of sufficient length to penetrate through roof sheathing a minimum of ''/2". See. details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature L_imi ATIONS 1. Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, Inc. published instructions, and in accordance with applicable Building Codes. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. 135 Roof Vent; Lomancoo12000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. 5. All: products listed herein shall have :a quality assurance audit in accordance with the Florida BuildingCode and Rule: 913-72 of the Florida Administrative Code NOA No.: -11-0602.02 MIAM!•DaDE COUNTY Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 3 of 4 DETAIL DRAWINGS' 135 Roof Vent, Lomancool 2000 Power Vent PART ,k' TKM PF.0 l DLSC RIP 110IN MA I E RiAL MAI wl' lzr 1 >0. OW. 20, I 002,^X 28,50 X 28 0 '3005-0 t,L 20;i 02)i 502 2 BASE, 032±.0025 X .:0 X 3 5005-0 AL 1.84(')# Q201 :; 71 K 4 lNSFJ .L[) 0191 0c) 2--.-) X S l 50 ri 19,-,0 Si 7 0 ALI 31,5;6 0410 ',J. 4 S i BRAC Ei 16 GA.. X US() X 1.586 i;ALti rEGL iS+` n-.—,07 1 i SCREEN' 028 X 1 X 41.375-8X8 OF H PD,. t. 4-K0'!-:' 14,'4000T65 6 31VF.1 3/162 X 7/32 OVAL H`_?. .L 147.0002.91 3 i 5"RE:W i4 ? 1/2 HWUHC1 TYPEM AB" ZINC PLT END OF THIS ACCEPTANCE MIAMI DADS COUNTY NOA. No.: 11;0602.02 Expiration Date: 08/17/16 ApprovalDate: 08/17/11: Page -4 of 4 Lomanco, Inc. 2101 West main Street Jacksonville, AR 72076 SCOPE.: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade'County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami. Dade County) and/or the AHJ (in areas other than Mialni Dade County) reserve the right to have this product or .material tested for duality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revokemodify, or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if it is determined by Miami. -Dade County Product Control Section that, this- product or material fails to meet the requirements of the applicable building code. This.product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity 1-urricaue Zone of the Florida Building Code. DESCRIPTION: 135 Roof. Vent, Lomancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and. following statement: "Miami -bade County Product Control Approved", unless.otherwise noted herein. RENEWAL of this NOA shall be considered. after a renewal application has been tiled and there has been.no change in the applicable building code negatively affecting the performance, of this product. TERM'INATI'ON of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an end.orsenient of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of. this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed; then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the.Building Official. This renews NOA# 06-0501,11 and consists of pages 1. through 4, The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0602.02 M(AMI•DAoecoUNTY Expiration late: 08/1.7/16 F. Approval Date: 08/17/11 Page 1 of 4 MIAMI DADS `* MIAMI-DADE COUNTYMOT, PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 203 3OARD AND CODE ADMINISTRAT[ON DIV[SION Miami, Florida 33175-2474 T (786) 3.15-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.niiamidade.2ov/builain#Ii Lomanco, Inc. 2101 West main Street Jacksonville, AR 72076 SCOPE.: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade'County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami. Dade County) and/or the AHJ (in areas other than Mialni Dade County) reserve the right to have this product or .material tested for duality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revokemodify, or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if it is determined by Miami. -Dade County Product Control Section that, this- product or material fails to meet the requirements of the applicable building code. This.product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity 1-urricaue Zone of the Florida Building Code. DESCRIPTION: 135 Roof. Vent, Lomancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and. following statement: "Miami -bade County Product Control Approved", unless.otherwise noted herein. RENEWAL of this NOA shall be considered. after a renewal application has been tiled and there has been.no change in the applicable building code negatively affecting the performance, of this product. TERM'INATI'ON of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an end.orsenient of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of. this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed; then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the.Building Official. This renews NOA# 06-0501,11 and consists of pages 1. through 4, The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0602.02 M(AMI•DAoecoUNTY Expiration late: 08/1.7/16 F. Approval Date: 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Cateurv: Roofing Sub -Category: Ventilation. Material: Aluminum TRADE NAMES OF .PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and Lomancool 2000 Posver thermostat with a alumimnii hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE'S UBMITTED: Test Agenev/Identifier Name Report Date PRI Asphalt Technologies,, Inc. TAS 100(A) LOM -011-02 -01 04/05/06 UNTDY NOA No.: -11-.0602.02" Expiration Date: 08/17/16 Approval Date: 08/17/11 Page,2 of 4 APPROVED-Appu.CATIONS Cutout: Vent must be located .18" from ridgeline. At chosen location and centered between two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting with the drillhole cut vent hole. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top. row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow facing up. Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking at corners, and approx. 4" o.c. 1" from the outside edge of the flange and 1" from stack every 45° with approved roofing nails, keeping heads of nails under shingles where possible. Use a minimum of 32 nails and shall be of sufficient length to penetrate through roof sheathing a minimum of ''/2". See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature DMITATIONS: Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, Inc. published instructions; and in accordance with applicable Building Codes. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. 1;35 Roof Vent, Lomancoo12000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein "shall have a quality assurance audit in accordance with the 'Florida BuildingCode and Rule 9B-72 of the Florida Administrative Code NOA No.: 11-0602.02 MIAMIDADECC)U TY Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 3 of 4 DETACL DRAWINGS I 12 END OF THIS ACCEPTANCE NOA No.: 11-6602.02 hnaMi oaaE MUNTY Expiration Date: 08/17/16 ry • Approval Date: 08/17/t'f Page 4of4 135 Roof Vent, Lomancool 2000 Power Vent PARI .N 1TEW I REO Dr SCRIP TION ._-...-.._..__-_.----------MAI RIA MAr Nor 0201 DI 1 1):v1[ 032.1.002.5 X 78 i8 X. 28.50 -005-0 At, 1250# 0201 502 2 1 BASE 032x.0025 X 20 X 23 5uOs--O Ai_ 1( 1.8-1()# 0201-- )3 1 RA NSI--p-O 0191_g025 Y 19.50 X 19.50 sa3to0Al.AI: III .9;1 04101 El0+, 4. 8RACKU IG GA..X 1.250 X 1.5,`_+0 GALV. 'PE -EL. t:95r; 1 iii '; 5 I I S( iCIN 4)28 < 5 X 41.. r i.M 011 H FFt fvl-A-K011': 1 r04 ;C nci5 6 2RIVE F 3/tEm x 7/.3 2 0 -AL HDA; 1405010,5281 3 S"RUNN, 14 ? 1/2 HWIH1 fPF-M -f-9_ ZINC PL.'I i I 12 END OF THIS ACCEPTANCE NOA No.: 11-6602.02 hnaMi oaaE MUNTY Expiration Date: 08/17/16 ry • Approval Date: 08/17/t'f Page 4of4 n 4/28/201.7 Florida Building Code Online j BCIS Home i, Log In User Registration '; Hot Topics ' Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links i -Search BMAProduct Approvaldo -.4 USER: Public User A Product Approval Menu > Product or.Aoolicmiw Se,,T > BpelirLatinn i_List.> Application Detail. FL # FL12328-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer TAMKO Building Products, Inc. Address/Phone/Email PO Box 1404 Joplin, MO 64802 417)'624-6644 Ext 2305 kerri_eden@tamko.com Authorized! Signature Carter Lea carter—lea@tamko.com Technical Representative Kerri Eden Address/Phone/Email PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerri_eden@tamko,com Quality Assurance Representative Address/Phone/Emall Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect "ora licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida Licenser PE -74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 01/07/2019 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12328 R7 COI TBP14001;3 2014TPA TFMKO Underiavments-FINAL.pdf Referenced Standard and Year (of Standard) Standard Year Equivalence of Product Standards Certified By ASTM D1970 2009 ASTM D226 2006 ASTM D4869 2005 ASTM D6380 2003 Sections from the Code https://www.floridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAram D Gm5e%2bS%2baRvkO13ThCQrIW i58TQ%3d%3d 1/4 4/28/2017 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Florida Building Code Online Method 1 Option D 08/23/2016 08/23/2016 08/25/2016 10/13/2016 FL # i.Model, Numberor Name 12328.1 I ASTM Slate Surfaced Roll Roofing Limits of Use Approved for use.in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A other: See evaluation report for limits of use. Description Roll roofing surfaced with mineral granules Installation Instructions FL12328 R7 II TBP14001.3 2014 FPA TAMKO !` Underlayments-FINALpdf fj Verified By: Zachary PL Priest 74021 Created by Independent Third Party: Yes i Evaluation Reports E FL12328 R7. AE TBP14001.3 2014 FPA TAMKO' I U nderlayments-FINAL. odf Created by Independent Third Party: Yes 12328.2 ASTM Tile-Underlayment (Coated organic underlayment Limits of Use - ,' Installation Instructions Approved -for use,in HVHZ. No F1_12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes - Underlayments- FINAL. pdf - Impact,Resistant: N/A ! Verified By, .ZacharyR. Priest 7402.1 Design =Pressure: N/A Created by Independent Third Party: Yes_ Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP1`4001.3 2014 FPA TAMKO - - i Untlerlavments_FINAL pdf - 1. Created by Independent'Third PartyYes 12328.3 f Master Smooth l Asphalt saturated organic underlayment Limits of Use Installation Instructions Approved for use 1n HVHZ: No FL12328 R7 lI TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlayments-FINALpdf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use, Evaluation Reports 112328.4Moisture Guard Plus Limits of Use Approved for use in HVHZ:, No i -Approved for use:outside HVHZ:`Yes- - Impact Resistant: N/A j Design Pressure:'N/A I Other: See evaluation report for 'l -nits of use. FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlayments-FINAL,Ddf Created by Independent Third Party: Yes A self adhering` modified bitumen underlayment Installation Instructions FL12328 R7 I1 TBP14001.3 2014, FPA TAMKO, Underlayments-FINAL.bdf Verified -By: Zachary R.' Priest -74021 Created by Independent Third Party:, Yes Evaluation Reports FL12328 :R7- At TBP14001.3 2014 FPA-TAMKO Underlayments- FINAL. pdf Created by Independent:Third,Party: Yes i Asphalt saturated organic felt Limits of Use Installation Instructions r i Approved for use in HVHZ. No FL12328 R7 II TBP14001.3 2014 FPA TAMKO 1 Approved for use outside HVHZ: Yes 1 Underlayments-FINAL.ndf q Impact Resistant: N/A I Verified By: Zachary R. Priest 74021 tgj 1 .Design Pressures N/A i Created by Independent Third Party: Yes ray s j Other-: See evaluation report for Limits of use. Evaluation Reports A M1 F i FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlayments-FINAL,pdf a L"1. Created by Independent Third Party: Yes I - --- g+',b i 3r 1, 1 J 12328 6 No 15 UL Asphalt saturated organic felt Limits of Use Installation Instructions t Approved for use HVHZ: NoI FL12328 R7 II TBP14001.3 2014 FPA TAMKOiApprovedforuse.outside HVHZ: Yes Underlayments-FINAI-xdf E SA f Impact Resistant: N/A, I Verified.By: Zachary R, Priest 74021 https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramDGm5e%2bS%2baRvkOl3ThCQrPNi58TQ%3d%3d 2/4 u 4/28/2017 Florida Building Code Online 1. Design Pressure: N/A- -- - I Created by,Independent Third Party: YesIiOther: See evaluation report for limits of use. Evaluation Reports i FL12328 R7 AE TBP14001.3 2014 FPA TAMKO -- - Underlavments FINALodf Created by IndependentThlyd;Party: Yes r — 12328.7 No. 30 ASTM 1Asphalt saturated organic felt -- Limits of Use Installation Instructions Approved for use in HVHZ: No I FL12328 R7 II TBP14001.3 2014 FPA TAMKO j Approved for use outside HVHZ: Yes Underlavments-FINAL;Ddf Impact Resistant: N/A I Verified By: Zachary R. Priest 74021 Design Pressure: N/A I Created by Independent Third Party: Yes i Other: See evaluation report for limits of use. i Evaluation Reports I FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. Ddf Created by Independent Third Party: Yes 12328 8. No 30 UL Asphalt saturated organic felt l Limits of Use Installation.Instructions" Approved for use In HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO- Approved foeuse'outside HVHZ: Yes Underlavments-FINAL:pdf Impact Resistant: N/A Verified By: Zachary R. Priest74021 Design.Preimre: N/A Created by.lnde,pendent Third Party: Yes Other: See evaluation report for limits of;use. Evaluation Reports I' R7 AE TBP1A001.3 20141 FPA TAMKO f LFL12328 Underlavments-FINAL:pdf I Created by .Independent Third Part} Yes 1;12328 9 ' TAM -FELT I Alternate to ASTM D 226 Type II underlayment Limits of Use i- Approved for use in HVHZ: No 1 Installation Instructions I FL12328 R7 II TBP14001.3 20.14 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments- FINAL. pdf I' Impact Resistant: N/A Verified By Zachary R. Priest PE -74021 II Design Pressure: N/A Other: See evaluation report for limits of use. j Created by Independent Third Party: Yes Evaluation Reports t I FL12328 R7 AE TBP14001.3 2014 FPA TAMKO I Underiayments-FINAL.odf Created by independent Third Part Yes 12.32.8.10 TW Metal<and Tile'Underlayment rself adhering modified ;bitumen underlayment Limits.oUUseInstaliatiort Instructiohs -_ Approvedforuse,in'HVHZ: No. _. RFL12328117'ii TBP 14001:3 2014. FPA TAMKO . Approved for':use outside HVHZ: Yes Underiayments-FINAL. v 6r_ Impact Resistant: N/A Verified.By: Zachary. R .Priest 74021 Design. Pressure: N/A - . Created by.Independent Third Party: Yes Other:.See evaluation report for limits' -of use.Evaluation Reports FL12328 R7 AE TBP14001-. 2014 FPA..TAMKO Underiayments- FIN AL;pcJf ' = Created by Independent Third Party: Yes 12328.11 TW Underlayment self -adhering modified bitumen underlayment Limits of Use j Installation Instructions Approved for use in HVHZ: No l FL12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.odf Impact Resistant: N/A I Verified By: Zachary" R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use, i Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL.adf Created by Independent Third Party: Yes mm Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is. an AA/EEO. employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mall.address released in response to a -,public -records request, donot send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact. 850.487.1395: *Pursuant to Section 455.275( 1), Florida Statutes, effective October I, 2012, licensees licensed under Chapter 4SS, F.S. mustprovide the Department with an email addressif.they have. one. The emails provided may used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address whichcanbe made available to the public. To.detemmne If you are a licensee under -Chapter 455,. F.S., please click. here . Product Approval Accepts: W, gCtiq%k ffm https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgtFMezuarjgOlAramDGmSe%2bS%n2baRvkOl3ThCQrIWi58TQ%g3d%g 3d 3/4 4/28/2017 P. Florida Building Code online Credit Card Safe SectY1 httiTtliCS` https://www.floridabuilding.orglprlpr app dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramDGm5e%o2bS%2baRvkOl3ThCQrlWi58TQ%3d%3d 4/4 4. Al. AN - LAral - TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer: TAMKO BUILDING PRODUCTS, INC. P.O. Box 1404 Joplin, MO 64802 41.7) 624-6644 httr)://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE. Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 813) 480-3421 FLORIDA. BUILDING CODE, 5TH EDITION (2014) Issued August 22, 2016 Category: Roofing Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2, 1$07.4.5:3, 1507.5.3, 1507.5.3:2, 15076:3, 1507.6.12,1507.M,1507.7.3" 1507.7.3.2, 1507.8.3, 1507.8.3.2, 1507.8.8, T1507.8, 1507.9.3, 1507.9..3.2, 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST6049) TAP -191-02-01 REV ASTM D 1970 2009 PRi Construction Materials Technologies (TST6049) TAP -1.92-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP -193-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP -214-02'-01 ASTM D 4869 2005601 PRI Construction Materials Technologies (TSTg049) TAP -215-02-01 ASTM D`226 2006 PRI Construction Materials Technologies (TST6049), TAP -216-02-03 ASTM D 6380 2003(2009) PRI Construction'Materials Technologies (TST6049) TAP -217-02-01 REV ASTM D 6386 2003(2009), PRI Construction Materials Technologies (TST6049) TAP -218-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP=299-02-01 ASTM D 226 2006 PRI Construction MaterialsTechnologies(TST6049). TAP -220-02-01 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP -222-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP -319-02-01.1 ACC 188 2012 UL LLC (TSTT9628) 13CA12269 ASTM D 226 2006 PRODU.CT DESCRIPTION AND APPLICATION TAMKO® ASTM Slate ASTM D 6380, Class M, Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules Min. slope: 2:12 Application: The underiayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete the shall be permitted in accordance. with the FBC. TBP -14001.3 FL12328-R7 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rul$.61G20'-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TAMKO BUILDING PRODCU yS, INC. CREEKTAMKO Underla ments t° •` TECHNICAL, SiERVIGEs, LLC TAMKO® ASTM Tile ASTM D 6380, Class M, Type II underiayment constructed from an organic'felt saturated Underlayment with asphaltthen coated on both sides with asphalt and surfaced with granules. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for. State of Florida product approval under Rule 61 G20-3. The. manufacturer shall notify CREEK Technical Services; LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not, express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for the applications. Allowable roof coverings: Attachment of clay and concrete tile shall be permitted in accordance with the FBC. TAMKO® Master ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley in accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted in accordance with the FBC. TAMKO® Moisture Self -adhered, ASTM; D 1970, fiberglass reinforced, modified bitumen sheet membrane Guard PlusO with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-112" side laps and minimum 6" staggered end laps. Min. application temperature: 40°f.. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay tale roofing shall b'o permitted in accordance with the FBC. TAMKOO No. 15 -ASTM ASTM D226; Type 1 underiayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt.. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles,. metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC: TAMKO® No. 15 UL ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for. State of Florida product approval under Rule 61 G20-3. The. manufacturer shall notify CREEK Technical Services; LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not, express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. TAMKO BUILCREEDy DING PRODCUTS, INC.. TAMKO Underlayments TEcHNICALSEI?VICEs, LLC TAMKOO No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt TBP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report i's valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product. attributes that are not specifically addressed herein. Application: The underlayment shall be installed with minimum 2" sidelaps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate ;shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance, with the FBC. TAMKOO No. 30 UL ASTMD 226, Type 11 underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side taps and minimum 4" end taps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be. permitted in accordance` with the FBC'. TAMKOOTW Metal and Self -adhered; flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile underlayment polymer film on the surface and a removable release flim on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F Allowable roof coverings: Attachment of asphalt shingles, metal, roofing, and mechanically fastened clay and concrete tiles shall be permitted in accordance with the FBC: TAM KOO TW Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40"F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKOO TAM -FELT Alternate to ASTM D 226, Type I and Type it underlayment constructed from a non- perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt, shingles shall be permitted in accordance with the FBC: TBP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report i's valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product. attributes that are not specifically addressed herein. h CREEK T'ECHNICALSERVICEs, LLC TAMKO BUILDING PRODCUTS. INC. TAMKO Underiayments LIMITATIONS 1) This evaluation report is not for use in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the. evaluated product shall comply with this report, the FBC; and the manufacturer's published application instructions. Where discrepancies exist between these sources,, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50°F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the. deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All underlayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 5" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tttu i nrr r Rl R GENS No 74021 STATE OF W O'• , _441 CERTIFICATION OF INDEPENDENCE 201 6.08.2 4G-72 09:35:39 04'00' Zachary R. Priest, P.E. Florida Registration No.. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not Have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire; a financial Interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have; nor will acquire, a financial interest in any other entity Involved in the approval process of the product. END OF REPORT TBP14001.3 _ FL12328-R7 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES., LLC EVALUATION REPORT Manufacturer: TAMKO BUILDING PRODUCTS, INC. P.Q. Box 1404 Joplin, MO 64802 417) 624-6644 http://www.taml(o.com Quality Assurance: UL LLC (QUA9625) SCOPE Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 813)480-3421 FLORIDA BUILDING CODE, 5" EDITION (2014) Issued August 22, 2016 Category: Roofing Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507:2.8, 1507.2.9.2, 1507:3.3, 1507.4:5.1, 1507.4.5.2, 1507.4.5.3, 1507.5.3, 1507:5•.3.2-, 1507.6.3, 1507.6:3.2, 1507.6.5,1507.7.3i 1507.7.3.2'1507.8.3' 1507.8.3.2, 1507.8:8, T1507.8, 1507.9.3, 1'507.9:3.2, 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST6049) TAP-191-02-01REV ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP -1;92-02-01 ASTM.D 1970 2009 PRI ConstructionMaterials Technologies (TST6049) TAP -193-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP -214-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP -215-02-01 ASTM D 226 2066 PRI Construction Materials Technologies (TST6049) TAP -216-02-03 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP -217-02-01 REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP -218-02-01 ASTM 0 226 2006 PRI Construction Materials Technologies (TST6049) TAP -219-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP -220-02-01 ASTM D 6380 2003(2009) PRI Construction Materials. Technologies (TST6049) TAP -222-02.01 ASTM D4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP -319-02-01.1 ACG 1£18 2012 UL LLC (TST9628) 13CA12269 ASTM D:226 2006 PRODUCT DESCRIPTION AND APPLICATION. TAMKQ® ASTM Slate ASTM D 6380, Class M, Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope 2:1'2 Application: The underlayment shall be installed with minimum 2" side laps and minimum 4 staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete tile shall be permitted in. accordance with the FBC. TBP14001.3 1`1-12328-R7 Page 1 of 4 This-evatuation, report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer, shall notify CREEK Technical Services,. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TAMKO BUILDING PRODCUTS, INC. CREEK TAMKO UnderlaymentsNTECHNICALSERVICES, LLC TAMKO@ ASTM Tile ASTM D 6380, Class M, Type II underlayment constructed from an organic felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. TBP14001.3 FL12328-R7 I Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that a re. not specifically addressed herein. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of clay and concrete tile shall be permitted in accordance with the FBC. TAMKOO Master ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley in accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted in accordance with the FBC. TAMKOO Moisture Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane Guard PlusO with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay tile roofing shall be permitted in accordance with the FBC. TAMKOO No. 15ASTMASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4' end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC,. TAMKOO-No. 15 UL ASTM D 226, Type l underlayment constructed from anon -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2'' side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 I Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that a re. not specifically addressed herein. CREED TAMKO BUILDING PRODCUTS, INC. TAM KO Underlayrrients TECHNICAL SERVICES, LLC TAMKOO: No. 30 ASTM ASTM D 226, Type 11 underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt TBP14001.3 FL1.2328-R7 Page 3.of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurancechanges throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty; installation; recommended use, or other product.attributes that are not specifically addressed herein. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment. of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOO No. 30 UL ASTM: D 226, Type 11 underlayment constructed from a non -perforated organic felt that is Asphalt. Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps: Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC` TAMKOO TW Metal and Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40"17 Allowable roof coverings: Attachment of asphalt -shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted in accordance.with the FBC. TAMKOO TW Self -adhered, flexible, ASTM D 1970; rubberized asphalt sheet 'membrane with a underlayment polymer film on the surface and a removable release film on'the adhesive -side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F Allowable roofcoverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKOO TAM -FELT Alternate to ASTM D 226, Type i and Type II underlayment constructed from a non- perforated organic felt that.is saturated with asphalt. Application: The underlayment shall be installed with minimum 2" side laps and "minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TBP14001.3 FL1.2328-R7 Page 3.of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurancechanges throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty; installation; recommended use, or other product.attributes that are not specifically addressed herein. CRE TAMKO BUILDING PRODCUTS, INC. TAMKO UnderlaymentsMTECHNICALSERVICES, LLC LIMITATIONS 1) This evaluation report is not for use.. in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50°F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise:, stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All underlayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between 'courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specificexposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 5t11 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. No 74021 cc Z 33 STATE' OF- t-U` CERTIFICATION OF INDEPENDENCE 2016.08.2 2 09:3 5 :3 9 04'00' Zachary R Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services,. LLC does not have, nor will it acquire, a financial interest in any company manufacturing ordistributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, orcontrolled by any company manufacturing or distributing products under this evaluation. Zachary. R. Priest, P.E. does not have, nor Wit acqui.re, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest in any other entity involved In the approval process of the product END OF REPORT TBP14001.3 FL12328-R7 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4/28/2017 ratr n.. Florida. Building Code Online Comments Archived Product Manufacturer BCIS Home i. Log In !. User Registration Hot Topics I Submit Surcharge Stats & Fac falj iC c`{ Odkatf'ProductApproval USER: Public User Malvern, PA 19,355 610) 651-5847 mark.d.harner@saintigobain.com product Approval Menu > Product or ADplicpthn Seardj > Apolic.M ionJ Ist > Application Detail FL # FL5444-RIO Mark D. Harrier Application Type Revision pKo s Code Version 2014 6'10) 651-5847 Application Status Approved Comments Archived Product Manufacturer CertainTeed Corporation -Roofing Address/Phone/Email 18 Moores Road Malvern, PA 19,355 610) 651-5847 mark.d.harner@saintigobain.com Authorized Signature Mark Harrier mark.d.harner@saint-gobain.com Technical Representative Mark D. Harrier Address/Phone/Email 18 Moores Road Malvern, PA 19355 6'10) 651-5847 Mark. D.Harner@saint-gobain.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE -59166 Quality Assurance EntityUL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE 4; Validation Checklist - Hardcopy Received Certificate of Independence FL5444 RIO COI 2016 01 COI Nieminen.pdf Referenced Standard and Year (of Standard) Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2008 Equivalence of Product Standards Certified By Sections from the Code Search https://www.floridabuilding.orglpripr_app Otl.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hLBw%3d%o3d 112 4/2812017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 eummary of Produtts FL # j Model; Number -or Name . Description 5444.1 i CertainTeed Asphalt Roofing 3 -tab; 4 -tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Limits of Use Installation Instructions Approved for use:in HVHZ: No FL5444 R10 II 2016 12 FINAL ER CERTAINTEED Asphalt Approved for use outside HVHZ: Yes Shingle FL5444-RIO.Ddf Impact Resistant: N/A i Verified By: Robert Nieminen, PE PE -59166 Design Pressure: N/A j Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Limits of Use Evaluation Reports i FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-R10,odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee. FL. 32399 Phone: SSO-487-1824 The, State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibiliv Statement :: Refund Statement Under Florida. law, email addresses are.. public records. If you do not wantyour e-mail address. released In response to a public -records request, do not sendelectronic mail to'this 'entlty. Instead, contact the office by phone or by traditional mail. IF you have any questions, please contact 850.487,1395. "Pursuant to Section 455.275,(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455,. F.S. must provide the Department with an email address if they have one.: The emails provided may be used for official communication with the licensee. However email addresses are public record, if you do not wish tosupplya personal: address, please pruvlde-.the Department with an email address which can be made available to the public. To detennine If you are -a licensee under Chapter 455, F:S., please click here . Product Approva l Accepts: 1 [yf{21' Credit Card Safe https://www.Floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtah1gO7CSsoycOrl28CcpCJinUeXwTiibKv1UzOW4hL8w%g3d%3d 2/2 TRINITY ERD EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC, CertTicate of Authorization 119503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478. PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-R'11 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations > governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida. Building Code, Residential Volume. The products described herein have, been evaluated for compliance with the=5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LA13ELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report isvalid until such time as the named product(s) changes; the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes orthe referenced Quality Assurance documentation changes. TrinityjERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report 'number preceded by the words "Trinity ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 122. Prepared by: Robert J.M.;Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsimile seal appearing was authorized by Hobert Nierninen.. P.E. on 12/0812016: This does not serve as an electronically signed document. Signed, sealed hardcoptes have been transmitted to the Product Approval Adminlstrator and to the named.cgent CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity ERD is not owned, operated or controlled.by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen,, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for Which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have; nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement; CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 51h Edition (2014) Florida Building Lode and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507,2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class: H 2008 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29947 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 8684 09/21/2005 UL(TST 1740), ASTM D7158 05NK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL(TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 ULLLC (TST 9628) ASTM D3161, D3462 & 07158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authortzatron 99503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 25, XT` 30 and XT" 30 IR are fiberglass reinforced, 3 -tab asphalt roof shingles. 4.2 Arcadia'", Belmont`", Carriage House Shangle®, Grand Manor Shangle; Landmark'", Landmark'"" IR; Landmark'" Pro, Landmark TM Premium, Landmark" TL, Landmark`" Solaris and Landmark`" 'Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake" IR, Presidential Shake TL'" and Presidential Solaris'^" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras", Highland Slate" and Highland SlateTM' IR are fiberglass reinforced, 4 -tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest'", Cedar Crest" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5:2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4,1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Vald = 150 mph (V it = 194 mph). Refer to Section 6 for installation requirements to. meet this wind rating. 5.4;2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge; .Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP -1 adhesive or Henkel PL® Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Vmd = 150 mph (V„ It = 194 mph). 5.4.3 Classification by ASTM D7158 applies.to exposure category B or C and a"building height of 60 feet or less: Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris') exceeds the calculated uplift force (FT) at a maximum design wind speed of Va,d = 150 mph (Volt = 194 mph) for residential buildings located in Exposure D conditions with no 'topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the 'installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements; subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R31 cerrif cafe of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 riRll lI7Y I ERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. CT20'1", XTT"";. 25; 77! XTT"' 30, XTT"' 30 IR LOW AND STANDARD SLOPE ENGLISH 12" 121, 12" 305 om) (305 mnl) x—(305 mm) --i 1" (25 mm) — Sealant 1 " (2.5 mrn) 1 f— -- 1 5 s/a" (145 -mm) 3 r/, - for &tMod Phhl METRIC i" (25 mm) Sealant 1"(25 r yn) ti r la.. STEEP SLOPE Use to nalls and six spots of asphalt roofing cement* for every full shingle (Figure, 11-4.). Asphalt rooting cement meeting ASTIM D45s6 Type'It is suggested. I - 1iooling Cement Apply 1" (25 man)'spuls ofasphalt roofing cement under each tab corner: Figure 11-4 Usefournails andsixspol gfasp(mltrwhimionsteepslapei I'CAMOiN- Excessive use ofroofing can cause shingles. to, blister. Figure 11-,3: UsefournattsforaeryftflsLingia 6.4.1 Hip & Ridge for CT20'", XT— 25, XTT" 30, XT` 30 IR: Cut Shingles f 2" (50 nm) 5 mmJ I I _.-Renarey, 11 t 1 12" (305 r n) r Fas ec F, r — — — 1 — — i( — — j1 ( 1125inm) 12" Cap, Cap' Cap 305 mm) • i\m2S Shingle Shingle Shingle r bis' Figure 11-24.- Cut tabs, tlkm him back to make cap singles Tnglisb dinrauions shouw): 2 Figure 11-25: insidkrtton of naps along The Lips.and ridge. 6.4.1.1 For ASTM D3161, Class F performance use, BASF "SonolasticO NPJTM" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.OS-Rll Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 Use SV(nails for everi, full shingle Incnted its shown Ixlon; Fi; ore r Ise tLc uails jor erq), fill shingle. I se sl.x hath Turd FOUR spots of.,aspllalt roofing cement for every (till tilun;le as shown hclou appl}' asphalt ronfing cement I"(25 min) from ethm of shingle.:lslihalt roofing cen;ent nit elin :1.711 D 4,586 b,fie II is sn ge5tcit. Hip & Ridge for Arcadia"': Cedar Crest', Cedar Crest" IR t'{25:rviel. I' t6 and --I --- Fi,,rue ,f: Linn si.r ntrils <nu! fbrtt sln,rs uJ'as(,Grrlr tpgJir{q i cirrcr(I art. sic cfi s'lt,J+us. Use two (2), minimum M -inch long fasteners per shingle. For the starter shingle, place fastener 1 -inch from each side edge and about 2 -inch up from the starter shingle's exposed butt edge, ensuring minimum Y4 -inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8 -5/8 -inch up from its exposed butt edge and 1 -inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic" NMI" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and:extending approximately 4 -inch along the sides of the headlap along a line % to 1 -inch from each side of the shingle's headlap. Immediately.align and apply the overlying shingle,.gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1 -inch diameter spot of NR 1 or PL adhesive between the shingle layers, Hand -sealing adhesive 4" 314" — I .r— Dab of 1sphalt cement between shingle layers Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate oJAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 ta!I L Nail I INailLirz Fi; ore r Ise tLc uails jor erq), fill shingle. I se sl.x hath Turd FOUR spots of.,aspllalt roofing cement for every (till tilun;le as shown hclou appl}' asphalt ronfing cement I"(25 min) from ethm of shingle.:lslihalt roofing cen;ent nit elin :1.711 D 4,586 b,fie II is sn ge5tcit. Hip & Ridge for Arcadia"': Cedar Crest', Cedar Crest" IR t'{25:rviel. I' t6 and --I --- Fi,,rue ,f: Linn si.r ntrils <nu! fbrtt sln,rs uJ'as(,Grrlr tpgJir{q i cirrcr(I art. sic cfi s'lt,J+us. Use two (2), minimum M -inch long fasteners per shingle. For the starter shingle, place fastener 1 -inch from each side edge and about 2 -inch up from the starter shingle's exposed butt edge, ensuring minimum Y4 -inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8 -5/8 -inch up from its exposed butt edge and 1 -inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic" NMI" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and:extending approximately 4 -inch along the sides of the headlap along a line % to 1 -inch from each side of the shingle's headlap. Immediately.align and apply the overlying shingle,.gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1 -inch diameter spot of NR 1 or PL adhesive between the shingle layers, Hand -sealing adhesive 4" 314" — I .r— Dab of 1sphalt cement between shingle layers Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate oJAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 Figure 17-18: Shingle" Ridge. 1 SExposure Remove tape from the right side 1 f g°. I and fasten ! ' j SECOND Fasten theme°' leit,side gsle l RIGHT FIRST LEFT Pign)'e 17-1,9rMstallation of ShangloO h'l & sbhigles on b1pyand r1dgec. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastico NP11m" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements Exterior Research and Design, LLC: Evaluation Report 3532.09.05•1111 CertificateolAut6orization #9S03 FBC NON-HVHZ'EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 22 TRiRIITY ERD 6.6 BELMONTTM.' Low and Standard Slope Steep Slope (greater than 21:12)` 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement— for every full located as shown below. Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle - T°.; } %` e s See below_ Asphalt roofing cement meeting ASTM D4586 Type II is suggested. 1 o:1Qd ra{la i Vnr.,d I — I ! nwn, i•(25am! •— I{ Rocfiiru r. arum 6.6.1 Hip & Ridge for Belmont'": 6-6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge Figure 17-18: Shingle" Ridge. 1 SExposure Remove tape from the right side 1 f g°. I and fasten ! ' j SECOND Fasten theme°' leit,side gsle l RIGHT FIRST LEFT Pign)'e 17-1,9rMstallation of ShangloO h'l & sbhigles on b1pyand r1dgec. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastico NP11m" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements Exterior Research and Design, LLC: Evaluation Report 3532.09.05•1111 CertificateolAut6orization #9S03 FBC NON-HVHZ'EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 22 STANDARDILOPE tse five.nails for every fall Shame: to nun) '720 mm) 111grrrtr04I ttlfitenal[sfat rtt+r rl!'G'r ntd uauar,l'[rartg[n; Carriage flo est S angle. or (cnteanial,Slate. Sc seven nails and three. spots ofasphalt roofing cement for every lid) Crnid Manor 5hougiu. Use Gi'e hails :incl Ihrti.'spoiis of asliludi roofing cement foie every (till Carriage Ilimse Shan'gle and'Centenuial Slate. Apply asplialt lnitfing.ctnnco(f (25 nim) from cilge of shing)e E7gureW 5). Asphalt roofing cement mecting OSTM 14586 ilpc it Is suggested. 1 112' 39 i>bri I. (25 mml 5e: ttomn),I {720 mm) l:; mm)f L _..__-------------- ._......-Rooting Cemanl --__J Figure! 17-5. When hatrilling Crand-a!d#orSlangles on slep.slope3. lrse seren.uriils and 14i've s/wty rifaspbatt rorfq walf,111, 6.7.1 Hip & Ridge for Carriage House Shangle® and Grand Manor Shangles Refer to instructions herein for Shangle® Ridge hip and ridge shingles 6.8 LANDMARK'"", LANDMARKTNe`IR, LANDMARK'"' PRO, LANDMARK'"" PREMIUM, LANDMARK'"" TL, LANDMARK""' SOLARIS,,UINOMARK'"' -SOL ARI5,IR,.NORTHGATE LOW AND STANDARD SLOPE METNU MENSIONS 17' 143/4" 12" 11 -(305 mm)- ,-(375 mai) —po5 nLt)-tel. I (2.5 nmU Rested. a Tape 1 (25 rnm) Iry Naileble"j- Area LANDMARK TL NorthGate: vu;r, t aalxc 12" 14:'Y4' NI VA I+ (305 mm} w— (375 itdn) 1 1"Atm i I' (25 rust) 13'/2 13" 11'1r" 343 fnm)x(330 mm)- - (343''mm)--i 1 (25 mm) 1" (25 min) - t7;grgz• 1;34: L:te jour uaiJs jar e roy jrtll sbinr le., 1-,25 2' areae forlow and standard slopes'(from 2:12to.21 12). Ial'b&tgeeei unrier A:Iurr=. Inas al snown atinw. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six naih and fo u• ..spots of asphalGroofrng cement for every full larnimued shingle. See below. Asphalt roofing cement sltoold heel ASTM D4586 lfipc 11. Al)pty t" sfmts of aspitnit roofing cement [little each corner and tit abo[lt 12" to 13" in from each edge. METRI( DIMENSIONS 12"— 305 min) Nail Area,, For Steep'"' 25 nun) 1411.1"-- --12 375 mm) (305 mm) 3ea.5e Tape 1"(25 mm) - I ing Cement j TRINITY!ERD LANDMARK TE 13112"13" 349 mm) 330 mm) 343 mm) IL 1 "(25 mni) I A 1125 mm) I 25 mm) Figure 13-5: Use six nails andfour spots of asphalt roofing cement.on steep:slopes. 25 nun; NorthGate: STEEP 12" 14-314" 12" SLOPE: .»—(305•mm)— .•--(375 mm--• 1 x—(305 rrNAILING Nailingg LimasAREA { behveeii I werr• `,-, —1"(25 mm) Hall lines. 1"(25 mm) 25 mm) Nailing areas for steep slopes (greater than 21:12) and "Stortn-Nailing" Nail between lower 2 nal fines as shown above. 6.8.1 Hip & Ridge for Landmark'", Landmark TI IR, Landmark'" Pro, Landmark" Premium, Landmark'" TL, Landmark TI Solaris Landmark'" Solaris IR NorthGate: 6.8.1.1 Option 1: Shadow Ridge" or NothGate Accessory 12• 9718• 305mm) (250mm) 415IT 15omm) T (150mm) ( 125mm) I (125mm) Notch for Notch for Centering Centering 12' / 131/4' 305mm) Notches forAligmn3ntto (337ti(m) Notches for Alignment to 5 the Top Edge of the Previous r the Top Edge of the Previous 7 /8 Cap for5'(125nun)Exposure (180mm) Cr5'(196mm) A L1 7= J English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge— Exterior Research and Design, LLC: Evaluation Report 3532.04.05-R11 Certificate ofAuthorhation #9503 FBC NON-HVHZ EVALUAMN FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 TRINITY] ERD s v:sr 1tli5' ;12: ivcls) f 2 -.....(333 mm) — Ctrfar:tg laich Ir 6 5l8"- °-6 518'^ I (168MM) (168 mm) 11 f?W '1 337 mir} \ s CenteringAlunthv; E f T Notch l,LI1FSfit'lisp + 131/4` 1T55t) (337 mm) Align Ine50 , AM.VANn cm is ( 7 518 notches to top (tgq'ii5rn) edge of previous course. [ NorthGate Ridge NorthGate Accessory 12- 39 ),no') Laying Notch 1 I I 5-(1250") i Figure 13-20: Use laying nokbas'to center sbingles. on hips'and, ridges, and'fa Iacdte Hue correct exposure. 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP11 " adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6;8:1:3Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate oJAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 Presidentialaccessory shingles can be used.for covering hips and ridges. Apply shingles -up to the ridge (expose no more titan 7" from the bottom edge of the "tooth." Pasten each accessory wltIt two: fas- teners. The fasteners must be 13/4" long or longer; so they'penetrate either 3 4" into the deck -or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Biriningham,.AL is 1.2` x 12% Portland, OR produces 9718' x 131/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF r"Sonolastic' NP1" adhesive or Henkel "PL' Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest"", Cedar Crest`" IR hip and ridge shingles. 6.10 HATTERAST'" IOW,- STANDARD AND ( STEEP SLOPE: ._r 3gaun) I 1)209(141) 1 (2all(vn)' (no Nnd I Figure 15-$iFygltaring l/Nicrns.Cbin,Sd"h'air Late• rrnd.A'Imuliud ,<Yofrps Tor low and mndard shies, osc fire nails for each fall IliUtertc'shingle as "Inuit alun-e. Hoofin9Ceritinl — Fk—ISail fi hw ig on SWI'17/frt For amp sfope,', use five.usik and eiglu .sptm ofa ph:dt rwtfinq ccracitt(ur tech hdl ffiutcias shingte 9s 1110mt allure. Aj)fifr 1' 1jimu) d1witoor.Fpou tdurortng.ioiimd (ASTM D 4586'1 Jx9f saf;,w t)anderradilabcotntv.I'rrssshinrehuapLtte,donot vsp ie eemeoL CAlrrioN: Tan much nut(irty ctvuan ten cause sit agit•s w idiswr. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authorization 119503 FEIC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/68/2016 Page 10 of 12 i TRINI Y ERD 1 6.9 PRESIDENTIAL SHARE7.mr PRESIDENTIAL: SHAKE"" IR, PRESIDENTIAL SHAKE TLr"'r.PRESIDENTIAL SOI ARIST"": LOW AND STANDARD SLOPE: STEEP SLOPE - For low and standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply -1' diameter spots of asphalt roofing cement under each shingle tab. After applying S nails In between life nailing guide flues, apply 4 nails 1" Nailing I.-- 40" above tab cutouts maldflgcertain tabs of overlying shingle cover nails. Guide unes (1016 mm) 5— 1,33 tnm) I14 1/4" 1 112' 38 nitn) (362 mm) 1 T NOTE: Apply nails on painted guideline. Figure 16-6.•hutering- resideiitialandPresidentialTl,Shake 1'diameterasphaltrouting cement. shingles on loin and standar! slopes Figure 16-7.• Fastening Pvest/fential arul Piesidential TIL Shake shingles on, steep slopes. 6.9.1 Hip & Ridge for Presidential Shake" Presidential Shaker" IR, Presidential Shake TIL TM, Presidential Solaris": 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIALACCESSORY Presidentialaccessory shingles can be used.for covering hips and ridges. Apply shingles -up to the ridge (expose no more titan 7" from the bottom edge of the "tooth." Pasten each accessory wltIt two: fas- teners. The fasteners must be 13/4" long or longer; so they'penetrate either 3 4" into the deck -or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Biriningham,.AL is 1.2` x 12% Portland, OR produces 9718' x 131/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF r"Sonolastic' NP1" adhesive or Henkel "PL' Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest"", Cedar Crest`" IR hip and ridge shingles. 6.10 HATTERAST'" IOW,- STANDARD AND ( STEEP SLOPE: ._r 3gaun) I 1)209(141) 1 (2all(vn)' (no Nnd I Figure 15-$iFygltaring l/Nicrns.Cbin,Sd"h'air Late• rrnd.A'Imuliud ,<Yofrps Tor low and mndard shies, osc fire nails for each fall IliUtertc'shingle as "Inuit alun-e. Hoofin9Ceritinl — Fk—ISail fi hw ig on SWI'17/frt For amp sfope,', use five.usik and eiglu .sptm ofa ph:dt rwtfinq ccracitt(ur tech hdl ffiutcias shingte 9s 1110mt allure. Aj)fifr 1' 1jimu) d1witoor.Fpou tdurortng.ioiimd (ASTM D 4586'1 Jx9f saf;,w t)anderradilabcotntv.I'rrssshinrehuapLtte,donot vsp ie eemeoL CAlrrioN: Tan much nut(irty ctvuan ten cause sit agit•s w idiswr. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authorization 119503 FEIC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/68/2016 Page 10 of 12 6:10.1 Hip & Ridge for Hatteras": 6.10.1.1 Option 1: Accessory for Hatteras 2 T RINITY! ERD Figure 15-14; 18 thme piece units separate to make 54 Hatteras Accessory'sbingles. 6.10.1.2 Option 2: Cut Hatteras Shingles g„ 230 mm) I I I I i I 460 00jca hastier 203fnm)I'a 46Dmm) Cap Gap Sningle Stiinjle Cap shingle 24omml Figure 15-20: Cut Hatteras shingles to wake cover cap. Ftgure 1-21r Ynstal(ation of caps along hips and rttloes,' 6:10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1"' adhesive or Henkel PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6:11 HIGHLAND SLATE"",. HIGHLAND SLATE.'"' IR. LOW AND STANDARD SLOPE; STEEP SLOPE: 130 awl. MHnr-Dad. mqukei SIXIahlt,,wnmts in6wwo6 U:&,tv Ie.b'd m doll). Figure 11-3' Use FA3 nails for every XtgbtarnlSlnto sbingia Use FIVE nails and RICIIT spoLs ofasphalt [co(ing.cement"'[orreach full highland State shingle. For 68arni-Dade, SlX'ri.tils are required.. Apply V diameter spots of asphalt roofing.ceruent under each tab corner. Asphalt roofing cement meeting AS,M D45861hpe it is suggested. I:J m I: p uawlin?^•t fao.:M I jli nvn '{:S hint --«I l SIXsix -.ede squaw 1'(15 Rm) Ne a:p wi6mtiieEberaNnr Gddil i9 .4h0u1!t `I Roof Mg Ccnlent rlLwre,11-; jd:. Ilse WE nails and .eigbt-spots ofaspball roofing comeni under eacb lab corner. CAUTION: Excessive use of rooting cement cancauseshinigles to blister. 6.11.1 Hip & Ridge for Highland Slater"", Highland Slate" IR`. Refer to instructions herein for Cedar Crests", Cedar Cresta" 1R or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, LLC. Certificate of Autharization #9503 FBC NON-HVHZ EVALUATION Evaluation Report -3532.09.05.R11 FL5444-Rio Revision 11: 12/08/2016 Page 11 of 12 L. e f (N R 11;1ils lot' every hill shingle localed as showlt below. iealai;f J flKllj. It Ir 333m , '1 Use FOOT naifs :mil four sipls of :lsplull roofing ccmc,m for elrrp (tilt shi»Jeas shown helwl::tisph;llt roofing cement aweiingD4586 type It is sug"'esled. hppl}` I'('2i nul)} spots of asphalt nx)lurg cenrcmt itzi sliols.n. Citi 11ON I sc essive use tif`roofing cement can (%nise shingles to blister. it:drmi ,, 1 Roofing Cemanl 6.12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge-" NorthGate or Shangle Ridge" hip and ridge shingles. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shalt indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / 8905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC —QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 12 of 12 TRINITY ERD EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH &_DESIGN, I.I.C. Certrficote of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, 'CT 06478 PHONE: (203) 262-9245 FAX: (203)262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 51h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced. Quality Assurance documentation changes. TrinitylERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in. advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufactureror its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration ,No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 12/08/2016. This does not serve as an electronically signed document: Signed, sealed haidcopies;have been transmitted; to the Product. Approval Administrator and to the named client CERTIFICATION. OF INDEPENDENCE: ' 1, Trinity ERD' does not have; nor does it intend to acquire or will it .acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. . Robert Neminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reportsare being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither TrinityERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained. specifically for that purpose. TRINITY ERD ROOFING SYSTEMS EVALUATION: SCOPE:, Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and 5" Edition 2014) Florida Building Code, Residential Volume through testing in accordance with .the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507,2.7.1, 8905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2008 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL(TST 1740) ASTM D3161 99NK26506 11/23/1999 UL(TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL(TST 1740) ASTM D3161 03NK29847 10/03/2003 UL(TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL(TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D346.2 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628,) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & 03462 4787195678 02/09/2016 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate o/Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11; 12/08/2016 Page 2 of 12 V J TRINITY E,RD 4. PRODUCT DESCRIPTION: 4.1 CT201", XTI- 25, XTT" 30 and XTI° 30 IR are fiberglass reinforced, 3 -tab asphalt roof shingles. 4.2 ArcadiaTM", Belmont"", Carriage House Shangle®, Grand Manor Shangle®, Landmark'", Landmark"" IR, Landmark'_ Pro, Landmark'" Premium, Landmark" TL, Landmark TM Solaris and Landmark T" Solaris"M are fiberglass reinforced,. laminated asphalt roofshingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake`"„ Presidential Shake'" IR, Presidential Shake TL'"' and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 HatterasT", Highland Slate''" and Highland SlateTM IR are fiberglass reinforced, 4 -tab asphalt roof shingles. 4.6 Patriot'"" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line. with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'"",, Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E.. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4,1 All shingles noted herein are Classified in accordancewithFBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Va,d = 150 mph (V„iT = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate. Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLI Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Va,a = 150; mph (V„h =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5:4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") :exceeds the calculated uplift force (FT) at a maximum design wind speed of V;,d = 150 mph (V„ i, = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements; subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certlficace ofAuthorhatton #9503 F8C NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 3 ry •;R4_ TRINITY ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section 8905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or 8905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT201m,,XTT"' 25, -XT'^' 30; XT'"' 3018 LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" 305 mm) +-:(305 mm}- (305 nm} r-1" (25 mm) — Sealant 1"(25 mm) - 5 5!a"- 5 i&,foi Namooe Plant METRIC 131/8" 13.118" w 131/8'. 15nim)J Sealant 1"(25tu11—I— — _ n 6ale" Figure Il ?: Use four hails for everyfi CsEirrgfe.. Use four nails and six spots of asphalt rooting cement* for every full shingle (Figure, II -4). Asphalt roofing cement meeting ASTi>t U45s6 lope Il is suggested. I - - Roofing Cement Apply 1"(25 rwi) spots of asphalt roofing cement under each tab corner. Figure. 11=4. Use, four nails raid sir spots ofaspb<all car tent on steep slopes CAUTION:"Excessive use of roofing ceniedt can cause shingles to. blister. 6.4.1 Hip & Ridge for CUt ", XT'` 25, XT'" 30, XT'm 30 IR: Cut Shingles L51'* 1 -{ t( 2" (50 riun) ns:cu, Rcinove j 1 6 {1 `—-—————-? 1 Cap Cap 3 Shingle Shingle. Figure 11-24:.040abs, tbe.n titin back to urate cap sl)bi& ling/Mb dimensions sbomn): 12"(305 mull" EgNZN oZ 125 mm) i• m`1oi.Nocw Figure 11-25: lnslalWion of baps along Me hips and ruigee. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastico NP1 "' adhesive or Henkel "PLl Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-R11 FL5444-R10 Revision Ili 12/08/2016 Page 4 of 12 6.5 AKADIA .. LOW AND STANDARD SLOPE STEEP SLOPE Use Slknails for elely fill) sliiogle lontted as siumvl helot. (se Srx nails and F'O( It spots of asphalt rooting Cement for c ver' full shintlleas:huuu IWIt It AI)ply asi)llalt roofing, renieut 1"(25 nun) frinn edge of shingle. Asphall roofing cenielit meeting; STlf 1) 4j SG frpelf is.suggeslcd: V t' (25 mo) ffi, FlailLill. U.J f9,tyrire 2: C' e :cix trail.) for evq' r f 111 sbillgtc. Fil(r, i; Use six nail., aild.lbiw .sliots ufasph,dt rrttr rvg <:erned'oirsteel) slopes. 6.5.1 Hip & Ridge for Arcadia T": Cedar Crest'm, Cedar Crest— IR Use two (2), minimum 1'/ -inch long fasteners per shingle. For the starter shingle, place fastener 1 -inch from each side edge and about 2 -inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8 -5/,8 -inch up from its exposed butt edge and 1 -inch from each side edge. For ASTM D3161, Class IF performance use BASF "5onolastic® NPI'"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles: Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4 -inch along the sides ofthe headlap along a line % to 1 -inch' from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply 1 -inch diameter spot of NP 1 or PL adhesive between the shingle layers. Hand -sealing adhesive 4" 314" Date of asphalt cement between -- shingle layers Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization 119563 FBC NON-HVHZ EVALUATION FL5444-010 Revision 11: 12[08/2016 Page 5 of 1Z 7 TRINI-fY 1 ERD i 6.6 BELMONTT". Low and Standard Slope. Steep Slope (greater than 21:42): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement— for every full located as shown below. Belmont shingle. Apply asphalt roofing i cement I" (25mm) from edge of shingle. See below. Asphalt roofing cement meetingiX4.3 ASTF;1 D4586 Type Il is suggested. t ill a,7d1t zl.-ilsirr^arc +—' I" ---i t:5rrer, f j j t"125mr,'I - 6.6.1 Hip & Ridge for Belmont—: 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest`" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge e. 12 18' Exposure tape from the right side t" ,• 8• and fasten SECOND theFasten left side 85ls . , RIGHT Remove FIRSTThisTape LEFT Figure 17-19:, hislallation of ShangleO h'llW sbingles Nl nre 17-18: Sl ankle' Ridge. oil blips 1117d 1-111ges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPI'"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Certificate of Authorization #9503 FBC. NON-HVHZ EVALUATION Evaluation Report 3532.09.05-1111 FL5444-RIO Revision 11: 12/08/2016' Page 6 of 12 N. 1 TRINITY ERD 6.7 CARRIAGE;HOUSE'SHANGLE® ANf) GRAND IVIANORSHANGLE LOW AND STEEP SLOPE STANDARD SLOPE Use five nails for egety full Shiplgh . w 25 mm} / i2Sim) 51N" B 5!8" 15 min) , (220(mni) Figure 17-4.- rrce fLn witsfar ereryfidl tirrard:llmuir Sluutgle, l irrriage Hawse Skingla or. (eulcinrlal ,Slate. Use seven nails wid three spat, of asphalt roofing cement.for etery, f ll Grand SIanor .11111 e. list fiec naih and three spots of asphalt rooting cemtint for every full Carriage House 5h:mgle and Centennial Slate. Aj)ply asphalt riinfiog.cemcnt I' (2i tum) from edgc,of Aliigle 110urc 1 -5). Asphalt roofing cement aiiecting AS"f1l D4586'Nlie II Is silg estud. 1" r— 16 fo-n I or I'm --1- i C'Smn1 Figum 17-:5: 11 bei wiJUigGrewd alanr-r;CGgogtaa on <myp .dope vt rrw severe trails trot/ lhree spots rfasnGiik moJing cement. 6.7.1 Hip & Ridge for,Carriage House Shangle® and Grand Manor Shangle: Refer to instructions herein for Shangfe® Ridge hip and ridge shingles 6.8: LAND'MARK',""t LANpMARK"" IR, LANDMARK"" PRO; IANDMARK'"' PRE.MIUfvI; GANARK"";TL;LANDMARKr" SOLARIS, LANDMARK, SOLARIS`IR, NORTHGATE LOW AND STANDARD SLOPE METRK DIMENSIONS 12" 1d3/n" 12" I (2S mttl) ( Release Tape i (25 mm) 11/1 - tvallA(6 { Arc1 LANDMARK TL NorthGate: 131/2 13" 131/2,, 343 mm) --l—(330 mrn)-- --(343 mm) --1 I"{2S mm) 1"'(25liun) •I ftiur 1.1.4: t `sefom- uurih for twety fiiif sbpkge. lvlGr. KWNG 12` 1414' Ai1kA I -.r (305 rnmt -.- :..— 1375min)—.•- + (305 tin)':- 1 r ball p Lr is 1' {25 r m` IPP^rralino r - L i fel rnyrf nal Ire Nailing areas for low and standard slope. (t„om 2:12 to 2112) Kat help can upper $' lowiv Inas a. e3',wn abm y: Exterior Research and Design, LLC. Evaluation Report3S32.09.0S-R11 Certificate of Authorisation #9503 FBC NON-HVHZ EVALUATION FL5444-R 10 Revision 11: 12/08/2016 Page 7 of 12' STEEP SLOPE Liget six nails iuul foto• spmts of asphal( roofing cent 'em for ecei} full Ianiinitted shingle. See bctom% Asl)hit!( rourmt, cement should nice( ASTIM U45861i{m fl. ;lpplg I` spots of. asphalt roofing cement Linde each corner and at about' 12" to 13" is front each edge. METRK DIMENSIONS k TRINITY ERD LANDMARK TL 1„y 25 mm) x steep + l Figure 13-5: use six na -and four spots of asphalt roofing cement on sleep slopes: 25mm) — — — — - (25 min Rmli.ement NorthGate: STEEP 12" 14-314" 12" V 25 mm) Nailing areas for steep slopes (greater than 21:12) and 1tortit-Nailing Nail between lower 2 nail lines -as shown above. 6.8.1 Hip & Ridge for LandmarkT", Landmark T" IR, Landmark''” Pro, Landmark'"' Premium, Landmark'" TL Landmark" Solaris, Landmark— Solaris IR, NorthGate: 6.8.1.1 Option 1: Shadow Ridge TI or NothGate Accessory 12' 97/9" 305mm) 10 , 4T5/1G— i50min) mommy ( 125mm) 125mm) Notch for Imo. ( 305 min) 375 mm) 12- 305 mm} i L1,min) Pelee eTape i5mm) I (25 mm)-- k TRINITY ERD LANDMARK TL 1„y 25 mm) x steep + l Figure 13-5: use six na -and four spots of asphalt roofing cement on sleep slopes: 25mm) — — — — - (25 min Rmli.ement NorthGate: STEEP 12" 14-314" 12" V 25 mm) Nailing areas for steep slopes (greater than 21:12) and 1tortit-Nailing Nail between lower 2 nail lines -as shown above. 6.8.1 Hip & Ridge for LandmarkT", Landmark T" IR, Landmark''” Pro, Landmark'"' Premium, Landmark'" TL Landmark" Solaris, Landmark— Solaris IR, NorthGate: 6.8.1.1 Option 1: Shadow Ridge TI or NothGate Accessory 12' 97/9" 305mm) 10 , 4T5/1G— i50min) mommy ( 125mm) 125mm) Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certificate o/Authodratlom #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 Notch for Centering 12- i5mm) Notches for Alignment to the Top Edge the Previous 7, of t 80' t!tt English Dimension Capfor55i9'(141mm)Fxposure Shadow Ridge`" Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certificate o/Authodratlom #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 t Notch for Centering 131/4" 337miti) Notches for Alignment to 751 the Top Edge of the Previous 1 Capfor55i9'(141mm)Fxposure Metric Dimension Shadow Ridge'" Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certificate o/Authodratlom #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 f r s tl25 rin\ ) Gcri:rhla hL;fcb - i 33/ t rr+1 Nlcfn thsSs r ,irhr.:s its top 7 5.1'F erlrje ()' (194 nm} p rri Us c.; rcT NorthGate Ridge 1 RINITY ERD 131/81, 333 MM) 6 518'- -5 51 168mm) - 4 ( 168' 4 iI Centering 131/4' Notch- I — 337 mm)` Align these 75/8" edge of notches to top (:194 mm) NorthGate Accessary Laying Notch ti N A191416 13-20.- Usvlayingno(cfwtocenter shingtes.o+rhlpsand, ridges, and to 1000,641)iCOMVt exposure. 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1'"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8,1,3 Option 2. Refer to instruction's herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, LLC: Evaluation Report 3532.09.05-R11 Certijlcote of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 Presidential accessory shingles can be used for covering hips and ridges. Apply shingles.up-to the ridge (exT9se no more than 7" from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fastener's -must be 13/4° long or longer; so they penetrate either 3/4" 7 Into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced -in Blrmingham,.AL is 124• x f2".;Portland, OR produces 97/8" x 131/4" accessory 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic" NP1T""" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6.10 HATTERAST"'. LOVI, STANDARD AND STEEP SLOPE77 r1-9i2ximmyt7.nen) (p:10 Un) (230 arm) , I'(230 min) (230 min) (210 Inn) _ (710 mniln(25 jI" } 0tvs l--(25an)(25mm)_I - (240 lImn) Ij` _ y8" L-_- HootingCcmenl..... ... ... .... L, 240 mm) j Fig;—r;. ); fioening 11"11 es:ll"'g&I n" dh"y"S161"Y FiQ w 15-3: tigtCa nil l/nllMns $Gingleanu Law and Ylandard Apes 14)r tmv and s1xida -d slbpes; use (ire mills for each fall tbwetas ahbigll: z sliuwIl alww. Exterior Research and Design, LLC. Certificate of Authorirotion #9503 FBC NON•HVHZ EVALUATION for,4 "11 'Inlxa; U$e ice nails And eiglu .ijvls of'asph:dt r., ng cenlew for e;wh Int[ 1131(errs Thin is es sli"nrdAbove. Alydp I" 5rnnr}'i(la oa"er ; IaA of ir)pfiu; crmem (, sru 1) -1586 7tix, 11 cruder taaII tab comer: Press 51.111.,4e win phvv,,-dn not cgaiseeimeui:. CAUTION: Tui) much roofiag cttiucal ran corm shiiiglrs to Blister, Evaluation Report 3532.09.05-Rll FL5444-R10 Revision 11; 12/08/2016 Page 10 of 12 K } I TRINITY i ERD 6.9 PRESIDENTIAL SHAKgT"-", PRESIDENTIAL SHAKE`." IR, PRESIDENTIAL SHAKE TLT"", PRESIDENTIAL SOLARIS"4: , LOW AND STANDARD SLOPE: STEEP SLOTE:. For low and•standard slopes, use tive nails for each full Presidential For steep slopes, use nine nallsfor each hill Presidential shingle and shingle as shown below, apply V diameter -spots of asphalt roofing cement under each shinoe tab. After applying S nails in between the nalling gulde lines, apply 4 nails 1' Nailing lam- 40" +I above lab cutouts inaldng certain tabs of overlying shingle cover nails Guide Lines (1016 mm) 5114' 133 nim) 141/4" 1 112.' 38 rt}m) 362 mm) 1 NOTE: Apply nails on painted guideline. Figure 16-66 FiislentngPresiilential aijdPraidailral TL Stake 1' diameterasplialt mating cement sbingreson lora andstandardslopes. Figure 16-7.^ Fastening Preslaentlal and Piesidenllal T/t. Shake shingles on steep slopes. 6.9.1 Hip & Ridge for Presidential Shake'', Presidential Shake" IR, Presidential Shake TLT'", Presidential Solaris'"": 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles.up-to the ridge (exT9se no more than 7" from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fastener's -must be 13/4° long or longer; so they penetrate either 3/4" 7 Into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced -in Blrmingham,.AL is 124• x f2".;Portland, OR produces 97/8" x 131/4" accessory 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic" NP1T""" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6.10 HATTERAST"'. LOVI, STANDARD AND STEEP SLOPE77r1-9i2ximmyt7.nen) (p:10 Un) (230 arm) , I'(230 min) (230 min) (210 Inn) _ (710 mniln(25 jI" } 0tvs l--(25an)(25mm)_I - (240 lImn) Ij` _ y8" L-_- HootingCcmenl..... ... ... .... L, 240 mm) j Fig;—r;. ); fioening 11"11 es:ll"'g&I n" dh"y"S161"Y FiQ w 15-3: tigtCa nil l/nllMns $Gingleanu Law and Ylandard Apes 14)r tmv and s1xida -d slbpes; use (ire mills for each fall tbwetas ahbigll: z sliuwIl alww. Exterior Research and Design, LLC. Certificate of Authorirotion #9503 FBC NON•HVHZ EVALUATION for,4 "11 'Inlxa; U$e ice nails And eiglu .ijvls of'asph:dt r., ng cenlew for e;wh Int[ 1131(errs Thin is es sli"nrdAbove. Alydp I" 5rnnr}'i(la oa"er ; IaA of ir)pfiu; crmem (, sru1) -1586 7tix, 11 cruder taaII tab comer: Press 51.111.,4e win phvv,,-dn not cgaiseeimeui:. CAUTION: Tui) much roofiag cttiucal ran corm shiiiglrs to Blister, Evaluation Report 3532.09.05-Rll FL5444-R10 Revision 11; 12/08/2016 Page 10 of 12 6.10.1 Hip & Ridge for Hatteras'"': 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14: 18 tbree piece units separate to make 54'Hatteras.Accessoiy"shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles 9"— 230; rani) I I I I FaS``et\ i I 8" r 1g" (160 y---I-- is" 2pg 460 mm) Cap Cap Gap Cap 31aShingleShingleShingleShingle' Figure 15-7A: Cut Hat-ahtgeto kcover cap.• -21: Installation of caps along hips and rk4gureIS 6.10:1:3 For ASTM D3161, Class F performance use BASF "Sonolastics NP3'M " adhesive or Henkel `PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE, ,HIGHLAND SLATE'"" IR: LOW AND STANDAR DS.LOPE: STEEP SLOPE: Use FIVE nalls and EIGHT spot% of aphaltroofing_cemei t* for each r ra -a Wim) a ma u?o + fall Righland slate shingle. For atiarat U de, six nails are required. Apply 1' diameter spots of asphaltroofng ceeucnt undcreach tab i QsJ.,ni l;..,, — comer. Asphalt€ooing.cemenl mcetblg ASTM Ds566 Type 11 is suggested. Miami-.oaie:req- Slx k fh:o mails tnauliscoytiienlsr QlI4tA ad ei16N11). FJgitre 11-3i Use F1 VE nails for every 111glitarrd Skala-shhJgkc t25'nm1l RSmmt,— - 7T- sw- IF'm111Dq'9 aflW6a - pJa ami( siX:sic (Avg naik 1';Isrtml- ve Faiaizrwrier:—'t-- xt—hown) -- Roothlp cement' FJbmra. 11-3.4: Usp MT na/lr,andelgbfspots: ofaephaU ooilngcei mNindrereacb'fab,,corner. CAUTION:Excessive use ol'toot7ng.cetncnl can cause shingles to blis(er. 6.11.1 Hip & Ridge for Highland Slate", Highland Slate— IR: Refer to instructions herein for Cedar Crest'", Cedar CrestT.. IR or Shangle Ridger" hip and ridge shingles. Exterior Research and Design, LLC. Cealficate of Authorization 179503 FBC NON-HVHZ EVALUATION Evaluation Report3532.09.05-1111 FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 J TRINITY ! ERD 6.12 P.ATRIOTT":. LOW AND STANDARD SLOPE STEEP SLOPE Use l OI I2 nails lir tn'ci}' fel[ shiuglc Is.ti teed as slunru Uclott L se F( il? nails :aid hor spo(s of aslilldt rpoftng celocm for eccr' lidl Soalaal lid'+E,,,, I i 331 shingle as shown bvlowF %spl mdt roofing cemetil Incemr;:IKIJ .I) (586 Type R is suggumed:;\pply I'(25 nun) ilw(s of ;is 11hidL roofing ccmcnl n 1hown. U IOIN Excessive use of roofing cenivni can cause shingles to blis(er. floating Cement' 1—; ,>.,;y' -I—,-(;r --i-- 'r•*a' —i 6.12.1 Hip & Ridge for Patriot`"": Refer to instructions herein for Cedar Crest'", Cedar Crest" IR, Shadow Ridge'"", NorthGate or Shangle Ridge'"' hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7,2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed, in FBC Table 1S07.2.7.I / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC —QUA9625; (414) 248-.6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC, Evaluation Report 3532.09.05 -Rin Certificate ofAuthorization &9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 4/28/2017 Florida Building Code Online SCIS. Home I LogIn; User Registration I Hot Topics Submit Surcharge Stats u Fac! I Product Approval USER: Public User Product-Aooroval Menu "> Lduct or_Ap. ollration Search >. Anolicatigr ist"> Application Detail FL # Application Type Code Version Application Status Comments; Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method FL12194-R3 Revision 2014 Approved Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsfnc.com Gareth Rahman grahman@aluminumcoilsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634" 813) 249-9742 PFrost@aluminumcoi isinc,com PanelWalls Soffits Links: Search Evaluation Report from a Florida Registered Architect -or a Licensed Florida Professional Engineer Evaluation. Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE -74021 Quality Assurance. Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits:odf Referenced Standard and,Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 https://www.floridabuildngorglprlpr_app_dtl.aspx?param=wGEVXOwtDquk24AUC%2fEHMrNrkL4bysALEZSXMisX5GEO%2fiCXzYpyxAOI.3d%3d 1/2 4/28/2017 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building Code Online Method 1 Option D 08/27/2015 08/28/2015 09/04/2015 10/16/2015 04/05/2017 Contact Us :: 2601 Blair Stone: Road, Tallahassee FL 32399 Phone: 850-487=1824 The State, of Florida. is an: AA/EEO employer. Copyright 2007-3013 State of Florida.:: Privacy Statement :: Accessibility Statement:: Refund Statement Under Florida law, email 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 mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address Iftheyhave one. The emalls provided may be used for official communication with the licensee. However email addresses are public -record. IPyou do not.wish to supply a personal address, please provide the Department with anemailaddress: which can be made available to the public To determine if you are a licensed under Chapter 455, f,S., please click here . Product Approval Accepts: m W-1 Ek redit Cord, SC'Ctlrl , A16TRICS httpsllwww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxA-1.3d%3d 2/2 FL # Model; Number -or. Name Description, 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use i Installation Instructions' Approved for use in HVHZ: No i FL.12194 R3 II ALCI5001 Evaluation Report 2014 FBC 04 T4 Approved for use outside HVHZ: Yes Soffits.odf Impact Resistant: N/A Verified By: Zachary R. Priest PE -74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALClSO01 Evaluation Report 2014 FBC 04 T4 Soffits.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone: Road, Tallahassee FL 32399 Phone: 850-487=1824 The State, of Florida. is an: AA/EEO employer. Copyright 2007-3013 State of Florida.:: Privacy Statement :: Accessibility Statement:: Refund Statement Under Florida law, email 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 mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address Iftheyhave one. The emalls provided may be used for official communication with the licensee. However email addresses are public -record. IPyou do not.wish to supply a personal address, please provide the Department with anemailaddress: which can be made available to the public To determine if you are a licensed under Chapter 455, f,S., please click here . Product Approval Accepts: m W-1 Ek redit Cord, SC'Ctlrl , A16TRICS httpsllwww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxA-1.3d%3d 2/2 Certificate of Authorization No. 29824REEKi17520EdinburghDr Tampa, FL,33647 TECHNICAL SERVICES, LL -C (813) 480=3421 EVALUATION REPORT FLORIDA BUILDING CODE 5r" EDITION Manufacturer: ALUMINUM COILS; INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance:- PRI Construction Materials Technologies (Q1JA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance' REFERENCES Ehtity' Report No. Standard. Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (T.ST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986' LIMITATIONS 1. This reporltis not for use in the HVHZ. 2. Design wind loads shall be determined in. accordance with FBG Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC.Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products; shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the.more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section `1203.2. 6. Field fastener withdrawal may be required by the AHJ for.conflrmation of existing substrates. All -data shall be reviewed by a qualified design professional to ensure the fastener Withdrawal meets or exceeds. the minimum load. resistance for -the projectrequiirements. 7. All products listed in this report shall be manufactured under a quality assurance program In compliance: with Rule 61 G20-3. PRODUCT DESCRIPTIONS 3I8" F -Channel Preformed nominal 0.016 -inch thick, 3105 H-14. aluminum F -channel. See Appendix D for dimension drawings. 3/8"J -Channel Preformed nominal 0.016 -inch thick, 3105 H-1,4:aluminum J -channel. See AppendVD for - dimension drawings. Fascia Preformed nominal 0.019 -inch thick, 3105 H-14 aluminum fascia. See Appendix`D for dimension drawings. ALC15001., FL12194-R3 Page.1 of'3 This evaluation report is provided for State of Florida product approval under Rule:61G20-.3. The manufacturer shall notify CREEK Technical Service% LLC of any product changes or quality assurance changes throughout the duration for which this report is. valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED ray' TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC soffits 161'04 Soffit Preformed nominal 0.0135 -inch thick, 3105 H-14 aluminum -soffit P anels provided in 16inchsections. The reported net free ventilation areas are 22.3 in /linsft for the 'full' vent' configuration and 11.1 int/1in.ft and for the 'centervenf configuration. See Appendix D for dimension drawings. ilLiu.u; AM 12" T4 Soffit Preformed nominal 0.0135 -inch thick, 3105 H-1'4 aluminum soffit paneis provided in 12 - inch sections. The reported net free ventilation areas are 12.5 in llin.ft for the 'full vent configuration and 4.2 int/lin.ft for the `center vent` configuration. See Appendix D for dimension drawings. ALC15001. FL12194-R3 Page 2 of Zi This evaluation report is provided for State of Florida product; approval, under Rule 61 G20-3. The manufacturer shall notify CREEK Technical, Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M ]CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5r" Edition (2014)'as,evidenced in the referenced documents submitted by the named manufacturer. 4'LQ'•.GENSF•S No 74021 7F p STATEOF Ct/ 0 ; off 0R10, ix,10 N A L `.,. 11tttt11V%I% CERTIFICATION OF INDEPENDENCE 2015.08.27 07.05:00 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE964"1 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or.distributing products unde.r'this evaluation. CREEK Technical Services, LLC is not.owned, operated, or controlled by any company manufacturing or distributing products -under this evaluation. Zachary R. Priest P.E. does not have; nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does nothave, nor will acquire; a'Fiinancial interest in"any other entity involved in the approvai'process of:the; product. APPENDICES 1) APPENDIX A — Approved. Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3), APPENDIX'C — Design Wind Loads(4,pages) 4) APPENDIX,D — Dimension Drawings (4 pages) ALC15.001 FL12194-R3 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that a re not specifically addressed herein. ACREEK ar. TECHNICAL SERVICES, L.LC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section,of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the mated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0:42):2x. lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall -conform to ASTM C 90. Substrate attachment shall be designed by.others in accordance with FSC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: ALC15001 a. 12"T4 Soffit —12 -inch o.c. Fastener Fastener Location Location b. 12"T4 Soffit— 4 -inch o;c. Fastener Fastener Fastener Fastener Location Location Location Location c.. '16" Q4 Soffit— 16 -inch o.c. Fastener Fastener Location Location 4 FL12194-R3 1of7 This evaluation report,is provided for State of Florida product approval under Rule 61 G20-3_ The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC d: 16" Q4 Soffit— 8 -inch o.c. Fastener Fastener fastener ALUMINUM COILS, INC Soffits Appendix A Approved",Systems'for 12-inch"overhang ,with F -Channel Approved S. stern Numbers.and Definitions 12F.-#'. Approved Systems for 1246ch Overhang with F -Channel 12J4 Approved S stems,for 124nch Overhang with J -Channel 1617-4 Approved Systems for 164nch Overhan ,with F -Channel 1'6J-# Approved Systems for 164rich Overhang Mh,J-Channel 24F=# Approved: S terns for 24 -inch Overhang with F -Channel 24J- . roved Systems for 24 -inch Overhang with J -Channel Appendix A Approved",Systems'for 12-inch"overhang ,with F -Channel Wall Connection Eave Connection System Panel' MDP No. Width APs Substrate F -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 318 -inch head dia. nail, One (1) min. 3/8 x 3/8 -inch One (1) min. 1 314 -inch long x 12F-1 16 Wood min. 1;.25 -inch embedment,spaced Woodoo crown staple spaced 16 -inch 0:072 -inch dia. x min. 3/16- 40:0inch 24 -inch o.c o e. inch head dia. trim nail spaced 364nch o.c. Max.. Three (3) min.,3/44nch x 114 -inch One (1) min 3/4 -inch x 1/4 -inch One (1) min. 13/4 -inch long x 121-2 16 Wood crown staples in diamond pattern Wood crown staple spaced 8 -inch o.c. 0.072 -inch dia. x min. 1/44 nch 48 inch spaced 244ch o.c. and securing each panel lap head dia. trip nail spaced 4864:2 inch o.c. Max: One (-1)14 ga. 5/8 -inch long T nail One (1) min 3/4 -inch x 1/4 -inch One (1) min...1 3/4 -inch long;x0.072 -inch da x min. 1/4 -inch 4812F,3 16 -inch Masonry, spaced 8 -inch o c. Wood crown staple "spaced 8 -inch o.c., head dia. trip nail spaced 48= 64.2andsecuringeachpanellapincho.c. ALC16001 FL12194-R3 Page 2 of 7 This -evaluation report is provided for State of'Florida product approval under Rule 61 G20:-"3. The manufacturer shalt notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which,this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributesthat are not specifically.addressed herein:. x # CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems.for 12 -inch overhang with J -Channel Wall Connection Eave Connection System Panel MDP No. Width PO) psfl Substrate Substrate F -Channel Attachment Panel. Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment, Three (3) min. 314- inch x 1/4 -inch crown One.(1) min. #8 x 1/2 -inch One (1) min 314 -inch x One (1) min. 1 3/4 -inch long x 12J=1 Max. Wood staplesles in diamond long x 318 -inch head diameter Wood 1/4 -inch crown staple 0.072 -inch dia. x, min. 1/4 -inch t48 Wood 16 -inch 0.072 -inch diameter finishing nail with min. 3/16- pattern spaced 24- screw.spaced 16 -inch o.c. 12 -inch spaced 8 -inch o.c.. head dia. trip nail spaced 48- 64:2 I- inch bead spaced I. inch o.c. connecting soffit to J -channel inch o.c. panel lap Approved Systems for16=inch: overhang with F -Channel Wall Connection Eave Connection System Panel MDP No. Width PO) Substrate F -Channel Substrate Panel Attachment Fascia Cap Attachment, Attachment One (1) 18 ga. 1/4-inchcrown x One (1) min. 1.75 -inch x 16F-1 Max, Masonry One (1) 14 ga. 518 -inch long T nail Wood 1 -inch leg staples spaced max. 0.072 -inch diameter finishing nail with min. 3/16- 53.3 12 -inch spaced max. 8 -inch O.C. 4 -inch o.c. and securing;each inch bead spaced panel lap 12 -Inch o.c. One (1) 18 ga 1/4 -inch crown x One (1) min. 1.75 -inch x Max. Three (3) 18 ga.1/4-inch crown x 1- i -inch leg staples spaced max 0.072 -inch diameter 1617-2 12 -inch Wood inch leg staples in diamond pattern Wood 4 -inch o.c. and securing each finail with min. 3/16- nishing 53.3 spaced 16 -inch o.c. panel lap inch head spaced 12 -Inch o.c. Max. One. 3/8-inchhead dia. nail,:min. One (1) min,3/8-ihch x 3/8 -inch One (1) min. 1 3/4 -inch long x 0,072 inch dia. x min. 16F-3 16 -inch Wood 1:25 -inch embedment spaced 24- Wood crown staple spaced 16 -inch 3116 -inch head dia. trim nail 25.6 inch o.c. o.c. spaced 36 -inch o.c. Three (3) min. 3/4 -inch x 114 -inch One (1) min. 1 314 -inch long t6F 4 Max.. Wood crown.sfaples in diamond pattern Wood One (1) min 3/4 -inch x 1/4 -inch x 0.072 -inch dia. x min. 1/4- 27 16 -inch spaced 24 -inch o.c. crown staple spaced 8 -inch o.c. inch. head dia. trip nail 36.1 spaced 48 -inch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical. Services, LLC of any product changes or quality assurance changes throughout the duration for which this reportis valid. This evaluation report does not express nor.irnply warranty, installation, recommended use, or other product attributes that are not specificallyaddressed herein. CREEK u. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC' Soffits Appendix A Approved Systems for 1 6=inch overhang.with F -Channel Wall Connection. Eave Connection System Panel MDP Na: Width psf) Substrate. F -Channel Substrate PanelcAttachrnenf< Fascia Cap Attachment Attachment Max Three (3) min'. 3/4-inch'x 1/4 -inch One (1) 18 ga. 114 -inch crown x One (1) min. 1.75 -inch x 1.6F-5 Max. Masonry One (1)14 ga. 578-inchlong T nail Wood 1 -inch leg staples 'spaced 4- 0:072 -inch diameter finishing nail with min. 3/16- 43.316 -inch spaced 8 -inch o.c: nch:.o.c. and securing each inch head spaced panel lap 16 -inch o.c. Three (3) 18 ga>1/flinch crown x'1- One (1) 18 ga. 1/4 -inch crown x One (1) min. 1.75 -inch x 0;072 -inch diameter 16F-6 Max.. 16 -inch : Wood inch leg staples in diamond pattern Wood 1 -inch leg staples,,spaced 4- inch o.c; and securing each finishing nail with min. 3116- 43.3 spaced 16 -inch o.c. panel. lap inch head spaced 16=inch,o.c. Approved. Systems. for 16 -inch overhang with JI -Channel Wall Connection Eave Connection System Panel MDP No. Width Psfl Substrate J -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max Three (3) min'. 3/4-inch'x 1/4 -inch One (1) min. 1 3K4nch 16J-1 Wood crown staples in diamond pattern Wood One (1) min 374 -inch x 114 -inch long x,0.072 -inch dia. x 16 -inch. spaced 24 -inch o.c. crown staple spaWd 87inch o.c. min, 9/4 -inch head dia. trip nail spaced 4a -inch o.c. ALGI5001 FL12194-R3 4of7 This evaluation report is provided for State -of Florida product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changesorqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express.nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24 -Inch overhang with F -Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F -Channel Batten Panet Attschment Substrate Panel Attachment Fascia. Cap AttachmentAttachment. One (1) 18 g.1/4 -inch Nominal 1x2 crown x 1 -inch leg Three (3) 18 ga.1/4- No.2 SYP anchored to staples spaced 12 -inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x Max. inch crown x 1 -inch rafter with one each panel tap inch crown x 1 -inch 0.072 -inch diameter 24F-1 12 -inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.75 -inch inch o.c. 3116 -inch head spaced spaced 16 -inch o.c. shank nail x 0.072=inch diameter 12 -inch o.c. 24 -inch o:c. finishing nail with min. 3116 -inch; head. spaced 4 -inch o.c. One (1)18 ga.1/4-inch crown x 1 -inch, leg Nominal.lx2' sfapies;spaced One (1) min. 1.5- No.2 SYP 12 -inch, o.c. securing. One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x Max. inch x 11 a. g anchored to each anel.lap P inch crown x 1 -inch 0.072 -inch diameter 80f. 24F-2 12 -inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail. with min. 76.6 roofing nail.spaced 1) 7d x 2.25- One (1) min. 1.75 -inch inch o.c. 3116 -inch head spaced 16 -inch o.c. inch ring shank x 0.072 -inch diameter 1:2 -inch o.c. nail 24 -inch o.c. finishing nail with min. 3/16 -inch head spaced 4. =inch o.c. One (1) 18 ga.1/4-inch crown x 1 -inch leg Nominal 1x2 staples spaced No2 SYP 12 -inch o.c, securing One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x Max. One (1) 14 ga. 518- anchored to each panel lap inch crown.x 1 -inch 0.072 -inch diameter 801 24F-3 12 -inch Masonry inch long T nail rafter with one. Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 8 -inch o.c. 1) 7cJ x 2.25- One ('I) min. 1.75 -inch: inch o.c. 3116=inch head spaced inch ring shank x 0:072 -inch diameter 1.2 -inch o.c. nail 24=inch o:c. finishing nail with min. 3/164nch head spaced 44nch o.c_ ALC15001 FL12194-R3 Page 5 of 7 This evaluation report isprovided for State of Florida product approval, under Rule'61 G20-3. The manufacturer shall -notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.im ply warranty, installation, recommended use, or other product attributes that are not specifically addressed heroin. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24.4nch overhang with F -Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width' psf) Substrate F -Channel Batten Panel Attachment. Substrate" Panel Attachment Fascia Cap Attachment Attaehmerif One.(1) 18 ga.1/4-ihch Nominal 1x2 crown x 1 -inch leg No;2 SYP staples spaced Three (3) 18:ga.11.4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x Max inch crown x 1 inch ratterwith one each panel lap inch crown x 1 -inch 0.072 inch diameter 2417-4 16 -inch Wood' leg staples in min- 2.25 Wood leg staples spaced 8- finishing nail with min. 1) 80/-60 diamond;pattem inch x 7d"ring One (1) min. 1.75 -inch inch a.c. and securing 3116 -inch head. space spaced 1 5 -inch o:c shank x 0.072 -inch diameter- each panel lap 16 -inch o.c. 24 -inch o.c. o.C. finishing nail with min. 3116 -inch head,space l 4 -inch o.c: One (1) :18"ga.1/4-inch crownx f -inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12 -inch o.c. securing, One (1) 18 ga. 114- One. (1) min., 1.75 -inch x Max. inch x'11 ga; anchored to each panel lap inch crown x 1 -inch 0.072 -inch diameter 24F-5 16 -inch Wood smooth shank rafterWith one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 70 x 2.25- One (1) min. 1:75 -inch inch .o.c. and securing 3116 -inch head. spaced 16-inch.o.c. inch ring shank x 0:072 -inch diameter each panel lap 16 -inch o.c. nail 24, inch o.c. finishing nail with min. 3116 -Inch head spaced 4. -inch o.c. One (1) 18;ga.1/4-inch crown x l inch leg Nominal 1x2 staples spaced No:2 SYP 12 -inch o.c. securing One (1) 18 ga. 1/4- One (1) min 1.75 -inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1 -inch 0.072 -inch diameter 24F-6 16 inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing -nail with min. 80/-60 spaced 8 -inch o.c. 1) 7d x 2:25- One (1) min. 1.754nch inch o.c. and securing 3116 -inch head spaced inch ring shank x 0.072 -inch diameter each panel lap 16-inch.o.c. nail 24 -inch o.e. finishing naifwith min. 3/16 -inch head spaced; 44nch o.c. ALGI5001 FL1.2194-R3 Page 6 of 7 This: evaluation report is provided for State of Florida product approval under Rule 61.G20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout -the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other productattributes that are not specifically. addressed herein. SEE TECHNICAL, SERVICES,, LLC ALUMINUM COILS, INC Soffits Appendix A Approved, Systems, for 244nch overhang with J -Channel Wall Connection Center Connection Eave Connection System. Panel MDP No. Width psi) Batten J -Channel Batten Panel Attachment Substrate. Panel Attachment Fascia Cap Attachment Attachment Nominal 1 x2 No:2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2:25 -inch x 7d crown x 1=inch leg No:2 SYP Three (3) 18 string shank nail rai ht nailed throw h9g staples spaced One (1) min, 1.75 -inch anchored to ga.1/4-inch crown the rafter into the end 12 -inch o:c, securingeachpanellap: One (1) 18 ga- Y+ x 0.072 -inch diameter 24J-1 Max. rafter with one x 1 -inch leg of batten or two (2j Wood inch crown x 1 -inch finishing nail with min. 60 12 -inch 1) min. 2:25- staples in diamond min. 2.25 -inch x 7d One (1) min. 1.75 -inch leg staples spaced 3/16 -inch head, spacedp inch x 7d fin 9 pattern s aced 16PP ring shank nails.toe- x 0.072 -inch diameter 8 -inch o.c. 12 -inch o.c. shank nail inch o.c' nailed on either side of finishing nail with min.- 24inch.o.e: the batten ateach 3/16 -inch head spacedbatten/rafter 4 -inch o.cintersectin. Max. rafter spacing is 24 -inch o.c Nominal 1x2 No:2 SYP scabbed,between rafters with one j1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2:25 -inch x 7d ring shank nail crown,x 1 -inch leg No.2 SYP Three (3) 18 strai ht-nailed'throu ngg staples spaced One (1) 18 ga. '/a - One (.1) min. anchored to 9 a.1l4-inch crown the rafter into the end 12 -inch o.c. securing each panel lap: inch Crown x 1 -inch' diameterX0.0.72 -inch diameter 24J=2 Max. rafter with one x 1 -inch leg of the batten or two (2) Wood leg staples spaced finishing nail with min. 53.3 16 inch 1) min. 2.25- staples in diamond min. 2.25-inch;97d One min. 1.75 -inch 8 -inch o.a and 3/16 -inch bead spacedinchx7dringringpatternspaced' 16- shank nails toe- 72x'0.072=inch diarrieteF securing each Panel 16 -inch o.c. shank nail inch o.c: nailed, on either side of finishing nail,w(th min. lap 24 -inch O.C. the batten at'each 3%16 -inch head spaced bectlo after 4 -inch o.c. i_ntersectton: Max. rafter spacing is 24 -inch o:c, ALC 15001 FL12194-R3 Page 7 of .7 This evaluation. report is provided for State of Florida product' approval under Rule.61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report.is valid: This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ICREEK TECHNICAL. SERVICES, LLC ALUMINUM COILS, INC soffits AppendixB INSTALLATION Note -Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. Systern,.N9. I Installation Detail Min. ;:.0'. head di'a . nail WJ cv, mil"z c,x min. 0.097" dj--,,, T-naii — .srub n. -al wi b min. 5!,6" ungarjement(fnr c-,acret9 01 E.UL5trat=0 . PACC;3 as no.rud 5 bov e . ASCIA SLIP BOARD FASCIA TRIM 12F-1 & \— SOFFIT (OVERHANG WIDTH VARIES) 12F-3 I \_.F" CHANNEL Wcicd Concr.PtG or. blilick, ;wall STAPLE S.OFFI.T TO FASCIA BOARD #T50 I zi 3/8" X 3/8?' STAPLE T6" O: C. FASCIA LIP 1/41' firPAINTED S S. 1 3/4" TRIM NAIL MIN'. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 1-2 This evaluation report.is provided for Slate of Florida product approval under Rule 61G204. The manufacturer shall notify. CREEK Technical 'Services, LLC of any product changes or quality assurance changes throughout'the.duratioh for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributesthatare not specifically addressed herein. 0 CREED f. F' .. TECHNICAL. SERVICES, LLC' F 12F-2 No'. 3/4" X CROWN USING" A PATTERN F" CHANNEL CAN BE INSTALLEt7 WITH THE NAILING FLANGE UP OR DOWN T W00' SUBSTRATE 1-3/4' TRIM NAIL PAINTED S.S, 48° 4:C'. ALUMINUM COILS, INC Soffits Appendix B OPEN RnFT7z '` `, SOFFIT STAPLE DIAMOND PATTERN j DETAIL ve• rvssn.r STAPLES FACIA BOARD CAP 3/4"'X 1/4- CROWN STAPLE "8" ON CENTER SOFFIT—,aa;;.:: 32-1-nch span 1-3/4" TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4" X 1/4" CROWN 'STAPLE SOFFIT & FASCIA DETAIL ALG15001 FL12194-R3 Page 2 of 1-2 This evaluation report is provided for State of Florida product approval.under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is. valid This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation, Detail. OPEN RAFTER 3T, ` SO MT STAPLE otsr I' a JFACIA..BOARD DIAMQNQLl:,, PATTERN DETAIL BETWEEN. 1I STAa.ES, 3/4" X 1/4" CROWN STAPLE -24" ON :CENTER VSING A D"ONO'PATTERN FASCIA CAP 12J-1 LJ,—CHANNEL 3/4"'X 1/4" CROWN STAPLE "S" ON CENTER 1-3/4 TR(M .NAPE PAINTED S:S. FACIA BOARD 1 –3/4TRIM NAIL sera ed to.soP>t PAINTED S'SS. W FAS6fA CAP 2 r 3 ra" bee d dixre c screii, 3/4" X 1/4" CROWN STAPLE SOFFIT-rIax. 12 -inch 30.II SOFM L WOOD OR 'BLOCK SOFFIT & FASCIA sueSTRATE pEfAl L ALC 15001 FL17194-R3 3of12 This evaluation report is provided for State of Florida product -approval :under Rule 61 G20;3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product, attributes that are not specifically' addressed herein. nn CREEK wry 4! , TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No.. Installafion Detail I I J' TRIM NAIL /FASCIA BOARD PAINTED SS. I FASCIA CAP SOFFIT. I T`ii - CROWN STAPLE II OPEN RAFTER ,' i l I FASCIA BOARD. i; nA Ti6" T Ii 1.6F-1 SOFFIT 8 FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT S FASCIA C uETaL PFF(T: F".CNANNEL j MAX; :16^. . SPAN MASONRY SUBSTRATE I Al -t`15001 FI -12194R3 Page 4of 12 This evaluation report is provided for State of: Florida. product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes' throughout the duration for which this report it. Valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC No. 16F-3 3/S" head dia. nail w-ith min. 11/1' M s€ur.m'ail wit_"' Min. 5/'3" c,r block substrate! •spaced as r;c;ted above. FASCIA SLIP BOARD ASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL or Block Wall STAPLE SOFFIT TO FASCIA BOARD #T5,0 3/8" X 3/8" STAPLE 1 0. a FASCIA LIP 1/4"t7l PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 112' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This,.evaluation report is provided for State of Florid approval under Rule 6IG20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality a I ssurance 6h I ange s throughout I the duration= this report I is valid. This, I e I valuation report does I not express nor imply warranty, installation, recommended use, or other product attributes that.are not speciflically'addressed herein. REE TECHNICAL SERVICES, LLC System ,No. J Installation Detail. 16F-4 3/4` X 1/4' CROWN. STAPLES USING ;A -.DIAMOND PATTERN I F" CHANNEL CAN BE 1.-3/4' TRIM NAZI INSTALLED WITH THE PAINTED S.S. 48 NAILING FLANGE UP OR O.C. DOWN Vk000. SUBSTRATE. ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER , "r SOFFIT STAPLE DIAMOND PATTERN D ETAI L I LB+ KrdEEN/ srnvc[s FACIA, BOARD i FASCIA CAP 3/4' X 1/4 -:CROWN STAPLE -a' ON CENTER SOFFIT max. 2E-iiich 'span 1-3/4' TRIM NAIL PAINTED S:S. SOFFIT FACIA BOARD FASCIA CAP 3/4" X 1/4 -- CROWN 4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12. This evaluation report'is provided for State of Florida productapproval :under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor'implyWarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. liCREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System .No. Installation Detail, t:" TRIM NAILFASCIA BOARD PAINTED- S.S. FASCIA CAP, SOFFIT jII I 1-. ' CROWN STAPLE OPEN RAFTER FASCIA 80ARD 1"xT CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND PATTERN; REFER TO DETAIL_ 16F-2 & SOFFIT STAPLE 1617-6 DIAMOND PAT,T£FN FASCIA.CAP; REFER TO SOFFIT & FASCIA 3„ F^ CHANNEL DETAIL. g . I{f SOFFIT; MAX. 16" SPAN W000, SUBSTRATE. 1_ SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provid'ed for State of Florida product approval under Rule 61G20-3:. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout -the duration for.which this report is vali& This evaluation report does not express nor imply warranty,. installation, recommended use, or other product attributes.thatare not specifically addressed herein. CREED A TECHNIC—AL SERVICES, LLC No. I Ihstellation Detail. X 1/4" CROWN STAPLE '2e CENTER USING A DIAMOND PATTERN 116J-1 OPEN RAFTER 11=, /4' TRIM' NAII PAINTED S.S. 48' O.C: L_ SOFFIT -max. 16 -inch rpan W000 OR BLOCK SUBSTRATE ALC15001 ALUMINUM COILS, INC Soffits Appendix B i 1 SOFFIT STAPLE DIAMOND PATTERN It. ; DETAf1 FACL4 BOARD ` n . FASCIA CAP 3/4' x 1/4' CROWNJNAIL,CIA BOARD STAPLE `8' ON CENTER 1PFASCIA CAP X 1/4" WN STAPLE FL12194-R3 SOFFIT SOFFIT & FASCIA DETAIL Page 8 of 12 This evaluation report is provided for State of Florida product approval under Ryle 61G20-3: The manufacturer shall notify CREEK. Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report isvafid. This -evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B Systern.No. Installation Detail I TRIM. NAIL. I FASCIA-BOARO PAINTED S.S. r 1'r CROWN { USING A.OIAMONO' , i ---FASCIA CAP STAPLES' SOFEIt `, PATTERN; REFERS TOr .. 1"0' CROWN.. STAPLE 56171717 STAPLE DIAMOND PATTERW DETAIL. l ._... 1 TRIM NAIL FASCIA BOARD PAOTTEO'S.S. S ' SOFFIT & FASCIA DETAIL 2417-1 & I E l 24.17-4 I i' " ER ONN STAPLE FASCIA CAP, REFER SOFFIT''t FASCIA \ 0° rA1L B Nfters. nal ith o # 7 r 3/6BattenAnchoredtoSOFFIT; MAX. -25" F-[HANNEL ' Rafters. with one TO --- . I R qg Shank fi at every-:Ralfer W000 SUBSTRATE \ SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This, evaluation.report is provided for State of Florida product approval under Rule 61G20-3; The manufacturer shall notify CREEK Technical Services, LLC of any, product changes or quality assurance changes throughout the, duration for which this report is valid. This -evaluation report does not express nor imply warranty, installation, recommended use, or other product'attributes that are not specifically, addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No.. Installation Detail. 1 t' TRIM NAIL l FASCIA BOARD I PAINTED S.S. i 1 SMOOTH SHANK --.I . I,. j - 1--fASCIA CRP ROOF NATES SOFFIT 1"q- CROWN STAPLE V7 TRIM NAIL PAINTED BOARD PAINTEDSS.. SOFFIT & FASCIA 241-2 & I DETAIL 2417-5 1'?{` CRDWN. STAPLE ' FASCIA CAP;:REFER. TO' hums i FASCIA DETAIL Nominal. l}z2' SXP-. Bitter, Anchored to SDFFITi MAX. 26' F -CHANNEL. Ratiers with one 7d Ring-Sfiaok N it it every Rafter WOOD SUBSTRATE ALC15001 FL12194-R3Page 10 of 12 This evaluation report is provided:for State -of Florida product approval under.Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC: of any product changes or quality assurance changes throughout the duration for which this report is valid: This evaluation report does not express nor imply warranty, installation, recommended use; or other product attributes that are not specifically -addressed herein. UCREEK TECHNICAL,SERYLCES, LLC ALUMINUM COILS, INC Soffits Appendix B System No., Installation.Detail. t.J' TRO1 NAIL ' fASCIA. BOARD PAINTED SS: i 14OA {' T, NAILS. t I J FASCIA. CAP SOFFtT I CROWN STAPLE A " TR6'1 NAIL- PASClABOARD r PAINTED S.S. SOFFIT 8 FASCIA i DETAIL 24F-3 8 j I 24F'-6 r CROWN STAPLE FASCIA CAP: RIFER TO SOFFIT FASCIA DETAIL i" NCM4,31 I":X2'"SYP Batten An Ii to SOFFIT; MAX., 24' F -CHANNEL . Rafters viih ore Id Ring Shank= -Nail, at j f crery. Rafter MASONRY-- I. ALC15001 FL12194-R3 Page 11 of 12 This. evaluation report is provided for State,of Florida. product approval under Rule 61 G20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for,which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product atthbutes:that are not specifically addressed herein: CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation -Detail, i1 TRIM NAIL .FASCIA. BOARD PAINTED. S.S. 1's}' CROWN FASCIA CAP STAPLES U514G A DIAMOND SOFFIT. ATTERN;.REffR?0. TIIEVERE6 1'.r}' CROWN STAPLE SOFFIT STAPLE RA RAFTER DIAMOND PATTERN DETAG FASCIA BOARD J SOFFIT .& FASCIA TRIM NAIL DETAILPAINTED5.5. 24J-1 & J/ r I I 7"x}" CROWN STAPLE 1 24J-2 FASCIA CAP; REFER TO SOFFIT t FASCIA DETAIL Namrta rx2'SYP battens acaobeC beS:rxn n",eIS d SOFFIT; MAX. 21' CHANNEL secure., t T.h one (1} 7tl ring I shank nail Straight nailed MI througrt the rafter into the end WOOD. SUBSTRATE or the ttWenor o,(2) 7d Ong shank naffs tme nailed -an either side,af the.battem ai ttte batterviatter Inte80.11an I SOFFIT-5T,4Pl,E DIAMOND PATTERN ALC15001 FL12194-R3 12 of 12 This evaluation report is provided for State of Florida product approval under Rule; 61 G20-3. The manufacturer shall notify CREEK TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express. nor, implyywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. w i.. CREEK TECHNIG'AL'SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The followingtables provide design wind loads for components and cladding in,:accordance with Section 1609.1' of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds',for risk category 1, II, III;, and IV buildings shall be as defined in Section 1.609 of. the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FRC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60 -ft. 4_ All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic' factors: such as escarpments or hills .have been excluded from the analysis. 6. Wind directionality factor; Kd = 0.85 7. V„ it is shown in the tables below: Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60 -ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 1.0% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4%oof the least horizontal dimension or 3-4. ALC 15001 FL12194-R3 1 of 4 This evaluation report islprovided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services; LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express,nor imply warranty, installation, recommended use, or other product attributes thatare not specifically addressed herein. EEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC15001 FL:12194-R1 2 of 4 This evaluation report is provided for State of.Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are.not specifically addressed herein. Desigrn-Wind Pressures,for,9offitt,•in Exposure B' Building" Type :• - Zone Mean° Basic Wind S e;ed• Fn" hu Roof- Hei ht` ft : 120. 130, -• `140 - 150 160' 17Q 180 1.9:0'00 20 16.9 19:8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 1.6.9 19.8 22.9 26.3 30.0 318 37.9 42.2 46.8 30 46.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4' 40' 18.3 721.5- 24.9 28.6 32.5 36.7 41.2 45.9 50:8 50 19:5 22.9 26:5 30.5 34.7 39:1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 Loads) 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32,5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35:3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2. 32.8 37.6' 42.8 48.3 54.1 60:3 66.8 60 -25.3 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 70.1' 20 10;8 12:7 14.7 16.9 19.2 21.7 24.3 27:1 30.0 25' 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12°:7 14.7 16,9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 1 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7' Enclosed 60 13.1 15.4 17:8 20.5 23.3 26.3 29.5 32.9 36:4 Positive 20 10.8 12.7 14.7 16.9` 19.2 21.7 24.3 27.1 30.0 Loads) 25 1:0.8 12.7 14.7 1.0.9 19.2 21.7 24.3 27,1 30.0. 30 10,8 12:7 14.7 16.9' 19.2 21.7' 24.3 27.1 30.0 5 40 11.7 118 16.0 18.3 20.8 23:5 26.4 29.4 32.5 50 1 12.5 14.7 17.0 19:5 22.2 25.1 28,:1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32:9 36.4 ALC15001 FL:12194-R1 2 of 4 This evaluation report is provided for State of.Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are.not specifically addressed herein. 105- 4'CREEK, TECHNICAL SERVICES, LLC' ALUMINUM COILS, INC soffits Appendix C ALC 15001 FL12194-R3 3of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify.CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the durationfor which this report is valid. This evaluation report does not: express nor imply warranty, installation,, recommended use, or other product attributes that are not specifically addressed herein. Design Wind; Pressur6sj&,`Soffrt' Ig Ezposure'C.. ; Building Type ,.. Zone Mean '°;_ Basic 4VInd S eetl m `h , Roof . 1;20 130:` 140 150 160 =. :.170 t80 1.90Heihtft ` 200 20 21.7 25.4 29.5 33:8 38:5 43.5 48:7 54.3 60.2 25 22.6 26.6 30.8 35:4 402 45.4 50.9 56.7 62.8 30 23.6 27:7 32.1 36x9 41.9 47.3 53.1 59.1 65.5 4 4.0 25.0 29.4 34.1 39.1 1 -44:5 50:2 56.3 62.7 69.5 50 26.2 30.8 35:7 41.0 46.6 52.6 59.0 65.8 72;9 Enclosed 60 27,2 1 -31.9 37:0 42:5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41;8 4,7.5 53.7 60'.2 6:7.0 74.3 25 27.9 32 8 38:0 43.6 49.6 56:0 62.8 70.0 77:6 30 49.1 34,2 39:6 45:5 51.8 58.4 65:5 73.0 80.9 5 40 30:9 36:3 42.1 4.8:3 54;9 62.0 69':5 1 =77:5 85.8 50 32.4 38'0 44.1 50.6 57.6 65.0 72.9 81:2 89.9 60 316 39:4 45.7 52.5 59:7 6.7.4 75:5 84.2 93.2 20 13.9 16:3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 1'9.7 22.6 25.8 291 32.6 36.3 40.3 30 15:1 17.7 20.6. 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32,2 36.1 1 40.2 44.5. 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20:5 23.7 27.2 31..0' 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16:3 18,9 21.7 24.7 27.9 31.2 34,8 38.5 25 14.5 17.0 19.7 22.6' 25.8" 29.1 32,6 36.3 40.3 30 15.1 17.7 20.6 23.6. 26.9 30.3 34.0 37.9 42.0 5 40 16.0 48.8' 21.8 25.1 28.5 322 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29:9: 33.7` 37.8 42.1 46.7 60 1 17.4 20.5 23.7 27.2 3.1.0 35.0 39.2 43.7 48.4 ALC 15001 FL12194-R3 3of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify.CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the durationfor which this report is valid. This evaluation report does not: express nor imply warranty, installation,, recommended use, or other product attributes that are not specifically addressed herein. I- CREEK Ig TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix R ALC15001 FL12194-R3 4 of 4 This, evaluation report is providedfor-State of Florida product approval under Rule 61G20-3: The manufacturer shall notffy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Desi n`Wind;Pressureslfor Soffits in Ez osuce D Building Zon s BaslcVtilmd S eed m h 50. 160. "! 70 . - 1.80 190 - 4i 200 26.0` 30.5 35.4 40.6 46.2 52.2 58.5: 65.2 72.2 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 -27.9' -32.8 -38.0 -43.6 -4916 -56.0 -62,8 -70.0 77.5 4 40 29.4 1 -34:.5 40.0 45.9. 52.2 58.9: 66:1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3. 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1, 45:3 52.0 59:2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 1 -42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6' 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 1>'6.7 1945 22:7 26.0 29:6 33.4 37.5 41.7 46.3 25 173 20:3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44:8 49.7 4 40 18.8 1 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23'.0 261 30.6< 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23`.7 27.5 31.6 35.9 40:5 45.4 50.6 56.1 Positive 20 16.1 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 Loads). 25 17.3 203 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24:3 27.9 31.8 35:9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 29.4 33.4 37.8 423 1 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 1 54.4 60 20:2 23 7 27.5 31.6 35.9 40,5 45.4 50.6 1 56.1 ALC15001 FL12194-R3 4 of 4 This, evaluation report is providedfor-State of Florida product approval under Rule 61G20-3: The manufacturer shall notffy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F -Channel 3/8" J -Channel 3/S" — 3/4" — . 1 — 1/8 HEM 1 5/V' 3/4" f. i 3t8' I ISOMETRIC VIEW 3/9" PROFILE ISOMETRIC 'VIEW, 318" PROFLE: ALUMINUM COILS, INC Soffits Appendix.D ALC15001 FL121944-R3 Page 1 of 4 This evaluation report issprovided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality. assurance changes throughout the duration,for which this report, is valid. This evaluation report does not express norimply warranty,' installation, recommended use, or other productattributesthat'are not specifically -addressed herein. CHEEK TECHNICAL SERVICES, LLC: Fascia 1/8" HEM 3/4, 6"FASCIA i" BLANK ALC15001 FL12194-R3 ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D 2of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK TechnicalServices, LLC of any product changes or quality assurance changes' throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a s TECHNICAL SERVICES', LLC 16" Q4 Soffit ALUMINUM COILS, INC Soffits Appendix D 18" BLANK 3 / 8 PROFILE li L1 L u U i acoo I oo ca n oa c ofla mrjE t ctmg RArmgk (FIILi 'G'rl n LOLFV RS FORMED, N';SWEDIRECnON' AS' RIBS). ALC15001 FL12194-R3 Page.3 of 4 This evaluation report is provided for State.of Florida product approval under Rule 61G20-3- The manufacturer shall notify CREEK: Technical Services, LLC of any product changes or quality, assurance changes throughout the duration for which this report is valid. This evaluation report does not express .nor imply warranty, installation, recommended use, or. other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES,, LLC 12" T4 Soffit 5/16" 31/8.11 7/81, 1/2" 112" 25 X125 13.75" BLANK 3/8" PROFILE 3 1/2- 3/8 ALUMINUM COILS, INC Soffits Appendix D This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall noUfy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is Valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are notspecifically addressed herein. F11 0 aoao WILE OI NFR' 9EC11' P-0NASC1'11S1 R(95, END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall noUfy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is Valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are notspecifically addressed herein. Certificate of Authorization No. 29824 Vw1'!**R E E K17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LL -,C (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743. www:aluminumdoilsinc.com Manufacturing: Tampa, FL, Quality Assurance: PRI .Construction Materials Technologies (QUA91'10) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No Standard. Year Certified Testing Laboratories (TST1.577) CTLA 1847W AAMA 1402 1.986` Certified Testing Laboratories (TST1577) CTLA,2076W AAMA 1402 1986' PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1'402 1986 PRI Construction Materials Technologies (TST5678) ACIX-003-02.702 AAMA 1402 1986 LIMITATIONS 1. 'This report is: not for use in the HVHZ. 2: Design wind loads shall be determined in accordance.with.FBC Section 1710.9,4. 3. Soffits shall"be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail 5. Installations shall meet the minimum ventilation requirements of FBG section 1203;2. 6. Field fastener withdrawal may required' by the AHJ for confirmation, of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance: for the project requirements. 7. All products listed in this report shall be manufactured under a -quality assurance program in compliance, with Rule `61 G20-3. PRODUCT DESCRIPTIONS 318" F -Channel Preformed nominal 0.0167inch thick, 3105 H-14 aluminum F -channel. See Appendix.D for dimension drawings. 318" J=Channel Preformed 'nominai 0:01.6 -inch thick, 3`105 H-14 aluminum J -channel: See Appendix D, for dimension drawings. Fascia Preformed nominal 0:019 -inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page.1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC: of any product changes or quality assurance changes throughout, the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes, that are, not specifically addressed herein. ALUMINUM COILS, INCCREEKSoffitsMTECHNICALSERVICEs, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0:0135 -inch thick, 3105 H-14 aluminum soffit panels. provided in 1.6 - inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 int/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. IR- fU1L WE 1§L=BM-ff-ff 16' socio vnNEL 12" T4 Soffit Preformed nominal 0.0135 -inch thick; 3105 1-1-:14. aluminum soffit panels provided in 12 - inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.21 int/lin. t for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194=R3 Page 2 of 3 This evaluation report is provided for State of Florida.. product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is; valid. This evaluation report_ does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK a TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance With, the Florida Building Code 51" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer: tvttttt a PRY R. p 2015.08.27 No 74021 07.05.00 04'00'. STATE OF .:-441 7 s< p R t Q P ` Zachary R. Priest, P.E. ls O N A `, Florida Registration No.74021 r tlttt'ttt> Organization No. ANE9641' CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned„ operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Prtest, P.E. does not have, nor wilt acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest,; P.E. does not have, nor will acquire, afinancial interest in any other entity.involved in the approval process of the product. APPENDICES 1) APPENDIX. A — Approved Systems (7 pages) 2) APPENDIX B _ Installation Drawings (12 pages) 3) ;APPENDIX'C —Design Wind Loads(4 pages). 4) APPENDIX D— Dimension Drawings (4 pages) ALC15001 FL12194-R3, Page. 3.of 3 This evaluation report is provided for State of Florida, product approval under Rule 61G20'-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, ovother product attributes that are not specificatlyaddressed herein. CREEK TECHNICAL SERVICES. LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tablesbelow. 1. Maximum Design Pressures (MDP) were calculated using a 1,5:1 margin of safety per FBC. Section 1710.9.4, 2 Refer to LIMITATIONS: and sections ofthis evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report -for installation detail when the, information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given .is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (&G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design,requirements for the project., 6. Unless otherwise specified, the Masonry. substrate: shall conform to ASTM C 90, Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12 -inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 4 -inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c 16" Q4 Soffit —16=inch o.c: Fastener Location ALC15001 FL12194-R3 Fastener Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify. CREEK Technical Services, LLC of any product changes or quality' assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVIICES, LLC. d. 16" Q4 Soffit — 8 -inch o.c. Fastener Lncafinn 7 Fastener Fastener ALUMINUM COILS, INC Soffits Appendix A, Approved Systems for 12 -inch overhang With F -Channel Approved System Numbers: and :Definitions 12F-# Ap S terns for 12=i6ch Overhanroved' with F -Channel 12J4 Approved Systems for 12 -inch Overhang with J -Channel' 16F-# Approved Systems for 16 -inch Overhang:' with. F -Channel 16J-# Approved Systems for 16 -inch Overhang with J-Chanhel. 24F-# Approved Systems for 24 -inch Overhang with F -Channel 24J-#' Approved Systems for24=inch Overhan with J -Channel Appendix A, Approved Systems for 12 -inch overhang With F -Channel Wall Connection Eave Connection System Panel MDP No_ Width Psf) Substrate F -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment. Max: One '(1),min.318-inch head dia. nail, One (1) min. 3!8 x 3/8 -inch One (1) min. 1 3/4 -inch x 12F-1 16 -inch Wood min. 1:25 -:Heti erribedment.spaced Wood crown -staple spaced 16 -inch 0.0724ch dia: x min. 3/16- 40.0 24 -inch o.c.. o c inch head dia, trim nail spaced 36 -inch o.c. Max. Three (3) min. 314 -inch x 114 -Inch' One (1) min 314 -inch x 1/4 -inch One (1) min. 1 314 -inch long x 12F-2 16 -inch Wood crown staples in diamond pattern Wood crown staple spaced 8 -inch o.c 0.072 -inch dia. x min. 1/4 -inch' 48 spaced 24 :Heti o;c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max. Masonry One., (1) 14 ga. 5/8 -inch long T nail Wood One (1) min 314 -inch x 1/4 -inch One (1) min. 1 314 -inch long x 0.072-inch dia. x min. 1/4 -inch 48 16 -inch spaced 8 -inch o.6. crown staple.spaced 8 -inch a.c; head dia. trip nail spaced 48- 64.2 and securing each panel' lap inch o.c. ALC15001 FL12194-R3 2of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer.shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 124nch>overhang,:with J -Channel Wall Connection Eave Connection System Panel. MDP No. No. Width psf) Substrate Substrate F -Channel Panel Attachment substrate Panel Attachment Fascia Cap Attachment Attachment Attachment Attachment Max. One (1) 18-ga. 114 -inch crown x Three (3) min. 31.4- inchx 1/4 -inch crown One (1) min. #8x 1/2 -inch long x 3!8 -inch head diameter- 16F-1 One (1) min 314 -inch x One (1) min. 1 3/44nch long x 0.072 -inch dia. x min. 114 -inch 48 12J-1 16 -inch Wood staples in diamond screw spaced 96 -inch o.c. Wood, 1/4 -inch crown staple head' dia. trip nail spaced 48- 64.2 4 inch o.c. and securing each inch head spaced pattern spaced 24. connecting soffit Co J channel spaced 8 -inch o.c.. inch o.c. panel lap 12 -inch -oz.. inch c.c. One (1) 18 ga. 114 -Inch crown x One (1) min. 1:75 -inch x Approved' Systems for 16-in0,overhatig with F -Channel Wall Cdnnection Eave Connection System Panel. MDP No. Width(Psf) Substrate F -Channel Substrate Panel Attachment Fascia, Cap Attachment Attachment One (1) 18-ga. 114 -inch crown x One (1) min. 1:75 -inch x 16F-1 Max_ Masonry One (1)14;ga. 5/8 -inch long T nail Wood 1 -inch leg staples spaced max. 0.072 -inch diameter finishing nail with min. 3/16- t53.3 12 -inch spaced max: 8 -inch o.c, 4 inch o.c. and securing each inch head spaced panel lap 12 -inch -oz.. One (1) 18 ga. 114 -Inch crown x One (1) min. 1:75 -inch x Three (3) 18 ga:1/4-inch crown x 1- 1 -inch leg taples spaced max 0072 -inch diameter 16F-2 12 -inch odWood inch leg staples in diamond pattern Wood 44nch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch;o.c. panel lap inch head spaced 12=inch o.c. Max, One (1) 3/8-inchhead dia. nail, min. One (1.) min 318-inch.x 3/8 -inch One (1) min. 1 3/4 -inch long x 0.072 inch dia. x min: 16F-3 16 -inch Wood 1.25 -inch embedment spaced 24- Wood crown staple spaced 1.6 -inch 3/16 -inch head dia: trim nail 25.6 inch o.c. O.C. spaced 36 -inch o.c. Max. Three (3) min. 3/4 -inch x 1/4 -inch One (1) min 3144nch x 1/4 -inchOne One (1) min. 1 314 -inch long x 0:072 -inch dia. x min. 1/4- 27 16F 4 16 -inch Wood crown staples in diamond pattern crown staple spaced 8 -inch o.c. inch Head dia. trip nail 36.1 spaced 24=inch o.c. spaced 484nch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule;61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed' herein. CREAK TECHNICAL SERVICES, LLC' ALUMINUM COILS, INC Soffits Appendix A. Approved Systems fort -inch overhang with,F-Channel Wall Connection Eave Connection System Panel: MDP No. Width psf.) Substrate F -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min: 3/44nch x 1/4 -inch One (11) 18 ga..1/flinch crown One (1) min. 1_75 -inch x 16F-5 Max. Masonry One .(I) 14 ga. 518 -inch long T nail Wood 1 -inch leg staples spaced 4= 0.072-1 diameter finishing nait l with min: 3116 43.3 16 -inch spaced:,8-inch o.c. trach lo.c. and securing each,inch head spaced 31.4 paneClap 1'6 -inch o.c. Three (3) 1&ga.1/4-inch crown x 1- One -(1) 18 ga. 114 -inch crown x One (1) min. 1.75 -inch x 0:072 -inch diameter 1&F -E Max. Wood inch leg staples in diamond pattern Wood 1 -inch leg staples spaced 4- finishing nail with min. 3/16- 43.3 16 -inch spaced 16 -inch o e. inch o.c:. and securing each inch head spaced panel lap 16 -inch o.c. Approved Systems.for 16 -inch overhang with JI -Channel Wall; Connection Eave Connection System Panel MDP No: Widih . psf.); Substrate J=Channel Substrate Panel>Attachment Fascia Cap Attachment, Attachment Three (3) min: 3/44nch x 1/4 -inch One (1) min. 1 314 -inch 16J-1' Max. Wood crown staples in diamond pattern Wood' One (1) min 3/4 -inch x 114 -inch long x 0.072 -inch dia. x 23.& 16 -inch. spaced 24 -inch o.c. crown staple spaced 8 -inch o.c. min. 1/4 -inch head dia. trip 31.4 nail spaced 48 -inch o.c. ALCI5001 FL12194-R3 4of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify GREEK Technical Services, LLC of any product changes or qualityassurance changes throughout the duration for which this report:is valid. This evaluation report does not express norimply"Warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. EGREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A. Approved Systerrms.for 24 -inch overhang with' F -Channel Wall Connection Center'Connection. Eave Connection System Panel MDF No. Width pso Substrate F -Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1)J8 Nominal ix2 crown x't-inch leg No.2.SYP staples spaced Three (3) 18 ga.1/4- anchoredto securing12 -inch o.c. securin One (1) 18ga. 1l4- One ' 1) min. 1.75 -inch x 24F-1 Max, Wood inch crown x 1 -inch leg staples in rafter with one each panel lap Wood inch crown x 1 -inch 0.072=inch diameter finishing nail with .min, 801-90 12 -inch diamond pattern 1).min. 2,25 One (1), min. 1.75 -inch leg staples spaced 8 - 3116 -inch head spaced spaced 16 -inch o.c. inch x 7d ring x 0.072 -inch inch o.. o.c. 12 -inch o.c shank nail finishing nail with min. 24 -inch o.c. 3116 -inch head spaced 4 -inch o.c. One (1)18,ga.1l4-inch crown x'1 -inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12 -inch o.c. securing One (1) 18 ga: 114- One (1) min. 1..75 -inch x Max: inch x 11 a. g anchored. to each panel lap P inch crown x 1 -inch 0.072 -inch diameter 80/ 24F-2 12 Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6inch roofing nail spaced; 1) 7d x 2.25- One (1) min. 1.75 -inch inch o.c. 3116 -inch head spaced 16 -inch o.c. inch ring shank x 0.072 -inch :diameter 1.2 -inch o:c. nail 24 -inch o.c. finishing nail with min. 3/16 -inch head spaced 4 -inch o.c. One (1) 18 ga.114-inch crown x 1 -inch leg Nominal 1x2 staples;spaced No.2 SYP 12 -inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x Max. One 1 14. 8.518- O g anchored.to each panel lapp inch crown x 1 -inch 0.072 -inch diameter 801 24F-3 12 -inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 8 -inch o.c. 1) 7d x 2.25 One (1) min. 1.75 -inch inch o.c. 3116 -inch head spaced inch ring shank x 0.072 -inch diameter 12 -inch o.c. nail 24 -inch o.c. finishing nail with ming 3116 -inch head spaced 4 -inch o.c. ALC15001 FL 5of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressedherein; CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC. Soffits Appendix A. Approved Systeciis'for24-inch overhang with F -Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width. psf) Substrate F -Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)1'8 ga.1/4-inch Nominal 1x2 crown x 1 -inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch`o c. securing One (1) 18 ga. 1/4- One(1) min. 1.75 -inch x Max inch crown x 1 -inch rafter one. each panel.lap inch.crown x 1 -inch 0.072 -inch diameter 24F 4 16 -inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-60 patterndiamondp inch x 7d ring One (1) min. 1::75 -inch inch o.c. and securing 3/16 -inch head: spaced spaced; T6. -inch o.c. shank nail x D,072 -inch diameter each panel lap 46 -inch o.c. 24 -inch o:c> finishing nail with min. 3/1,6 -inch head spaced 4 -inch o.c. One (1)18 ga.1/4=inch crown x 1 -inch leg Nominal 1x2 staples spaced One(1) min. 1.5- No.2 SYP 12 -inch o.c. securing One (1) 18,ga. 1/4- One (1) min. 1.75 -inch x Max: inch x 11 ga: anchored to each panel lap inch crown x.1 -inch 0.072 -inch diameter 24F-5 16 -inch Wdoo smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 ' roofing nail spaced 1) 7d x 2.25- One (1) min. 1:75 -inch inch o.c. and securing 3/16 -inch head; spaced 16 -inch o.c. inch ring shank x0.072 -inch diameter each panel lap 16 -inch o.c. nail_244nch o.c.finishing nail with min. 3/16 -inch head spaced inch o.c. One (1)18 ga.114-inch crown x 1 -inch leg Nominal 1x2 staples spaced No2 SYP 12 -inch o.c. securing One (1) 18 ga. 1.14- One (Y) min_ 1.75 -inch x Max. One (1) 14 ga. 5/8- anchored'to each panel lap inch crown x 1 -inch 0.072 -inch diameter 24F-6 16 -inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 861-60 spaced 8 -inch o.c. 1) 7d, x 2:25- One (1) min. 1.75 -inch inch o.c. and securing 3/16 -inch headspaced inch. ring shank x.0.072 -inch diameter each panel lap 16 -inch o.c: nail 24 -inch o:c. finishing nail with min. 3111'6 -inch head spaced' 4 -inch o.c. ALCI5001 FL12194-R3 Page 6' of 7 This evaluation report.is provided for State of Florida product approval. under Rule,61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes'throughout the duration for which this report is valid. This evaluation report;does not- express nor imply warranty, installation, recommendeduse, or other product attributes that are not specifically addressed herein. CREEK TECH'NICAL.SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix: A Approved Systems for 24 -inch overhang with J -Channel, Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf). Batten J -Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment. Attachment Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal, l x2 min. 2.25 -inch x 7d ring shank nail crown x 1 -inch leg No:2 SYP Three, (3) 18 straight -nailed -through staples spacedPOne 1), min. 1.754nch anchored to ga:1/4-inch crown the:rafter'into the end 12-mcho:c. securingeachpanellap One 1 18 a.'/a- C) 9 x 0:072 -inch diameter 24J-1 Max. rafter with one x 1 -inch leg of the batten, or two (2) Wood inch crown x 1 -inch finishing nail with min. 60 12 -inch 1) min. 2.25- staples in diamond min 2.25 -Inch x 7d One (1) min. 1.75 -inch leg staples;spaced 3/16 -inch head spaced inch,x 7d ring . pattem spaced 116- ring shank nails ioeg x 0.072 rich diameter 8 -inch o.c. 12 -inch o.c. shank nail, inch o.c:. nailed on either side of finishing nail with mina 24 -inch. o.c. the batten at each battction. er 3116 -inch head spaced intersection. Max; 4 -inch o.c: rafter 'spacing is 24 -inch o.c, Nominal 1x2 No.2 SYP scabbed between ratters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 225 -inch x 7d, ring shank nail crown x 1 -inch leg. No.2 SYP Three {3} t8 straight-nailed;through. staples acedPP One 1 1 S a. %l- g One 1 min. 1,75 inch anchored to ga.1/4-inch crown the rafter into the end 12 a ch pa securing each panel lap inch crown X 1 -inch x 0.072 -inch diameter 24J_2 Max. rafter with one x 1.-inch.leg of the batten or two (2) Wood leg staples spaced finishing. nail with min. 53.3 16 -inch 1) min. 2:25- staples in diamond min. 225 -inch x ld One (i) min: 1.75 inch 8 -inch o' c. and 3/16 -inch head spaced inch 7d ring pattern spaced 16- ring shank nails toe9 z 0.072 -inch diameter securing each panel 16 -inch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. lap 24 -inch o.c. the batten at,each 3/16 -inch head spaced_ battenlrafter 4-inch-O.C. intersection. Max. rafter spacing is 24 -inch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration forwhich this report is valid'. This evaluation report does notexpress nor imply warranty, installation; recommended use, or other product attributes that are not specifically addressed herein. 111RM C RE E K I TECHNICAL.SEIRVICEs, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note -Referto the APPRovEDSYsTEms section ofthis report for additional installation details of a selected system and maximum design'pressures limitations. No; 12F-1 & 12F-3 Detail 1,un. 3/e, teacl dia.. nail wich mill. 1 " en22qamlint(,ox wood4 sxikzfrareor min. d' -a. T-,n;Nil ox. :st6t. naii Wi7h m4n. 51?" en9arjem.rt(1or crta eunCtra`_a up' FASCIA SLIP BOARD, ASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL II dCI -.:Lcrcte STAPLE SOFFIT TO FASCIA BOARD #T-50 11zill I 3/8" X 3/8" STAPLEt17 1;6" O. C. FASCIA LIP 1/4" P.AINTED .S.S, 1 3/4" TRIM NAIL MINe., 5. NAILS, PER 12' PIECE SOFFIT & FASCiA. DETAIL This, evaluation report is,provi,ded for State of F , lorida product quality assurance changes throughout the duration for which productroduct aftd,butes -that are not specifitilly addressed herein. FL12194-R3 1 of 12 oval "under Rule 61620-3. The manufacturer shall notify CREEK Technical Services; LLC of any product changes or report is valid. This evaluation report does not express nor imply warranty, installation,, recommended use, or other 1 CREEK1,0 TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLE OPEN RAFTER r' $ I DIAMOND PATTERN 3/4" X 1/4' DETAIL CROWN STAPLES 7/e- rVED41USINGADIAMONp \ -L srrPEs / PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4" X 1/4" CROWN FACLA BOARD S" 1-3/4" "T M NAIL STAPLE 'ON CENTER PAINTED S.S. 9-3/4- TRIM NAIL) F" CHANNEL CAN BE -PAINTED S.S. 48' FASCIA CAP INSTALLED WITH THE 6,C. NAILING FLANGE UP OR 3/4' X 1/4" DOWN CROWN STAPLE SOFFIT— ria`:. 32 1.^ch spar - WOOD 50FFfr SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 2of12 This evaluation report is provided for State of Florida product'approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation. report does not express nor:imply warranty, installation, recommended use,, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits: Appendix 8 System,.No. Installation Dbtail. OPEN RAFTER 31VBETWECH SOFFIT STAPLE olsT ti DIAMOND PATTERN DETAIL FACIA BOARD 3ie cErvccrrI STNILZS 3/a^ X T/4" CROWN STAPLE °24" ON CENTER USiNG A OWAOND 'PATTERN FASCIA CAP 12J-1 3/4" X 1/4" CROWN STAPLE 'H" ON CENTER 1- 3/LJ—CHANNEL FACIA BOARD 1-3J4' TRIM NAIL] JNAI PAIN; PAINTEDan (11 kd- X S.S.. -48" cinch FASCIA CAP 11a si E" kead O.Cdiameterscra:r, 3/4" X 1/4" o.c. CROWN STAPLE SOFFfT—max. 27-in;h .e;aan SOFFI WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALQ15001 FL12194R3 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services; LLC:of any product changes or quality. assurance changes throughout the. duration for which this report is valid. This evaluation report, doesnot, express:norimply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC" ALUMINUM COILS, INC Soffits Appendix B System.No. Installation Detail 1 {' TRIO NAIL / FASCIA BOARD PAwrEq 5S. I ff FASCIA. CAP I SOFFIT I -,J' CROWN STAPLE OPEN RAFTER i' L FASCIA BOARD 141$1 16F-1 SOFFIT & FASCIA 16F-5 DETAIL fASUA CAP: REFER TO SOFFIT 6"FASCIA I" DETAIL SOFFIT: F' CHANNEL I. _. MAX. M' MASOBRY ISUBSTRATE SPAN I ALC15001 FL12194-R3 4 of 12 This evaluation report is provided -for State,of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which -this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specificallyaddressed herein, CRE TECHNICAL SERVICES..LLG ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail' M in, :?Tfr -_a, ii ne j t :1. iI nti*:. s C,agementr' or wool __.v t tr,) d,r m n. -.057" dia. T -nail or .sou-- .:.a4.1 u:t-h mon 5/2"' engi:js ent- _.- c,ncre17:a or e -lock zubst,x e) . 'spaced as rc:r_ed above- FASCIA SLIP BOARD. FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL. I 1 Ml STAPLE SOFFIT TO FASCIA BOARD #T5"0 3/8" X 3/8" STAPLE 16" Q.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN: 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL. ALC15001 FL12194-R3" Page 5 of 12 This evaluation reportis provided for State of Florida product approval under Rule 61 G20=3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout.the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r sem' CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail, BETWEEN `, SOFFIT STAPLE OPEN RAFTER DIAMOND PATTERN 3/a• x ,/:4' ! O ETAI L CROWN STAPLES ti, I are asrveri+ USING A. DIAMOND —-I srvLes PATTERN. FACIA BOARD FA CIA CAP 16F-4 3/4' x 1/4' CROWNJ. TRIMN"ALFACIA BOARD 8' 1_ 1-3/4' 57APt E ON CENTER TRIM NAIL) P' F CHANNEL CAN 8E. PAINTEDS.S. 48INSTALLEDCAPNAILINGWITHTHE0_C. FASCIA FLANGE UP OR 3/4' x T./4" DOWN CROWN STAPLE SOFflT- WOODSFI SUBSTRATE SOFFIT & FASCIA 11 DrTAIL ALC15001' FL12194-R3 6of12 This_ evaluation report is. provided for State of Florida. product approval under Rule 61.G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. NCREEK TECHNICAL SERVICES, LLC. ALUMINUM COILS, INC Soffits Appendix.B System No, Installation Detail p I I ?` TRIM NAIL - 14 FASCIA BOARD. PAINTED S -,S. f ' - FASCIA CAP SOFFIT.1- 1-'- CROWN STAPLE OPEN. RAFTERI - i r. I FASCIA BOARD Nx=' CROWN STAPLES. i SOFFIT .8 . FASCIA USING A DIAMOND tt{ 16F-2'& PATTERN; REFER TO, DETAIL SOFFIT STAPLE ffff 16F-6DIAMOND PATTENN DETAIL... ._.............. FASCIA CAR; RESER / \ TO SOFFIT -b FASCIA g„ DETAIL. "g F" CHANNEL SOFFIT; MAX.. X16" I _- SPA` WOOD / SUBSTRATE \ SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of, 12 This evaluation report is provided for State of Florida. product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services; LLC of any product changes or quality' assurance changes throughout the duration for which this reportis validc This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically -addressed herein. CREEK TECH Ni"CAL SERVICES, LLC System No. Installation Detail OPEN RAFTER X 1/4." CROWN STAPLE '24' CENTER USING A DIMiOND PATTERN FACIA BOARD CAP ALUMINUM COILS, INC Soffits Appendix B I 31 sST/Was SOFFIT STAPLE DIAMOND PATTERN D ETAI L srarcUcs. 16J-1 3/4" X 1J4" CROWNt—C81NNEL1-3" STAPLE13 ON AIERtN/ 4' TRIM NAlL PANTED SSt 48" SOFFIT -max'- 16 -inch span WOOD OR BLOCK SUBSTRATE 1• P, SOFFIT IA BOARD ASCIA CAP X 1/4- N STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL121.94-R3 Page 8 of 12 This evaluation report is provided for State.of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration'forwhich this report is valid. This evaluation report does not express no f imply warranty, installation; recommended use, or other product attributes that are not specifically addressed herein. ur CREEK TECHtg1GAL SEFMjCES, LLC ALUMINUM COILS, INC Soffits Appendix B System,No.. Installation Detail. i T. i•"TRW NAILIFASEIA BOARD. PAINTED SIS. ! i 1"icT," CROWN I f II FASCIA CAP STAPLES ' SOFFIT. - I• USING;P;OtA t10NO X1,1PATTERN; REFER TD 1-4- CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN I.. DETAIL s I. 1 TRIM NAIL FASCIA BOARD PAINTED SS. SOFFIT & FASCIA DETAIL 24F-1 8 24.F-4 CROWN STAPLE FASCIA TAP; REFER i i.. TO SOFFIT 11 FASCIA DETAIL F -CHANNEL ' U0 "I !'x2- SYP Batten Anchored to Rafters vAf opt ad SOFFIT, MAX. 24' B 3 8 I. Rlag aYNaiaf WOOD SUBSTRATE every teCl vTy R SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61.1320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommendeduse, .or other product attributes that.are not specifically addressed herein. R. Ig TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix System No. Installation Detail TRIM, NAI[ FASCIA BOARD BAurtEil 3,5. 14- SMOOTH SMANK. - II FASCIA CAP ROOF NAILS- j SOFFIT 1 j V"J— CROWN STAPLE 1}'TRIM NAIL; FASCIABOARD PANTED S.5: SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 i' 17r}" CROWN-STAPIE FASCIA CAP.; REFER TO SOFFITS FASCIA i A DETA& Nominal 1'x2' SYP Ratien Anchored to SOFFIT: MAX. 24' F=CHAN40. Ratle¢ with one )d Ring Shack Nail at weer Ratter WOOD SUBSTRATE h: FL12194-R3 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report'is valid. This evaluation report does.. not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r CREEK d sr• r tECFINICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B. System No:, Installation Detail l 1 J. TRIH NAIL / i! FASCIA-DDARB PAINTED S.S. I+:GA-{' T -NAILS I t . — - FASCIA CAP SOFFIT f 1'4- CROWN STAPLE I I I }" TRIMNAIL PAINTED S.S: FASCIA BOARD. SOFFIT & FASCIA 24F-3.8 y I DETAIL 24F;6 i I"Q" CROWN STAPLE FASCIA CAP;'REFS TO SOFFITrS FASCIA DETAIL Nomina44'.zY -SYP F=CNANNFL Batten Anchored -to. Rafters with one 7d SOFFIT;'HAX, 24" I- Ring Shank NaR.at every Ra/ter' HASO4R,Y— . l ALC15001 FL12194R3 Page 11 of 12 This evaluation report is provided' for State of Florida product' approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout'the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not.specifically addressed herein. 1 CREEK TECHNICAL SERVICES, .LLC ALUMINUM COILS, INC Soffits Appendix B System No: Installation Detail, t. 1 }' TRIM- NAIL t - FASCIA. BOARD PAINTED S.S. 1.,1' CROWN: FASCIA CAP STAPLES USING A DIAMOND SOFFIT PATTERN: REFER'TOtANTIIEYEREG CROWN STAPLE SOFFIT STAPLE RAFTER DiAMORD PATTERN DETAIL JI FASCIA BOARD SOFFIT & FASCIA 1? TRIM NAIL PAINTED S,S._ DETAIL 24J-1 & Px{ CROWN STAPLE 24J -2I` FASCIA- CAP; REFER To SOFFIT ;t. FAS CIA DETAIL Nominal t- x 2':SYP battens 8. scaobed be--n-,and SOM7:41AX. 2A- j/g 1 -CHANNEL seave vAth one (1) 70.hng sllank+.all. slrai^yht-nailed Through ratter Ing the end WOOD SUBSTRATE bat -en ring va len it iwo(2)Ib tlnp shan6 nails LcmnatleC on cirhw side of the bahem at the1ibattervratterintersection i SOFFIT STAPLE DIAMOND PATTERN ALC.15001 FI12194-R3 Page 12'of12 This evaluation report is provided for State -of Florida'product approval under Rule 61G20-3. The manufacturer shall notify, CREEKTechnical Services, LLC of any product changes or quality assurarncechangesthroughoutthe :duration for this.: report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INCCREEKUSoffits TECHNICAL SERVICES. LLC Appendix C DESIGN WIND LOADS The following tables provide design wind loads for components and cladding in, accordance with Section 1609.1 of the. FBC and ASCE 7-10 under the following provisions: Wind speeds for risk category I, 11, III; and IV buildings+shall be as defined in Section 1609 of the FBC. Exposure, C, and D shall be as defined in section 1609 of the FBC.. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to -60 -ft: All calculations are based on an effective wind area of 104e or less. Topographic factors such as escarpments or hills have been excluded from the analysis. Wind directionality factor, Kd = 0:$5 V.it is shown -in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. Projects with mean roof heights greater than 60-ft.shall be'evaluated by a licensed design professional. Zones 4'and 5 shall be defined as shown.below. Dimension "a" shall be 1,0%of the least horizontal dimension or (0.4 x MearrRoof Height), whichever is smaller, but not less than either 4%uof the least horizontal dimension or 3 -ft. ALC15001 FL12194-113 Page 1 of 4 This :evaluation report is provided for State of Florida product approval under Rule 61G20-3. The=manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this: report is valid. This evaluation report does• not express nor imply warranty, installation, recommended use, or other product attrlbutes that are not specifically addressed herein: CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC15001 FL12194-R3 Page 2 of.4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other product attributes that are not specifically addressed herein. Design.VinclPressures''for SoffitsJn Exposure B Building Type Zo ne Mean :- B"asic Wmd.S e_ed mph). Roof 120 130 140 150 160 170 18'0;° 190, Hei ht,ft 200 20 16.9 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46,8 30 -16.9 -19.8 -22.9 -26.3 -30.0 -33.8 -37.9 -42.2 46.8 4 40 1.8:3 2.1.5 24.9 28.6 32.5 1 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5. 34.7 39.1 43.9 48.9 54..1 Enclosed 60 20.5 24.0 27.8 32.0` 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57..8 25 -20.8 -24.4 -.28.3 -32.5 -37.0 -41.7 -4.6.8 -52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 60 -25.3 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21,7 24.3 27.1. 30.0 25 10.8 12.7 14.7 1`6.9 19..2 21.7 24.3 27.1 30.0 30 10`.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 1'0.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10:8 12.7 14.7 16.9 1 19.2 21.7 24.3 27.1 30.0 5 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27:1 30.0 40 11.7' 118 1.6.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34:7 60 13.1 15.4 17:8 20.5 23:3 26.3 29.5 32.9 36.4 ALC15001 FL12194-R3 Page 2 of.4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other product attributes that are not specifically addressed herein. EE T,ECHNICAL, SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C ALC15001 FL12194=R3 Page 3 of 4 This evaluation report' is provided' for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes.or quality assurance changes throughout the duration for which this report is valid.. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. D e sign" Wind.Prensures'for Soffits in:Eziosure:`G Bui,ltlmg TYPe Zone Meanasic Mind S eed m h= HeR hif ft ;.. 12001' 170 180 190 200 20 21.7 25.4 29.5 33.8 38.5 43:5 48.7 54.3' 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23,6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.54 40 25.0 29.4 34.1 39.1 44.5 50:2 56.3 62.7 69.5 50 26.2 30:8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9' 37.0 42:5 48,:3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8` 58.4 65.5 73.0 80:9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 1 -69.5 77:5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33;6 39.4: 45.7 52.5 59.7 767.4 75.5 84.2 93.2 20 13.9 1 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 11:0 191 22.6 1 25,8 29.1 32.6 36.3 40.3 30 15.1 1.7:7 20.6 23':6 26.0 30.3 34.0 37.9 42,0 4 40 16.0 18x8 21.8 25.1 28.5 32.2 36.1 40.2 44:5 50 16.8 19.7 22 9 26.3 29.9 3.7 37:8 42.1 46.7 Enclosed 60 17. 4, 20.5 23.7 27:2 31.0 35.0 39.2 43:7 48)4Positive Loads) 20 13.9 16;318.9 21.7 24.7 27.9 31.2 34.8 38:5 25 14.5 17.0 1917 22.6 25.:8 29.1 32.6 1 36.3 40.3 5 30 1,5.1 17.7 20.6 23.6 2fi:9 30.3 34.0 37.9 42:0 40 16.0 18.8 .21.8 25.1 .28.5 32.2 36.1 402 44.5 50 1.6:8 19.7 22.9 26.3 29,9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194=R3 Page 3 of 4 This evaluation report' is provided' for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes.or quality assurance changes throughout the duration for which this report is valid.. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. cim MEEK TECHNICAL SERVICES, 'LLC ALUMINUM COILS, INC Soffits Appendix C ALC15001 FL12194-R3 4of4 This evaluation report is provided for State of Florida" product approval under Rule 61'G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality, assurance changes throughout the duration for which thisreport is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Design Wind PressuresforSoffits""ih;Exposure D Bujldmg :'. TYRe" Zone Mean Basic Wind Speed mph): Roof Heiht,ft 1',20 -' 130 .140. 150 ' 160 . 170 1180 190 200 20 2610 30.5 35.4 40.6 46:2 52.2 58.5 65.2 72.2 25. 27.0 31:6 36-7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43:6 4916 56.0 62.8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30;6 35:9 41.64718 54.3 61;3 68.8 76:6 84:9 Enclosed 60 31:5 31.0- 32: 142. 9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads 20 32:1 37.7 43.7 50.1 57,0 64.4 72.2 80.4 89A 5 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 -34.5 -40.4 -46:9 -53.8 -61.3 -69.2 =77.5 -86.4 95.7 40 -.36.2 -42.5 -49.3 -56.6 -64.4 -72.7 -81.5 -90.9 A 00.7 50 37:7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23-5 27.0 30.7 34.7 38.9 43.3 48.0 4 30 17.9 21.0 24.3 27.9 31.8 35:9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47..2 52.2 50 19.6 23.0 26.7 30.6 34:8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 4.0.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33A 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38:9 43.3 1 48.0 30 17.9 21.0 24.3 27.9 31,8 35.9 40.2 44.8 49.75 40 18.8 22.1 25.6 29.4 33.4 37:8 42'.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39-.3 44.1 49:1 54.4 60 20.2 23.7 27.5 1 31.6 35.9 1 40.5 45A 50.6 56.1 ALC15001 FL12194-R3 4of4 This evaluation report is provided for State of Florida" product approval under Rule 61'G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality, assurance changes throughout the duration for which thisreport is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. OCREEK TECHNICAL SERVICES, LLC 318 F -Channel 368" 3/8" J -Channel 1/8" MEM 1 5/6" 3/ 14" 1. 1. 3/6" ALC1,5001 FL1.2194-R3 ISOMETRIC VIEW 318" PROFILE ISOMETRIC VIEW 3/B" PROFU ALUMINUM COILS, INC Soffits Appendix D 1 of 4 This, evaluation report is'provided for,State,of;Florida product approval under Rule 61G20-3. The manufacturer shall notify, CREEK Technical Services; LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product:attributes that are not specifically addressed herein. Fascia CREEK TECHN1CAL'SERVICES, L,LG 3/4"' f 1%4" fi"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any productchanges or quality, assurance changes throughout. the "duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, ,recommended use, or other product- attributes thatare not -specifically add ressed: herein. Y J CREEK a TECHNICAL SERVICES, LLC 16" Q4 Soffit ALUMINUM COILS, INC Soffits Appendix D 25 1'8` BLANK 3 / 8 PROFILE I aoo i ooaca 0U0fl WIN I QQYER.-PA=H (Flit1-S,^..0 Fl LOUVERS, FORMED iN 'SW.E: DIRECP ON'•AS, MPS, ALC15001' FL12194-R3, Page 3 of 4 This evaluation report is,provided for State of Florida product approval under Rule. 61 G20=3: The manufacturer shall notify. CREEK Technical Services, LLC of any product changes or quality assurance changes throughout -the duration.for which this report is valid. This evaluation report does not express nor.imply warranty;; installation, recommended uses. or other product attributes that arenot.specifically addressed herein. CREEK s TECHN[CAL SERVICES, LLC 12" T4 Soffit 3 7./8" I 3 1/8" 1 7 1/8'' ALUMINUM COILS, INC Soffits Appendix D 5/;6 V21 % 1/2" 1/2" 1/2" 1/2" 3/4" 1/8" 1/8" 3/8" 13.7:5 BLANK 3/8" PROFILE 2 ITP. I u 1 F oa a WIDE tOLWR PArrFRN M211 C .an LO-WERS FOA^M04N SAME DRECTION AS RISS) END OF REPORT ALCI5001 FL12194-113 Page 4 of 4 This evaluation reportis provided for State of Florida product;approval under Rule 61620-3. The ..manufacturer notify CREEK Technical Services, LLC of any product changes or quality assurance, changes throughout the duration for which this report is:valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product, attributes that are not specifically addressed herein. 4/28/2017 Florida Building Code Online BCIS Home I Log In User Registration Hat Topics ( Submit Surcharge I Stats. & Facts i Publications FBC Staff SCIS Site Map j Links Search A Product Approval i.:. I, USER: Public User Product Approval Menu > Productgr ALQliration Search > Anoliration hist > Application Detail FL # FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Ronald I. Ogawa Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Quality Assurance Contract Expiration Date Ste. 250 Validated By Mission Viejo, CA 92691 909) 349-2927' pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE -24121 Quality Assurance Entity Intertek Testing Services NA; Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P,E, Validation Checklist - Hardcopy Received Certificate of Independence FL13192 R4 COI RIO - Certificate of Indeoendence PDF Referenced Standard and Year (of Standard) Standard Year s7 ASTM C1186 2007gMtrASTME3302002 + rr{A4 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect 4 ' FL13192 R4 Equiv ASTM C1186 Equivalency Sicined.odf https://www.floridabuilding.org pr/pr_app_dtl.aspx?param=wGEVXQwtDgtsk°/p2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%pad%3d 113 4/28/2017 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option D Date Submitted 08/17/2015 Date Validated 08/26/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Summary of Products FL # ; Model, Number or Name: 1 Description " 13192.1 I Cemplank Lap Siding i fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 II ER RIO -2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes i FL13192 R4 II ER RIO -2557-15 Plank Shingle CMU.odf t Impact Resistant: N/A l FL13192 R4 11 ER RIO -2577-15 Plank to WSP Sheathing.odf Design Pressure: N/A FL13192 R4 II Install CemPlank Siding.odf Other: For use in HVHZ install in accordance with NOA 15- 1 FL13192 R4 II NOA 15-0122.04.pdf 1 0122.04. Verified By: Ronald 1. Ogawa 24121 1 Created by Independent Third Party: No Evaluation Reports I FL13192 R4 AE ER RIO -2553-15 Plank metal wood odf FL13192 R4 AE ER RIO -2557-15 Plank Shingle CMU.Pdf j FL13192 R4 AE ER RIO -2577-15 Plank to WSP Sheathing.odf j FL13192 R4 AE NOA 15-0122.04.pdf I Created by Independent Third Party: Yes 131912. 12 HardlePlank Lap Siding fiber cement lap siding — Limits of Use, Installation Instructions L Approved for use in HVHZ: Yes - "' " . I j FL13192 R4 I] :ER RIO -2553-15 Plank metal wood odf Approved for use: outside HVHZ: Yes i FL13192 R41'11 ER RIO -2557-.15 Plank Shingle CMU.odf, Impact"Resistant: N/A 4 TL1319"2 R4 11"ER RIO -2577-15 Plank to WSP Sheathinq.odfE Design Pressure: N/A Other: For use in HVHZ install in accordance with NOA 15- FL13192 R4 IIInstall HardiePlank Siding. pd . f J L13192 R4 II NOA 15-0122.04.pdf10122.04. I Verlfled'By:- Intertek Testing Services NA Ltd. Created by Independent Third Party: No i Evaluation Re ortsP j I FL13192 R4 AE ER RIO -2553-15 Plank metal wood.ydf FL13192 R4'AE: ER RIO -2557-15 Plank Shingle CMU.pdf - 1 FL13192 R4 AE ER RIO -2577-15 Plank to'WSP Sheathing pdf FL13192 R4 AE NOA 1570122,04pdf l Created by Independent Third Party Yes'. I i — 1 13.192.3 HardieShingle Individual Shingles fiber -cement individual cladding shingles Limits of Use I Installation Instructions Approved for use in HVHZ: No FL13192 R4 II ER RIO -2555-15 Shingle metal wood.pdf Approved for use outside HVHZ: Yes i FL13192 R4 II Install HardieShingle Siding.0 j Impact Resistant: N/A Verified By: Intertek Testing Services NA Ltd, I. Design Pressure: N/A Created by Independent Third Party: No Other: Evaluation Reports FL13192 R4 AE ER RI0-2555-15 Shingle metal wood,odf I Created by Independent Third Party: Yes 1;3192.4 1 Hardie5hingie Panel 1 fiber -cement notched shingle panels (straight edge, I staggered edge half round edge) 1 Limits of Use Installation Instructions 1 Approved for use in HVHZ: No FL13192 R4 II ER RIO -2555-15 Shingle metal wood pdf Approved.foruse outside HVHZ:_ Yes FL13192-R4"'I1'ER RIO -2557=15 Plank Shingle CMU.pdf. Impact Resistant: N/A FL13192 R4 II Install`HardieShingle Siding:odf IDesign Pressure: N/A Verified By: Intertek Testing Services NA Ltd. Other: _ Created by Independent Third Perty: No Evaluation Reports FL13192 R4 AE ER RIO -2555-15 Shingle metal wood.pdf FL13 92 R4 AE ER RIO=2557=15 Plank Shingle CMU.:Pd Created by Independent Third Party Yes " L_ -- -- - -- -- -1 - -- - - -- -- - ------ - -- - --- 1 r -- - --- - -- - - - - - - --------_- 1ii131925PrevailLapSiding fiber -cement lap siding I Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 II ER RIO -2553-15 Plank metal wood.pdf httpsJ/www.floridabuilding.org/pr/pr—app dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxrnaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 213 4/2872017 Approved for use outside HVHZ Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ install in 0122.04. Florida Building Code Online Yes accordance with NOA 15- FL13192 R4 II ER RIO -2557-15 Plank Shingle CMU,pd FL131.92 R4 II ER RIO -2577.15 Plank to WSP Sheathing odf FL13192 R4 11 Install Prevail Lao Sidina.odf FL13192 R4 II NOA15-0122.04.odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL1.3192 R4 AE ER RIO -2853-15 Plank metal wood odf FL13192 R4 AE ER RIO -2557-15 Plank Shingle CMU.odf FL13192 R4 AE ER RIO -2577-15 Plank to WSP Sheathina.odf FL13197 R4 AE NOA 15-0122.04.01' Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-407-.1824 The State of Florida is an AA/EEO employer. Coovdeht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email 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, please contact 850.487.6395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide: the Department with an email address if they have one. The emails provided may be used for official communication withthe licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide. the Department with an email address which can be made available to the public. To determine If youare a licensee under Chapter 455, F.S.; pleasedick here . Product Approval Accepts: 91 WN Ed a Credit Card Safe hftps://www.floridabuiIding.org/pr/pr_app dtl.aspx?parani=wGEVXQwtDgtsk/o2bGnUu47ogxmaHRnH1ID4CXwhKRgKDf7RrxWwZsbgA%o3d%3d 313 Florida Product Approvail HardiePl:ankO Lap Siding For use inside HVHZ; o HardiePlank Lap Siding fastener types; fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122:04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements.. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedules and installation shall be in accordance with Engineering Evaluation Reports RIO -2553-15 or RIO -2557-15. Consult the HardiePlank product installation instructions on, the follow pages for all other installation requirements. ar lePl n , ®. L Siding leakLapg esSd ar. EFFECTIVE SEPTEMBER 2013 d INSTALLATION REQUIREMENTS - PRIMED & COLORPLUSq' PRODUCTSfor the most rawnt voision. SELECT CEDARMILL" • SMOOTH • CUSTOM COLONIAL" SMOOTH • CUSTOM COLONIAL" ROUGHSAWN CUSTOM BEADED CEDARMILL' • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES -AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEADTO PERSONAL INJURY,AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES,AND VOiDTHE PRODUCT ONLY WARRANTY BEFORE INSTALLAI ION, CONFIRM THATYOU ARE USING THE CORRECTHARDIEZONE'' PRODUCT INSTRUCTIONS. INSTALLATION OF HZ10'D PRODUCTS OUTSIDE AN HZIIO> LOCATION•WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE"' APPLIES TO YOUR LOCATION, ViSIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: I 0 CUTTING INSTRUCTIONS OUTDOORS INDOORSStorefiatandkeepdryandcoveredprior to installation. Installing siding wet or 1. Pavttiai cutting station so thatwindwill blow dust awayfrom user 1. Cut only using spore and sitar, or shears (manual, electric or pneumatic). saturated may result in shrinkage at but[ and others in waking area 2. Position cutting station in yell-verriiated area joints. Carry planks on edge. Protect 2. Use one of the tdlorrieg methods a gest: i. Score and s,brp B. Caulking* ,Caulking is not recommended rw surva 3,a fromGarner edges and corners from breakage.. James If. Shears (manual, ek 1fc or prieur atic) NEV€R use a power saw tntbors Hardic-is not responsible for damage b. Better: 1. Dust reducing circular saw equipped with a NEYER use a circularsaw blade thit does not carry lho Kardieeiade saw blade trademark caused by improper storage and handling HaldieBlade'sawblade and HEPA vacuum extraction NEER dnj sweep— Use wet suppression or HEPA vacuum of the product c. Good: 1, Dust reducing dreular saw Y&a Ha11 ddir e saw Mede only Lw. for low N nodeia'r, rnlling) importalrt Nda For maxinxrnl protection Qo+rest respirable dust prtxkK:don),.hr;res Ftunlia recommends alvrays:!stIng 'B2.sC-Ir;tiel x:ttilg methods w4;em feasible: NIOSI L-appro vett respirators can be used in co ijunctbn with above cutting practices to further reduce dust exposures. Additional exposure Information is available t a y u at wnwv.pimeshardie.coin to help you determine the alas appropriate cirthrg method for yourjob requirements, if concern still exists about ex posure letels or Au r do not cu iply with file above practices, you should always consult a ql.& wd industrial hygienfst or con fact James Hardie for further inforniadion: GENERAL REQUIREMENTS: HardiePlank' lap siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7/16" thick OSB sheathing. See general fastening, regUirements. Irregularities in framing and sheathing.canmirror through the finished application Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. jamehardie.com A avater-resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing. in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie floes manufacture HardieWraps Weather Barrier, a non -woven non -perforated housewrap', which complies with building code requirements. When installing James Hardie. products all clearance details in figs. 3-14 must be followed. Adjacent finished grade.must slope away from the building in accordance with local building codes - typically a minimum of 6 in the first 10'• Figure 1 Double Wall Single Wali Do not use HardiePlank lap siding in fascia or trim applications. construction construction Do not install James Hardie products, such that they may remain in contact with standing water. water-resiswe barrier let.. In braoinq HardiePlank lap siding,may be installed on flat vertical wall applications only, plywood or 24° o.c.maz. For larger projects, including commercial and multi -family projects, where the span of the oSnsiaadrfn° l wail is significant in length, the designer and/or architect should take ihto consideration the coefficient of thermal expansion and ITT oisture movement of'the product In their design These values can be found in the Technical Bulletin "Expansion Characteristics of James Hardie' Siding Products" at t•vwvv JamesHardie,com. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie -' Products. Ffl A , INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options Figure 2 Ned line Of nail Gee is not are required by code (as referenced 2009 iRC stud present place R703.3.2) r ;t' r: fastener A. Joint Flashing (James Hardie recomniende r behtieen 3/4„ i ° Tom top B. Caulking* ,Caulking is not recommended rw surva 3,a fromGarner of punk) for ColorPlus for aesthetic: reasons as the t , erP (a pa d Caulking anti ColorPlus will weather Azul swater mer ticdifferently. For the same reason, tfasn!ng ";Y,,,• ` / barrier do riot caulk nail heads onr I, HardfeZone' faslalerColorPlulsproducts.) Ha uSePlank"s ding X0 ., 5„"\c'. C. 'H” jointer cover-7Install a 1 1/4'' starter strip to Install planks In ensure a carsislentp!ankangle moderate cantactat but joints leave approrxittegap between planks and trim, then caulk...• Nofei Field pal rid ng over cautkirlg may produce a sheen.ttfference wheit compared to the field painted PrimeNus; `Refer to Caulking section in these instructions. Por additional information on HardieWrap Weather Barrier, (:onsuit James Hardie at t-8664Nardie.x ~i.f><nrdiewrap.com WARNING: AVOID BREATHING SILICA DUST d mes Herd!ery products contain iasphf tbla crystalline silica, which'is'Imown to the State of Caffomd to cause cancer and is considered try IAHG and NIOai to be a cause of cancer from some occupational sources. aieathing excessive amounts of respirable silica dust can also cause a disabling and poterltiatly fatal lung disease called silicosis. and has been linked,w th other dues. Sonia studies srggest snatkitgmay lncrr;isethese,rltiKs. Wring insti>flilimortmrrdlinfj(1)womanouldcorareas willrample wahlikrtion;(2)nsefbcrcorn iht,,htorsforrutl'uit)or,whamnottea Mo use aHardienladelsaw blade. and dust reducInit rcularsaw attachedlo a HEPA vacuum; (3) waurothers in file inunedlate aroa; (1) wear a riopody-fitted, NOSH-app(s ed dust mask or respirator (e.g. N 95) in accurda•tce with applicable government rajubIbits aid inanufactwar instruclit)rs it) further Irmll.faspirable silica exposures. Duringdcan-up,useHEPAvacuumserwetcleanupmelhods- neverdryswecp, For further inidrniafign,3e(er to our Installation instruclions and Material Safely Trate Sheet available atwww.janxxhardie.com or by mling i-800-OHARDIE (1-800.94T7343). FAILURE TO AMERE TO OUR wARMNGS, MSDS, AND INSTALLATION IIS3TRUCTIONS MAY LEAD TO SERIOUS PERSONAL NURY OR DEATH. =Ts tiS11119 F'U4 G/13 FMINARRFM CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding ii a" ¢ Min. 1/4" Do not caulk. Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry Figure 12 Figure 13, Figure 14 Drip Edge Block Penetration Valley/Shingle Extension FASTENER REQUIREMENTS* Blind Nailing is the preferred method of installation for HardePianka lap siding products. Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please,see JH Tech bulletin 17 for exemption when doing a repair). Pin -backed corners may be done for aesthetic purposes Only. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing. BLINDNAILING Nails - Wood Framing Siding nail (0:09" shank x 0.221 " HD x 2" long) 11ga. roofing nail (0.121" shank x 0.371" ND x 1.25" long) Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 1/4" long x0.375" HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing ET & F Panelfast` nails or equivalent (0.10" shank x 0.313" HD x 1-1/2" long) Nails must penetrate minimum 1/4" into metal framing. OSB minimum 7116" 11 ga. roofing nail (0.121" shank x 0.371 " HD x 1.75" long) Ribbed Wafer -head or equivalent (No. 3 x 1 5/8" long x 0.375" 1-10). 11/4'min,, Owe rlep o CZmax yq Nail Line.. Blind Nail Water Resistive Baffler FACE NAILING Nails- Wood Framing 6d (0.113" shank x 0.267" HD x 2" long) Siding nail (0.09" shank x 0.221" HD x 2" long) Screws - Steel Framing R bbl d Bugle. hp4id, or equivalent (No. 8-18 x 1-5/8" long x 0.323" HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing ET & F pin or equivalent (0.10" shank x 0.25" HD x 1-1/2" long) Nails must penetrate minimum 1/4" into metal framing. OSB minimum 7/16" Siding nail (0.09" shank x 0.221" HD x 1-1 /2" long)' Figure 15 1 Figure 16 Minimum overlap for Both Face and Blind Nailing min 1 1/4 I it overlap li l stud —.r 24" O.C. 1 11.4' inin: r overlap mai waier,resisOve ba Mer Laminate sheet to be removed immediately after installation of each course for ColorPlus" products. When face nailing to OSB, planks must be no greater than 91/4" wide and fasteners must be 12" o.c. or less. Al5o see General Fastening Requirements; and when considering altemative fastening options refer tn.lames Hardie's Teellnical Bulletin L1ST13 17 - Fastening Tips for HardiePlane Lap siding. HS11119-P2/4 6113 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro -galvanized are acceptable but may exhibit premature corrosion. Jame; Hardie recommends the use of quality, hot -dipped galvanized naffs. James Hardie isnot responsible for the conosim resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie' products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACO and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contact of ACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HardieTr!in Tabs to preservative -treated wood shall be of hot clipped zinc -coated galvanized steel or stainless steel and in accordance to 2003 IRC 8317.3 or 2000'IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fastenersperpendicular to siding and training. Fastener headsshould tit snug against siding (no air space). (fig. A j Do.not over=drive nail heads or drive nails at an angle. If nail is countersunk, fill hail hole and add a nail. (fig, B) For wood framing, underdriven nails should be hit flush to the plank with a hammer (For steel framing, remove and replace naiii. NOTE: Whenever a structural member is present, Hard!ePlank should be fastened with even spacing to the structural member, The tables allowing direct to OSB, or plywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatictool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the rail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). PAINTING DO NO -fuse stain oil/alkyd base paint, or powder coating on James Hardie''' Products. James Hardie products must be painted within 180 days for primed product and 90 days for unprimed.-100% acrylic topcoats are recommended_. Do not paint when wet. For applicationratesrefer to paintmanufacturers specifications. Back -rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime A field cttt edges, James Hardie touch-up kits -are required to touch -tip ColorPlus products. CAULKING For hest results use in Elastomerle Joint Sealant complying with ASTM 6920 Grade NS, Class 25 or higher or a Latex .Joint Sealant complying with ASTM C834. Caulking/Seaiant must be applied in accordance with`the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COL ORPLUS 9 TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should he taken when handling and cutting James Hardeg ColorPlus© products. [luring installation use a wet soft cloth or soft brush to gently wipe off'any residue orconstructon dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes;and nail heads using the ColorPlus`r Technology touch-up applicator. Touch-up should be used ;sparingly. If large areas require touch-up, replace the damaged area with new HardfePiank' lap siding with-ColorPlus Technology: laminate sheet must be removed immediately after installation of each_course._ Terminate non -factory cut edges into trim where possible, and Milk. Color matched caulks are available from your ColorPlus• product dealer. Treat all other non -factor/ cut edges using the ColorPlus Technology edge coaters, available from your ColorPhrs product dealer. Note: James Hardie does not warrant usage of third party touch-up or paints used as touch-up on ,lames Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up will not be covered undertfie James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIER' SIDING AND TRIM PRODUCTS WITH COLORPL.US' TECHNOLOGY When repainting GclorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repribirng Is normally not necessary 100`/4 acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature_. DO NOT caulk nail heads when using ColorPlus products, refer to the Co!orPlus touch-up section HSI 111 9-P3/4 6/13 M T-7' countersunk, 5 U snug flush fill &add nal[ DO NOT DO NOT Figure A Figure B under drive nails staple PAINTING DO NO -fuse stain oil/alkyd base paint, or powder coating on James Hardie''' Products. James Hardie products must be painted within 180 days for primed product and 90 days for unprimed.-100% acrylic topcoats are recommended_. Do not paint when wet. For applicationratesrefer to paintmanufacturers specifications. Back -rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime A field cttt edges, James Hardie touch-up kits -are required to touch -tip ColorPlus products. CAULKING For hest results use in Elastomerle Joint Sealant complying with ASTM 6920 Grade NS, Class 25 or higher or a Latex .Joint Sealant complying with ASTM C834. Caulking/Seaiant must be applied in accordance with`the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COL ORPLUS 9 TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should he taken when handling and cutting James Hardeg ColorPlus© products. [luring installation use a wet soft cloth or soft brush to gently wipe off'any residue orconstructon dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes;and nail heads using the ColorPlus`r Technology touch-up applicator. Touch-up should be used ;sparingly. If large areas require touch-up, replace the damaged area with new HardfePiank' lap siding with-ColorPlus Technology: laminate sheet must be removed immediately after installation of each_course._ Terminate non -factory cut edges into trim where possible, and Milk. Color matched caulks are available from your ColorPlus• product dealer. Treat all other non -factor/ cut edges using the ColorPlus Technology edge coaters, available from your ColorPhrs product dealer. Note: James Hardie does not warrant usage of third party touch-up or paints used as touch-up on ,lames Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up will not be covered undertfie James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIER' SIDING AND TRIM PRODUCTS WITH COLORPL.US' TECHNOLOGY When repainting GclorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repribirng Is normally not necessary 100`/4 acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature_. DO NOT caulk nail heads when using ColorPlus products, refer to the Co!orPlus touch-up section HSI 111 9-P3/4 6/13 COVERAGE CHARTIESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANe LAP SIDING WIDTH so 5114 6114 7114 7112 8 8114 9114 9112 .12 1 so = 1oo sgat,) (exposure) 4 5 6 6114 6 314 7 8 8114 10 314 1 25 20 17 16 15 14 13 13 9 2 50 40 33 R 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59. 57 50 50 37 5 125 100 83 80 74 71 63 63 47` 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119 114 100 160 74 9- 225 180 150 144 133 129 113 113 84. 10 250 200 167 160 148' 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112' 13 325 260 217 208 183 186 163 163 121 14 350 280 233 224 207 200 175 f75 130 15 375 300 250 240 222 214 188 186 140 16 400 320 26,1. 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 50U 400 333 320 296 286 250 250 186 This coverage chart 1s meant as a guide. Actual usage is subject to variables such as building design: James Hardie does not assume responsibility for over or under ordering of product. RECOGNITION: in. accordarxeWhfCC-ESEvaluationReport ESR-,2290,Ha(d,1ePank@ lap sitting isrecognizedasasuttaa`ealtematetothatspecf8ed"in Me 2006,2009;&2012iMernatcrelResidenliaf Code tcrOne and Two -Family Millings, and ihe 2006, 2009, &,2012Internat.mal 9reldingCode;. HardiePlank lap siding is also recognized for applicadn'in the fallowing: City of Los A Wles Research; Repod No. 24862, State of Florida listing FL089, Dade County; Florida NOA No. 02-0729.02, U.S; Dept of HUD Materials Release 1263c, Teras Department of Insurance Product Evaluation EC -23, Cityof New York MEA 223.93-M, andCalifornia DSA PA -019. These documents should also be consulted for add ifional infomiai on concerning the suiiah6nyof This product [of specific app9cations. Q2013 James Hardie Building Products. All n9%reserved,. Additional Installation Information, TM, SM, and 9 denote trademarks or registered trademarks of James Hardie Techmology Limited.' U', is a registered trademark Warranties, and Wafflings are available at of James Hardie Technology Limited. ti+llwN.jameShardle.COm JamesHardie Panelfast is a registered trademark of ET&F Fastening Systems, Inc. HS11119-P414 6,113 MIAMI. MIANII-DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF RE,E,GULATO Y AND ECONOMIC RESOURCES (REIT) Miami, Florida 33175-2474 13OAIID AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) tivwrv.miamidade.eov/economy James Hardie Building Product, Ine. 10901 Elm Avenue' Foutana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (A1 -IJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other titan Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHT niay immediately revoke,, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanet, CemPanel, Prevail Panel HardicPlank, CenaPlank Prevail Lap Siding; HardieSoffit, CetnSoffttPanel; Installation Details Wood/Metal Stud Construction"; sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald 1. Ogawa, P.E., bearing the Miami -Dade County Product Control revision. stamp with the Notice of Acceptance number and. expiration date by the Miarni-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent.label with the mamifacturer's name or logo, Plant City, Florida, and, the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710;9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal.of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date maybe displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for inspection at the jab site at the request of the Building Official. This NOA revises NO.A. 013-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The `submitted documentation was reviewed by Carlos M. Utrera, P.R. M}nMt•o o> COUNrY NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9i 2015 03 /3/ ZpIS page I -- James Hardie Buildina Products Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Subinitted coder NOA # 13-0311.07" I. Drawing No. PNL, PLIC & SOFF, titled "HardiePanel, CemP mel, Prevail Panel; HardiePlank, CetnPlank Prevail Lap Siding; HardieSoffit, CemSofftt Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Subinitled under NDA # 13-031.1.07" I. Test reports on .l) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Inter ek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/201.2, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI -16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Depahment of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS L None. F, STATEMENTS L Statement letter of code conformance to the 5th ,edition (2014) FHC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. 03 / 3oh015 Carlos M.- Utrera, Px. Product Control Ecaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date; April 9, 2015 E - I E W LL E QF-TAll A y D WALL I_r-NGTF? Stud.Spadng at 16" O.C. z t ( I A Nails at16" O -C. {typ.j 319, minimum Edge Distance Sheathing fastener, as described, in Note 1 Panel fastener, as described in T Note 2 HardiePanel, Cempanel, F Prevail Panel Siding LTnOLUC t4MM /, Water -resistive barrier per Florida Building Code Section 14042 N i 518" thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 23223 2" X 4" S -P -F Wood Studs i he wall and soffit frames are to be.designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAILA T 618" thick, 15 ply APA rated plywood sheathing in a=jdanoe with "Florida SuildiV Code Section PRODUCT Q-1!SC aT-1(: N HardiePane[O, CernpaneM, & Prevail& Panel Siding materials are nonasbestos fiber -cement products tested in accordance with AST" C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. h& iiardiePanel, impact Rent S_EtiCTION R -S Cempanel, Planks installed over 5f6" thick 15 ply Prevail Panel APA rated plywood sheathing Siding HARDIEPANEr-q1nnrA NMN, rRCYf. n•_ -- Acceptance, the manufacturer'sAllinstallationshallbe,done in conformance with this Notice ofinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OAMote 1] 518' thick / 5 pl}, APF. rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322-3• APA rated plywood sheathing supporterThesidingpanelsshallbeinstalledover5/8' thick 15 plybyaminimumof2"X4" S -P -F wood studs spaced a maximum of 16" QC. Note 2] The siding panel fastener shall be a 2" long, 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail: the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs, the fasteners shall driven through the 518" thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.G. Fasteners shall have a minimum edge distance of 3and a minimum clearance of 2" from8" comers. Creator. E. Gonzales HARDIEPANEL, CEMPAKEL„ PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Sm.Avenue Fontana, CA 92337 A ' PNL-PL K --$OFF 1/2";:1,-0" I Date:Q24rzo13 1SKEET IOF12 PANEL DIME-NS_IO 1S WateNresistiveVI/idth Length l hicimess barrier per Florida 4 8,9,10' 5116" Scalding Code Secfon 14042 DES.LQN PR SStJRE RATtNC Installation Design Pressure 2' X 4 S Wood Studs -76 pe dsWoodStuds h& iiardiePanel, impact Rent S_EtiCTION R -S Cempanel, Planks installed over 5f6" thick 15 ply Prevail Panel APA rated plywood sheathing Siding HARDIEPANEr-q1nnrA NMN, rRCYf. n•_ -- Acceptance, the manufacturer'sAllinstallationshallbe,done in conformance with this Notice ofinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OAMote 1] 518' thick / 5 pl}, APF. rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322-3• APA rated plywood sheathing supporterThesidingpanelsshallbeinstalledover5/8' thick 15 plybyaminimumof2"X4" S -P -F wood studs spaced a maximum of 16" QC. Note 2] The siding panel fastener shall be a 2" long, 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail: the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs, the fasteners shall driven through the 518" thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.G. Fasteners shall have a minimum edge distance of 3and a minimum clearance of 2" from8" comers. Creator. E. Gonzales HARDIEPANEL, CEMPAKEL„ PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Sm.Avenue Fontana, CA 92337 A ' PNL-PL K --$OFF 1/2";:1,-0" I Date:Q24rzo13 1SKEET IOF12 Fastener Spacing per Florida Cladding Building Code Section 2322.3 i6,00in. Framing p _ •. Fastener Sparing per Florida Sheathing ag+r+6hlfc Building Code Sedon2322.3 Cale t2 . 1• l fficompbing W lhthe ; 1B -10m8 Cues tet, STA 0!: J Prod= Cenvig S/0N j, • . • . • . . .: a orf lr. FRAMING NOMINAL 2" X 4" S -P -F WOOD STUDS 16" O.C. FASTENED WITH 3-'t/2" 16d COMMON NAILS {2 PER TOP AND FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVI"N LOAD ARE BOTTOM CONNECTION) NOT PART OF THIS APPROVAL. (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THEFLORIDA BUILDINGCODE St IFATiiING NOMINAL 5L8" THICK 15 FLY APA RATED PLYWOOi " HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTAUATION' DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322:3 GLADDWG THE PANEL IS FASTENED WTTH 2" LONG, 0:223" HEAD . tames Hardie Building Products, Inc DIAMETER, =92" SHANK DIAMETER, CORROSION _ 10901 Elm. Avenue RESISTANT SIDING NAILS, PLACE NAILS 5` O_C. AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE S7UDS Phone: 909-356-63Q0 SaE FscM N° DWG NO Fax 909-427-0634 A PNL-PLK-SOFF Creator,, E. Gonzales I,so"U t ° = 1'-0• Date:4124/2013 s.4 r 2 OF 12 HALL LENGTH SEE PRCDJCT DESCf2iP T iOi Stud Spacing at 16" O.C, HardiePanele, Gempane[Z, & Pievail r 9 DETAILA Panel Siding materials are nonasbestcs B i F- y—+i 1 1, - 5/3" thick 15 ply APA rated fiber-moment products tested in accordance vrith ASTM 01186 Grade tt, 7 "'""" Ifiisiir „ plywood sheathing fastened o k r to meal studs as described Building c Type A and meeting the requirements of a a the Florida u ode. ItEV . - in Note t ISEP a¢ yaRwsho6sornde `, \, PANEL D>r1ViIwNSfQCJS j 11l v! ; Water resistive Width Length Thickness WALL > NO. ` barrerper Florida 4' 8,910' 5115' HEI i Building Code i Section 14042 DESIGN=jESSi1R! tzArfNG o STATE Q ` Pressure hamf = Installation Design j i Off' F Qin . 209a, 3-5/8" X 1-518" Metal Studs -104 psf ij ........' i'S 7 jti[A ' s MetaI Cst ud impact Resistant- HardiePanel, rJON B Cempanet, Panel installed over 5/8" thick / 5 ply 3 E - Prevail Panel APA rated plywood sheathing 3/8" Minimum Edge Distance Nails at 6" O:C. (typ.) Siding HAf DIE CE PAI+JEL SIDING iI STp,LLATION DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturers DE7A_ LF, installation recommendations, and the applicable sections of the Florida Building Code. F Metal studs where HardiePanel, Cecnpanel, Prevail Panel Siding will be installed shall be Sheathing fastener, as designed by an Engineer or Architect per the Florida Building Code and the requirements of this described in Note 1. N.O.A. QJtJ _ ED \ [Note 1) 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"00 11113C* ` at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter 1-1/4" long Coen Panel fastener, as described in Note 2 bugle head screw o The siding panels shall be installed over 518" filet 15 ply APA rated plywood sheathing7 ` supported by a minimum 20ga, Nominal 3518" X 1-518" Metal C-studs spaced a maximum of 16" O.C. Note. 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-518" HardiePanel& Siding long" ribbed bugle head screw ("or screw shall have at least 3 full threads penstrating,metal Y fronting); the fasteners shall be spaced at 5' O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick / 5ply APA meted plywood sheathing into metal Water-resistive barrier per studs located at 16" O,C. Florida Building Code Section , Fasteners shall have a minimum edge distance of 3180 and a minimum c3earance of 2" from r5/8"thick 14D4.2 comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL APA rated N—U NSfALLATIONDETAILSMETALSTUDCONSTRUCTION ing fastened James Hardie Building Products, Inc. to metal studs as described 10901 Elm Avenue m Note 1. Fontana, CA 92337 20ga, 3-5/8"X 1-5/81.Metal C-stud Phone: 909356-6304 s Fscm No DWa No REV The wall and soffit frames are to be designed Fax 909-427-0634 A PNL-PLK SOFF 1 by tate Architect or Engineer of Record in compliance with the Florida Building Code. Creator, E. Gonzales scuE . IrT =1'-0" Date: 4/24/2013 SHEE7 3 OF 12 j 6.00in: i i ii 6.00in. DSR4DlJC 12 Y cii as comayi48 wi& lbc.-4cift Bt -1 ngC A=lVt=w ?;01 --e_ 1! Gr D02c ' f r7 ProduBy a era 4 gl M{NG X 1-518" STEEL STUDS 16 O.C.- NOMINAL 20 GAUGE 3-518" FASTENED VhITH 518" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SiiEAT1-i1N . NOMINAL. 518" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-'U4' LONG BUGLE HEAD SCREW CLADDING THE. PANEL IS FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER 1-518' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6° O.C. AT PANEL EDGES AND !,NTERMEDIATE STUDS 6.001n. Cladding I I I /I I / Framing II I Sheathing tI ISI II II 6 !. II yeJliirr i:. Oda 1 1 I I tttt _ I N1210. II o STATE OF Vic, FAQ R1 ". I I SfONA=. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARENOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) - 1 HardiePlankALL LENGTHS RRQDUCT DESCRIjnT Ql I Stud Spacing at 16" O.C. DE(A1LA ®, CemplankS), & Prevails Plank lap Siding materials Bt- - j are nonasbestos fiber -cement 518" thick / 5 pry APA sted in accordance with rated products to i i j` - / p"od ASTM C1186 Grade ll, Type A andT- 1sheathing m meeting the requirements of thei ; ! rMR i iiriii, y arcordancewith Florida Building Code. Florida Bu lding Code B> {°° Q` r .. _ Semon 23223 PANEL D{MENSLONS 1 WALL ' Wa-rt"fe Width Length Thickness HEIGHT i Fxpisfica t` 1 ' barrier per Florida 59-112" 12' 5116" Build-vigCade I i I Section 14042 pESIGN PRESSUL&I RAT4NG i i t iesru ad-ProdesgCourmi t 1.i; 2 X 4" S -P -F Installation Design Pressure Wood Studs Wood Studs -92 psf 1- f--__ w — - — =- -. FEED -' \ r - -- --- _` ..... •- Lap Siding Impact Resislant- 19010 N AL Planks installed over 618" thick 15 ply Nails at 16" O.G. (typ.) '' 1-114"tag X 5116" APA rated plywood shea hing 314" Minimum Edge Distance BSB thick starter strip DETAjI A Sheathing fastener, as H.AMZDIEPLANK_,gEMPLAR_ __- A. LA SIDING,!_t$TAI-L8 QO D-F_I-AtLA described in Note 1 AI! insialatiort shall br done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations and the applicable sections of the Florida Building CadeWoodstudswhereHardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by anEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN,OANote1] 5/8" thick 18 ply APA rated plywood sheathing shall be attached to the studs in accordance Siding fastener, as with Florida Building Code Section 2322.3. described in Note 2 Planks shall be applied horizontally commencing from the bottom course of the wall with 1-i/4" wide with F l laps at the top of the plank such that the exposure area of each plank is s 8 1/4" vertically_ HardiePlank, _ [Note 2) The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, Q S Cemplank, Prevail corrosion -resistant siding nail; The siding is fastened 5 &114" O.C. vertically and 16" O.C. horizontally Lap Siding fasteners are driven into woad studs through 518" tick] 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 314' from the bottom edge of the overlapping plank. C®aer Vertical joints shall be placed over studs Water -resistive barrier The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a per Florida Building minimum of 2"X4" S -P -F wood studs spaced a ma)amum of 16" O.G. Code Section 1404,2 Fasteners shatl have a minimum edge distance of 318 . HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING 5/8" thick 15 ply APA rated INSTALLATION DETAILS WOOD STUD CONSTRUCTION plywood.sheathing fastened (BinaccordancewithFlorida James Hardie Building Products, Inc. Building Code Section _ 10901 Elm Avenue 2322.3 ° Fontana, CA 92337 2" X 4" S -P -F Wood Studs Size Fsc No DMI No eF/ Phone; 903 356 63D0 The wall and soffit frames are to be designed Fax 909-427-0634• A PNL-PLK-SOFF 1 by the Architect or Engineer of Record in Creator. E. Gonzales scats 1I2" = t' 0" Date: 4/24/2013 sriesr 5 OF 12 compliance w th the Florida Building Code. Fastener Spacing per Florida] Building Code Section 2322.3 0,7Sn Fastener Spacing per Florida Building Code Section 2322.3 oorfeplymg ait i ibre s emlcwg Caft Ac -cpmoav ttio f t+, //, 0 i T -- - Sa.25iR. i rRAMING- NOMINAL 2" X 4- S -P -F WOOD STUDS 16" O.C. FASTENED WITH 3-'U2,16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" THICK / 5PLY APA RATED PLYWOOD SHEATHING'FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDING PLANKS.OVERLAP 1-114" THE EXPOSURE IS s&-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2° LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. Cladding Framing Sheathing PRcOLtCC REWS rD i • h- s' '- _ T!wi STATE OF rte+ Cmew_,;• F ORiD`••-• FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AIZ-6 BVI` L"01AD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ing 10901 Elm Avenue Fontana, CA 92337 Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCS 1" = 1'-0" Date: 4/242073 SHEET 6 OF 12 QETAI_L 4 am Florift HARI1tEPlANK CEMFLA_NK PREVJaI LJ P SiDfNG iNSrAU_ATiQiJ DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation Sheathing fastener, as recommendations, and the applicable sections of the Ffodda Building Code.. described in Note 1 , Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 1] 518" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel Siding fastener, as edges and all intennediate.supports using a No.&18, 0.315" head d1aineterx 1-114" tong bugle head screw described in Note 2 Planks shall be applied horizontally.commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is S 8-114° vertically. Note 21 The siding fastener shall be a minimum No. 8.18, 0.3':5" head diameter X 2-114° long' bugle head screw over metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding is HardiePlank, f fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 518" Cemplank, thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" Prevail Lap Siding from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. Water -resistive The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-518" X 1-518" Metal C -studs spaced a maximum of 16'0.C. barrier per Florida I '----- Fastenersshallhave a minimum edge distance of 3/8', I Stud Spacing at 16'0.C- I h• — — WALL LENGTI 1 SEE DETAIL A 5I3" thick 15 ply APA rated „,,oa sheatiw g fastened to inetal studs as described in Note 1 VVater-resisfive barrier per Florida Bu7aing Code S.-Ction 14042 PRQD— CT DESCWPTiQN HardiePlanke, CemplankG9, and Prevail,S Plank Lap Siding materials 6 fiber -cementarenonasbestosfi - products tested in accordance with ASTM C118 Grade Il, Type A and meeting the requirements of the Florida Building Code. PLANK Width DEMENSIOt+I$ dth Length Thickness S 9-1/2" 12' 5116" WALL IEIGHT r ---- — ----------- - - FI T.----.- - r l i i . rig""r% 6' jooesa.'ye<gw saoFborede +'V i i ? ! RnduttCoams! ;' y ij i I i i1.-- --_ --- -_-G, } .-F_ c` i CTIDr 3/4" Minimum Edge Distance Nails at 16" O.C. (typ.) ONAI.. %., f,r 1-va'ta11 209a,3 -5/87X1-5/8", Meal Gstud rtardiePlank Cemplank, Prevail Lap Siding X 516" yuck starter strip DESIGN PRESSURE RATING Installation Design Pressure Metal Studs -92 psf Impact Resistant - Planks installed over 518" thick / 5 ply APA rated plywood sheathing QETAI_L 4 am Florift HARI1tEPlANK CEMFLA_NK PREVJaI LJ P SiDfNG iNSrAU_ATiQiJ DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation Sheathing fastener, as recommendations, and the applicable sections of the Ffodda Building Code.. described in Note 1 , Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 1] 518" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel Siding fastener, as edges and all intennediate.supports using a No.&18, 0.315" head d1aineterx 1-114" tong bugle head screw described in Note 2 Planks shall be applied horizontally.commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is S 8-114° vertically. Note 21 The siding fastener shall be a minimum No. 8.18, 0.3':5" head diameter X 2-114° long' bugle head screw over metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding is HardiePlank, f fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 518" Cemplank, thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" Prevail Lap Siding from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. Water -resistive The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-518" X 1-518" Metal C -studs spaced a maximum of 16'0.C. barrier per Florida I '----- Fastenersshallhave a minimum edge distance of 3/8', HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 NO - D4vC NO REV PNL-PLK-SOFF 1 1 1/2" = 1'-0' 1 Date: 4/242013 1 SHEET 7 OF 12 Building Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened to. metal studs as described in Note 1 20ga, 3-5/8"X 1-5/8" Metal C -stud Phone_ 9CS-355-6300 SIZE The wall and soffit frames are to be designed Fax 90927-0634 A by the Architect or Engineer of Record in compliance with the Floiida BuEding Code. Creator. E. Gonzales seas HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 NO - D4vC NO REV PNL-PLK-SOFF 1 1 1/2" = 1'-0' 1 Date: 4/242013 1 SHEET 7 OF 12 0.75in 6.00in. 16 in. OC Cladding 1% VISES ffi *i*tthe Fkwi& BY id?ac;c Prod 58.25in. FRgI1HING NOMINAL 20 GAUGE 3-5/B" X 1-5/8" STEEL STUDS 16' O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) EDTHEWALLANDSOFFITFRAMESARETOBEDESIGN BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEgTHJ-NG NOMINAL5l8"THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.6-18, 0.315' HEAD DIAMETER X 1-114" LONG BUGLE HEAD SCREW CLADDIPIG PLANKS OVERLAP 1-114° THE EXPOSURE IS 5$114" THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER X 2-1/4" LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING); PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 6.00in.00 I• Framing Sheathing 0 FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) No. 121 TATE OF cs 0NAl- FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) VALL IGHT LL LENGTH Stud Spacing at 16" O.C. SEE EROALK1-rLE!FL( DESORPTIONRjET-L DETAJL A HardieSoffitS & Cemsoffit(D materials are nonasbestos fiber -cement products tested in 2K accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 211X 4!'S -P -F Width Length Thickness Wood Studs 4' 8. EQS1QNLP _P HardieSoffit, Iristallation Design Pressure Cen-isoffit Wood Studs -70 psf OGAw, A Nails at 4" O.C. (typ.j ec cr REVLSM 5/8" Minimum Edge Distance = a.Wjying widk ft Banding code PAAXI BY f offit fastener, as escribed in Note I HardieSoffit, Cernsoffit PRODUCA-REVISM complyine Viab the F106& BuRding Code 7777—, No- 4 21 STATE OF yOc- tORV13 - V-' gAF2D11~SO Ef1!IS_O_FH]r-),AN ' E ' LjKSTA.LLATjQN-QETA-,kLA AD installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit Cemsoffit will be installed shall be designed by an Engineer or Architect per the , Florida Building Code and the requirements of tNs N.0A The soffit shall be installed over minimum 2X4" S -P -F wood studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a V long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at .4" O.C. at panel e4es and intermediate studs.; the fasteners shall be driven into wood studs Ioca-led at 16" ci.C. Fasteners shall have a minimum edge distance of W" and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION 300 Fax 909-427-0634 James Hardie Building Products, Ina Minimum T X 41 S -P -F Wood Studs 10901 61 m Avenue The wail and soffit "framesframes. are to be Fontana, CA 92337Ldesigned, bythe Architect or M I SLZE PIAG 140 Engineer of Record in compliance Phone: 909-356-6300 FSOM hm with the Florida Building Code. Fax A PNL-PLK-SOFF Cre=r. E. Gonzales I§c.-,Lr: jrz" = v -o, I Date:4r24/2o13 ISHEE7 9,OF 12 16.00h 4.00T pRebutr REVISED PR0DUCrRLVZW ecoWlyins wi& dw Flocift as coloph1we with dot Flkwidls sou" Cc& R'iww's CO& AcoeVtton No Acceptsco&, No, 0—V3.3-) 7 7. hese7 Pfo,-= CaLeai F—RAR NOMINAL 2- X4" S -P -F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING THE SOFl IT IS FASTENED WITH 2' LONG, 0223 HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing, ID G A W - ---- v- 0.1121 Z STAB OF -7 ON FOR METAL AND WOOD STU DS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (M UST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) 1 INA" DEIf11LA WHLL LENGTH I PQDlJGT DESCREPTCON SEE HarmeSofffto & Cemsofflte materials Stud Spacing at 16" O.C. If DEl-AIL A Et --, I are ronasbestos fioer-cement products I^ ^ tested in accordance with ASTM C1186 r Grade 11, Type A and meeting the requirements of the Florida Building 318" Minimum Distance E SEGTION B;B PRCMCTREVL" Nails at 6" O.C. (typ.) PROD* -=R VrkED "Scam ttyitw With' the Flarkla O A= c727 STATE OF 11- t' ap s Acte P ncc rgnaod F !<OR rD Pi1fc+mc C iCd s i • ..._ - 5ti4 LARQiES(3_FFC[.PANEL— %L Nf`\!`!-}+ 4a CE[iASOFFIT IMSTALLATIE?N(•DETA1i_S_ All installation shall be done in conformance with this Notice of A eptanl'z f S61hricturer's installation recommendations, and the appficable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A i The soffit shall be installed over minimum 20ga, Nominal 3-518" X 1-518" Metal C -studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-114" long` ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing} Lhe fasteners shall be spaced at 6" O.C. at panel edges and intermedia?e studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from corriers. fastener, as ribed in mote 1 HardieSoffit, Cemsoffit i 20ga, 3-5/,8!'X 17518" Metal G -stud LThe wall and soffit frames are to be designed by the Architect or Enginwer of Record in compliance with the Florida Building Code. Creator, F_ Gonzales. A HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 spm Avenue Fontana, CA 92337 FSW 112" = V-0" DIAG NO REV PNL-PLK-SOFF 1 Date: A124120i3 SHEET 11 OF 12 . 20ga, 3-5I6" X 1-518" SQ_F_EE 13IN1ENISIQNS MetaCGstud width Length Thickness 4, $. l,. HardieSoffit, Cemsoffit DESIGN PRESSURE RAT{NG Ins'allafion Design Pressure Metal Studs-SS,gcf E SEGTION B;B PRCMCTREVL" Nails at 6" O.C. (typ.) PROD* -=R VrkED "Scam ttyitw With' the Flarkla O A= c727 STATE OF 11- t' ap s Acte P ncc rgnaod F !<OR rD Pi1fc+mc C iCd s i • ..._ - 5ti4 LARQiES(3_FFC[.PANEL— %L Nf`\!`!-}+ 4a CE[iASOFFIT IMSTALLATIE?N(•DETA1i_S_ All installation shall be done in conformance with this Notice of A eptanl'z f S61hricturer's installation recommendations, and the appficable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A i The soffit shall be installed over minimum 20ga, Nominal 3-518" X 1-518" Metal C -studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-114" long` ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing} Lhe fasteners shall be spaced at 6" O.C. at panel edges and intermedia?e studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from corriers. fastener, as ribed in mote 1 HardieSoffit, Cemsoffit i 20ga, 3-5/,8!'X 17518" Metal G -stud LThe wall and soffit frames are to be designed by the Architect or Enginwer of Record in compliance with the Florida Building Code. Creator, F_ Gonzales. A HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 spm Avenue Fontana, CA 92337 FSW 112" = V-0" DIAG NO REV PNL-PLK-SOFF 1 Date: A124120i3 SHEET 11 OF 12 . 6.oCin. 16.00in. Cladding Framing 6.001n. mmoysgq vo* ft> f3. r1.7 °''' pC AWA By Dadcuoi 2'', - .. pF 4- WSip FFsSlONP F32AMINC NOMINAL20GAUGE 3.5/8"X1-518"STEEL STUDS'16"O,C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM AC71ON AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) ' NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED' BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING HARDIESOFFiT,'CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. B-18,0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMEFERX 1-1/4' LONG CORROSION RESISTANTRIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL,FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE _ 10901 Elm Avenue STUDS p Fontana, CA 92337 Phone: 909-356-6800 SIZE FscM NO Dwc nro FE Fax 909-427-0634 A PNL-PLK-SOFT Creaton E Gonzales SCALE 1" = 1 1-01 Date: 4124/2013 SHE-ET 12 OF 12 Florida Building Code Online Page 1 of 2 Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature 1Fechnical Representative Address/Phone/Ernail 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 of Silverline Building Products Corp One Silverline Drive NorthBrunswick, N] D8902 500) 234-4228 Ext 4644 lonberrian@slbp.com Jon Berrian Jonberrian@slbp.com Windows Single Hung Certification Mak or Listing Window and Door Manufacturers Association Window and Door Manufacturers Association Standard A.AMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101JI.S.2/A440 Method l Option,A 02/16/2016 " Year 2011 20o8 FL # I Model, Number or Name I Description I http:/ wvs,,v.floridabuildiang.org/pr%pr_app_dtl.aspx?param=wGEUXQwtDgtvA%2ba nzkl..., 2119%2016 BCIS Home '_og In User Registration i Hot Top?cs- Submit Surcharge Stats & Facts :; FuhfcaGons ! €B£ Staff i ECIS 5¢e Map i Links Search E Professi l i, i Product ApprovalUSER: Public User ppV1! jtl! }} {t( j 7iegUlation . y III M—IFFT-17MM111,11 Product AOaroval Meru >. Product or Acolication.Search -> Aoolication Lis[ > Application Detail 1 FL # FL19715 Application Type New Code Version 2014 Application' Status Applied For Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature 1Fechnical Representative Address/Phone/Ernail 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 of Silverline Building Products Corp One Silverline Drive NorthBrunswick, N] D8902 500) 234-4228 Ext 4644 lonberrian@slbp.com Jon Berrian Jonberrian@slbp.com Windows Single Hung Certification Mak or Listing Window and Door Manufacturers Association Window and Door Manufacturers Association Standard A.AMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101JI.S.2/A440 Method l Option,A 02/16/2016 " Year 2011 20o8 FL # I Model, Number or Name I Description I http:/ wvs,,v.floridabuildiang.org/pr%pr_app_dtl.aspx?param=wGEUXQwtDgtvA%2ba nzkl..., 2119%2016 Florida Building Code Online 1971.1 1 Series 2900/4900 Single Hung Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See Installation Instructions, SWC002, and Product Evaluation Report; PER3947, for design pressures and installation requirements. Page 2 of 2 Extruded Vinyl Single Hung Window Certification Agency Certificate FL19715 RO C CAC 2-4-16 CCL Listodf Quality Assurance Contract Expiration Date 12/16/2016 Installation Instructions FL 19715 RO II 5WQ002 SS 2016-02-03.odf Verified By: Hermes F. Norero, P.E. Florida'P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2015-172-12.odf Created by Independent Third Party: Yes Back !Next ContactUs :: 19491_Corth MonroeStreet. Tallahassee FL 3239_2Fhone: 950-487-1824 The State of "orida is an AA/EEO. employer. Copyright -2007-2013 state of Elorda :: Privacv.5tatement :: Accessib itty Statement :!Refund Statement finder Florida law; email addressesarepublic records.. I' you do not want your e-mail. address releasedinresponse to public -records request, do not send electronic mall to this entity. Instead, contact the; office byphoneor by traditional mail. if you I ove any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012; licensees licensed .under Chapter 455, F.S. must provide the Department with an email address If they have ane. The email5 provided may be used for official communicationwiththe licensee. However email addresses are public record. If you do not wish.`to'' supply a personal address, please provide the Department with an email address: which can be madeavailable to the public. To determine if you are a licensee under chapter 455, F. S:, please click here . Product Approval Accepts: E: 0 5eCU.l'itY tiff F (";t i+.s' RAW http://vvvwv.floridabuilding.or.g/pi/ r_app_dtl.aspx?pgrain—WGEVXQ",tDgtvA%o2bxnlzl.1... 119/2016 IN__STALI-A7ION NOTES_ 1. CNE (1) INSTALLATION ANCHOR IS REQUIREDAT EACH ANCHOR LOCATION SHOWN 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTAI LATION OF THE: MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN'A TOLERANCE OF tl/2 INCH T'HE DEPICTED LOCATION & SPACING IN THE ANCHOR LAYOUT DETAILS I.E , Wi I I OUT CONST DC'RA'TION OF TOLERANCES), TOLERANCES ARE NOT CUM ULATIVF.FROM.ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS REQUIRED AT EACH INSTAI I: ATION ANCHOR WITH LOAD BEARING SH MIS). MAXIMUM AT I.OWABI F SHIM STACK TO BE 3/8 INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREATER OCCURS-SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. 5. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 48 WOOL SCREWS ORI I GAUGE ROOFING NAILS OR SOd COMMON NAILS OF SUFFICIENT LENGTHTOACHIFVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/8" EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE AS SELFTAPPING'SCREWS, OFSUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYOND METAL WALL. INSTALLATION SHALL MAINTAIN MIN. 3/8": FOGF DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION' INTO WOOD FRAMING' USE AIO WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM. EMBEDMENT INTO: WOOD SUBSTRATE, B. THROUGH. FRAME INSTALLATION- FOR INSTALLATION THROUGH IX BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTOCONCRFTE/MASONRY, USE 3/16 INCH DIAMETER, ,TW TAPCONS OF SUFFICIENTIENGT H 10 ACHIEVE 1.1/4 INCH MINIMUM EMBEDMENT, INSTALLATION SHALL MAINTAIN MIN. 1.3/4" EDGE DISTANCE.. 9. THROUGH' FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 410 SELF TAPPING SCREW'S OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYOND. METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCL UCING BUT NOT LIMITED TO STUCCO FOAM, BRICK VENEER, AND SIDING, 41. INSTALLATION ANCHORS AND ASSOCIA.IED HARDWARE MUST BE MADE OF CORROSION RESI5TANIF MATERIAL OR:HAVE:A CORROSION RESISTANT COATING. 12. FOR HOLLOWBLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL INSTALIA7ION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCEIS MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK, 13, INSTALLATION. ANCHORS SHALL BE INSTALLED INACCORDANCC'WITHANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS; AND ANCHORS SHALLNOT SE USED IN SUBSTRATES WITH: STRENGTHS LESS THAN THE MINIMUM 57RENGTH 5PECI FLED BY THE ANC14OR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD -MINIMUM SPECT FIC GRAVITY OFD.55. B. CONCRETE -MINIMUM COMPRESSIVE: STRENGTH OF 3000 PSI. C GROUT -FILLED CMU -UNIT STRENGTH' CONFORMSTO ASTM CAD WITH MINIMUM COMPRFSSIV'F STRF NGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM,C 476, MINIMUM GROUT'COMPRESSIVE STRENGTH OF: 2000 PSI. D. HOLLOW BLOCK CMU -UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E. STEEL- MINIMUM YIELD STRENGTH OF 33 KSL MINIMUM WALL THICKNESS OF 17 B MIL.(0 0478"0r.I8 GAUGE). MIN. 1/2" EDGE DISTANCE. F. ALUMINUM - MINiMUM ALLOY 6063-T5. MINIMUM WALL THICKNESS OF 1/16". MIN. 1/2" EDGE DISTANCE. GENERAL NOME _, 1. THE PRODUCT SHOWN HEREIN 15 DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA BUILDING CODE (FBC.), EXCLUDING HVHZ AND: HAS BEEN EVALUATED ACCORDING TO THE. FOLLOWING: AAMA/WOMA/CSA301/I.S.Z/A440-08/11 2. .ADEQUACY OF THE EXISTING STRUCTURAL CONCRETEIMASONRY, 2X FRAMING; AND. METAL FRAMING AS AMAIN WIND. FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED`PRODUCT LOADS TO THE FOU14DATION IS THE RESPONSIBILITY OF THE. ENGINEER OR ARCHITECT OPRECORO DOR THE PROJECT OF INSTALLATION.. 3. IX AND ZX BUCKS (WHEN USEDLSFIALL.BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO S14EET 6 FOR FURTHERDETAILS OF BUCK INSTALLATION. 4. THE INSTAUATIO N- DETAILS DESCRIBED HEREIN ARE: GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC. SITE. IF SITF CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZAREAS. IN HVHZAREAS, ONE TIME PRODUCT APPROVAL TO HE''ORTAINF"D FROM .MIAMI.114DE RER OR Ali]: S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT: RESISTANCE. 6. WINDOW FRAME MATERIAL: PVC: 7, IN ACCORDANCE :WITH THE STH EDITION FBC, WOOD COMPONENTS SHAIA HAVE BEEN PRESERVATIVE TREATED OR SHALL BE OF ADURABLE SPECIES'ASDEFINED IN CHAPTER 23: S. GLASS MEETS THE REQUIREMENTS OF ASTM E1.300 GLASS CHARTS. SEE SHEET 6:FOR GLAZING DETAILS. FTABLE OF CONTENTS SHEET 1 REVISION SHEEI-DCSCRIPTION LNSTALLATION & GENERAL NOTES 2 84" ELEVATION 35 1 -35 P5F NONIMPACT ANC1409 LAYOUTS 4 VERTICAL & HORIZONTAL': SECTIONS (NATk. NONIMPACT 38" VERTICALS HORIZONTAL SECTIONS (THROUGH FRAME) 6 HORIZONTAL 5ECTIONS, BUCK INSTALLATION, :&GLAZING DETAIL MAX: OVERALL 572E WIDTH HEIGHT CONFTG. DESIGN PAE5SURE. MI55II:E IMPACT RATING 36" 84" O/X. 35 1 -35 P5F NONIMPACT 381. 66' O/X.. 50 / -50 PSF NONIMPACT 38" 74" O/X 501-50 PSF NON IMPACT 38" 77" O/X 35/-35 PSF NON IMPACT 0/X 50 / -50 PSF NON"T_MPAC7 48" 72" O/X 35 / -35 P5F NON IMPACT 48" 84" O/X' 201 -20 `5F NONIMPACT 52" 72" O/X 25 T-25 P5F NON:TMPACT 36" 83:75" O/X.(ORIEQ 35 / -35 PSF NONIMPACT 48" 46" O/X (ORIEL) 20 / -20 P5F NONIMPACT 72" 62" O/X=0/X 351-35 P5F NONIMPACT 72" 84" OJX-OLX 35 / -35 P5F' NONIMPACT 76". 62" 0/X=0/X 50 / -50 P5F NONIMPACT 74" 76" 72" m11.. OIXOIX O/X+O/X 5D/-50 P5F 25.1-25+PSF NONIMPACT'- NON IMPACT BO" 74" O/X-O/X X35'/-35.P5F NON IMPACT 96" 74" O/X-OLX 301 30 P5F NON IMPACT 1081,' 62" C/X-0/X-O/X c50/-50 P5F NONIMPACT 108" 72" O/X-O/X-O/X 50 / -50 P5F NON IMPACT 108" 84" O/X-O/X-O/X 25/-25 P5F: NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason;I;am approving this document Date: 2016.02.03 09:40:44 -05'00' FL#: FL19715 Si Iver Line hyAndersen WIR DO WS•DOORS WF 5114ERLAJEb NORTHeRJN.SWJ:LY: NJ Q9902 DH: (1'S2j438-tbbb V- m 3 Hmo, l m Z In LIJ.:Zwy LP Lu N ¢ w o A w a v Z R1 V) pc. QZ c' p U DWG #; 5WN02 SHEET: 1 OF fi I MAX. FR, HEIGHT I MAX. FRAME WIDTH 48" — F I Ei I MAX, FRAA HEIGHT 9 ELEVATION SINGLE HUNG. WINDOW ELEVATION TWIN SINGLE HUNG WINDOW MAX. FRAME r WIDTH 48". MAX: FRAN QUALIFIED CONFIGURATIONS HEIGHT9f ARCH TOP CONFIGURATIONS FOR ALL 2901.4901 RATINGS,. SINGLE UNIT CONFIGURATIONS QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR -ALL 2902-4902 RATINGS, TWIN UNIT CONFIGURATIONS MAX HEL ELEVATION SINGLE HUNG ORIEL WINDOW 4 5 ELEVATION TRIPLE SINGLE HUNG WINDOW SilverLine uxAndersen rl' ONE SILVERLINE 041VE NOAH BRUNSWICK; NT' 08902 PH(792) 935-1O0 Z bJ 3 i--1 M yJ v rn3 o Q e N l7 r v s W pK':p 2 w Lu m o Z w v Q w a F Lu H a N am Z O 2 0LLJ N o iu ^• m y$$r h , W a s v v Z2 n SHEET: 2 OF 6 WIDTH 90$" 8 F 4. 5 FRAME X. IHT 849 4 5 ELEVATION TRIPLE SINGLE HUNG WINDOW SilverLine uxAndersen rl' ONE SILVERLINE 041VE NOAH BRUNSWICK; NT' 08902 PH(792) 935-1O0 Z bJ 3 i--1 M yJ v rn3 o Q e N l7 r v s W pK':p 2 w Lu m o Z w v Q w a F Lu H a N am Z O 2 0LLJ N o iu ^• m y$$r h , W a s v v Z2 n SHEET: 2 OF 6 2" MAX, FROM ----- CORNERS 11" MAX. O.C. ...... 11" MAX, 04. 2" MAX: FROM 4 1/2" MAX, CORNERS si_ 41/'2" MAX. O.C. 2" MAX. O.C.. I_...._ FROM X. 16 1/2" MAX- CORNERS O1C. L 6" MAX. FROM CORNERS 2" MAX NOTE: 44"x 62' AN-, MTDV M1O PSF SHALL BE nNfN.ORV MAX 6'0.C, FROM b" MAX. 1 ATHEAD,TAAIF;AND SILL GARNER, ANCHOR LAYOUT NAIL FIN -SINGLE HUNG WINDOW 4 112" MAX. 0,6. ANCHOR LAYOUT NAIL FIN -TWIN SINGLE HUNG WINDOW 1 MAX. FROM CORNERS 1" MAX: 1 FROM J CORNERS 6" MAX. FROM 20"MAFROM` Imo .................. _. ........- - CORNERS I O.C. 6" MAX. 6' MAX: FROM 12 3/4'"MAX, CORNERS 1CORNERSO.C. --- --- --- ham- -- 6` MAX: O.C. ANCHOR _LAYOUT NAIL FIN -TRIPLE SINGLEHUNG WINDOW 20" MAX. O.C.. I_...._ X. 16 1/2" MAX- O1C. L 6" MAX. FROM CORNERS b" MAX. 1 16 1/2" MAX: 6" MAX. } 12" MAX. FROM - n'""` -" FROM ANCHOR STRAP CORNERS P/N50-2995-2 CORNERS P/N 50-2995-2 SEE SHEET 5 FOR pETAILS SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT ANCHOR LAYOUT ANCHOR LAYOUT THROUGH FRAME -SINGLE HUNG WINDOW THROUGH -FRAME -TWIN SINGLE HUNG WINDOW THROUGH FRAME -TRIPLE SINGLE HUNG WINDOW SilverLine byAndeFSGLI 1 H 064'5"• k5 bNE 5 LVckLSNE QRI VE NORTH BRVNSMCK: W 00902 PK (752) 430-I0 U: m vi W 0 Z ~ O a 5O7 Qo m z.H: vw m v N w a LU 0 J C Kasl_ n m 0. N t LUF 4O w m6) 1 ln. N 7 :9 t' S V Z 0 DwG ##: 5WD002 SHEET: 3 of 6 BY OTHERS 1- 1 CAULK BETWEEN CONCRETE/ MASONRY 4 2X WOOD 13UCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DE't AILS 8 WOOD SCREW---- INSTALLATION ANCHOR EXTERIORFINISH, BY OTHERSPERIMETER SEALANT O•A. BY .OTHERSUNIT HEIGHT EXTERIOR" SEE GLAZING DETAIL., SHEET 6 11/21, MIN. EMBEDMENT W7l INTERIOR 3/B" MIN.. EDGE DIST.. 1/4' MAX. SHIM SPACE 1 VERTICAL SECTION H HEAD - ZX WOOD BUCK OA. NAIL FIN 1/4" MAX. SEE GLAZING H DETAIL, SHEET 6 r i EXTERIOR. INTERIOR SHIMSPACE O.A. UNIT Lu O HEIGHT I JAMB - METAL STUD PERIMETER NAIL FIN SASH REINFORCING SEALANT i\ 8Y OTHERS 1/4" MAX. EXTERIOR FINISH u SHIM SPACE BY OTHERS` C 48 WOOD SCREW •,t. DETAI65HEET6 INSTALLATION ANCHGR— METAL. STRUCTURE N W N, ' 3/8" MIN. INTERIOR EDGE DISE, 2X WOOD BUCK BY OTHERS_ SEE SHEET 6 FOR—" INSTALLATION ANCHOR CONNECTION DETAILS CAULK. BETWEEN 4 a CONCRETE/MASONRY CONCRETE/ MASONRY G 2X --" 11/2" MIN. BY .OTHERS WOOD BUCK BY OTHERS EMBEDMENT VERTICAL SECTION METAL STUD BY OTHERS, 4, SILL -2X WOOD BUCK FLU- NAIL FIN Silver Line byAndersen WINdOWS•6tl ONS EXTEkIOR I PERIMETER SEALANT Q. BY OTHERS H Z OA. mZ 1/4" MAX. UNIT H MIN. 3/B" EDGE DISTANCE r i'" o w SHIMSPACE W a' O 2:- Lu O I JAMB - METAL STUD NAIL FIN SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS MIN. 3,THREADS'i m g SEE GLAZING PENETRATION BEYOND DETAI65HEET6 METAL. STRUCTURE N W N, ' d top_Y_ INTERIOR t8 GR. 5 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS, FLU- SHEET 1 INSTALLATION a NOTE is SEE EXTERIOR FINISH BY OTHERS 2 EXTEkIOR I PERIMETER SEALANT Q. BY OTHERS H Z OA. UNIT H WIDTH i'" CV W Lu HORIZONTAL SECTION I JAMB - METAL STUD NAIL FIN F.TLuUmtom orn 3 _ uZ V) DWG #: 5W[)002 SHEET: 4 OF 6 OA. UNIT HEIGHT I O,A, UNIT HEIGHT 1 W OD SCREW. INSTALLATION ANCHOR CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/MASONRY - BY OTHERS 3/41, MIN. EDGE D15TAMCF 2X, 5Ej PERIMETER SEALANT_J BY OTHERS EXTERIOR INTERIOR SEC GLAZING DETAIL, SHEET 6 6UCK)5TUI) BY OTHER,, C 6 FOR ON DETAILS 11/2" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE VERTICAL SECTION I ICAD- 2XWOOO BUCK. THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EX7FRIOR INTERIOR ANCHOR STRAP, AT TVVIN TRIPLE CONFIG. ONLY. SEP PLAN VIEW -ANCHOR STRAP N 50-2995-2)' DETAIL AT MR—T13 RIGHT FOR INSTALL. REQ. 1/4" MAX: P SEALANT SHIM SPACE BY OTHERS EXTERIOR FINISH Y: BY OTHERS PRECAST SILL BY OTHERS 3/16" 17W TAPCON INSTALLATION ANCH f'3/,4" MIN, EDGE DISTANCE VERTICAL SECTION SILL-CONCRETE/MASONRY THROUGH FRAME 1/4" MAX. O.A. SHIM SPACE MIN. 3 THREADS H REINFORCING: I PENETRATION BEYOND REQUIREMENTS METAL STRUCTURE S GLAZIEEiIN, MIN. 1/2" EDGE DISTANCE DETAIL SHEET 6 7, INTERIOR SCREWS FROM STRAP TO 10 &R. b SELF -TAPPING SCREW INSTALLATION ANCHOR FRAME, HOLES PROVIDED TO ACCOMODATE #14 DIA. METAL TURIE/51-Ut) OR APPROVED MULLION By OTHERS, 0.06 20-- SEE SHEET I INSTALLATION 0.5000(2) NOTE 14 1 PERIMETER SEALANT EXTERIOR BY OTHERS 0.7500(2)— 8.0000(2)—j 6,0000-1 INSTALLATION ANCHORS FROM ANCHOR STRAP TO 11/4" MIN. OPENING. SEE ANCHOR EMBEDMENT PLAN VIEW -ANCHOR STRAP (P/N 50-2995-2) REQUZPWENT5 BELOW. 6!qqt2P STRAP ANCHORING UIREL A; FOR INSTALLATION TO CONCkETE/MASONRY, USE (4) 3/16" rTw TAPCONS PER STRAP, MIN. 1-1/4" EMBEDMENT, MIN. 1-3/,4.'Et)&E DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCPEW5, R. 5, PER STRAP.MIN. 3 THREADS PENETRATION, MIN. 3/4' EDGE DISTANCE. C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREW'S PER STRAP. MIN. 1-1/2" EMBEDMENT, MIN. I" EDGE DISTANCE. SilverLine byAndersen 5 - D o o R 5 v44 _,uveftaNE Dp-m N04 PRUNSWTCK, N3 089OZ M gu) vm n z z Z d, 2 1 "z z Z2, I IsJ1- 16< I 5 OF 6 O.A. UNIT WIDTH HORIZONTAL SECTION 1\ 5 JAMB - METALTUBE/STUD OR APPROVED MULLION THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME, HOLES PROVIDED TO ACCOMODATE #14 DIA. r4,0000-1-4.0000— 2.0000 - -2.0000- 0.06 20-- 0.5000(2) 1 T 0.7500(2)— 8.0000(2)—j 6,0000-1 INSTALLATION ANCHORS FROM ANCHOR STRAP TO 11/4" MIN. OPENING. SEE ANCHOR EMBEDMENT PLAN VIEW -ANCHOR STRAP (P/N 50-2995-2) REQUZPWENT5 BELOW. 6!qqt2P STRAP ANCHORING UIREL A; FOR INSTALLATION TO CONCkETE/MASONRY, USE (4) 3/16" rTw TAPCONS PER STRAP, MIN. 1-1/4" EMBEDMENT, MIN. 1-3/,4.'Et)&E DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCPEW5, R. 5, PER STRAP.MIN. 3 THREADS PENETRATION, MIN. 3/4' EDGE DISTANCE. C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREW'S PER STRAP. MIN. 1-1/2" EMBEDMENT, MIN. I" EDGE DISTANCE. SilverLine byAndersen 5 - D o o R 5 v44 _,uveftaNE Dp-m N04 PRUNSWTCK, N3 089OZ M gu) vm n z z Z d, 2 1 "z z Z2, I IsJ1- 16< I 5 OF 6 EXTERIOR ppO INTERIOR Ql_ ' VERTICAL SECTION Ej.. MEETING STILE INTERIOR O oo o_ SMALL' FRAME LARGE' FRAME REINFORCING EXTERIOR REINFORCING 52E BELOW FOR REINF. SEE BELOW FOR REINF. REQUIREMENTS REQUIREMENTS: H HORIZONTAL SECTION INTERMEDIATEFRAME MULLION ALUMINUM SASH' REINFORCING IS REQUIRE) FOR THE FOLLOWING SIZE/RATINGS 48 X 72, (O/X),.DESIGN PRESSURE •/- 35, PSF 36 X 84, (O/X); DESIGN PRESSURE+/- 35 PSF 38 X 74, (O/X),DESIGN PRESSURE+/- 50 PSF 38 X 77, (O%X), DESIGN PRESSURE+/_ 35 PSF 72 X 84, (O/X-0/X), DESIGN PRESSURE+/- 35 PSF 76 X 72, (O/X-0/X),.DESIGN PRESSURE +/- 50 P5F 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE •/-50 PSF 108 X 72,'(O/X-O/X-0/X), DESIGN PIZE55URE +/-50 PSF STEEL INTERMEDIATE FRAME'LARGE' REINFORCING 15 NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE -/- 35 P5F 0 - STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING'. I5 NOT REQUIRED FOR THE FO.LOWING.SIZE/RATINGS:. 76 X62, (O/X-O/X), DE5I6NPRESSURE+/- 35 PSF NOTE: ALL GLAZING CONFIGURATIONS -SHALL COMPLY WITH'5AFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE. F 5/8"O.A, I.G. GLA55 EXTERIOR,. / .INTERIOR u / MIN GLA55: t BITE 1/2" 1/8" SETTING BLOCK GLAZING' DETAIL 1 NOTE:. 1, LOCATION OF RUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN F' MIN: CENTER TO CENTER SPACING BETWEEN ANCHORSSUCH THAT MAX. O.C. SPACINGSPECIFIEDIS NOT EXCEEDED 2, BUCK MAY BE FLUSH WITH FACE OF THE BLOCK: 1/4" ITW TAPCON ANCHOR 4" FROM CORNERS 16" MAX.. O.C. THEREAFTER 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS 11/4' MIN: EMBEDMENT I • 11/2" MIN. EDGE DISTANCE. 2" MIN. EDGE DISTANCE CONCRETE/ MA50NRY BY OTHERS BUCK INSTALLATION DETAIL Silver Line 11YAndersen ONE SP VERLLNE DRIVE NO.i GR.UNsVga - ouw VH: C?5Z)135-IOW m V) min Ln o Z SW[)002 SHEET: 6 OF 6 DOWr.TuiDOOR f AssocwnON Hallmarkg Certificate of AMS, INC. U A Conformance and. License (CCL)tr, Silver Line Building Products Mfr /D: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type -HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psf) 440-H-025.36 2900/4900170 Series 101/I:S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm 69241.01-109-47 7/17/2012 3/8/2017 9142127inm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05! Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in) -H 440-H-025.40 2900/4900 70 Series 101/l.5.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 9141930 mm (36x76 in) -H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05! Wind Zone 3, Missile Level D. 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 11 18m 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25pst); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm 07074.01 7/1/2013 5/1/2017 965x1676mm' (3&661n`) -Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) := 2400Pa (50pst7; Water Penetration Resistance Test Pressure= 360Pa (7:52psf) WD -20 10/14/09 Friday, May 13, 2016 Page 7 WINDOW & DOOR MANUFACTURERS ASSOCN TION Hallmarkg Certificate Of w D M A Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AIDS, INC. Administrative, ManWn=t systttn3, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H=025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118x1575mm* (44x62in*)- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure= 360Pa (7.52psf) 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016x1829mmm (40x72in)- Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/L.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219x1829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 101/I:S.2/A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm * (38 x 74in*) Type -H; DP +50/-50 psf; Water Test Press 360Pa 7'.52psf) 440-H-025.52 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321 mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type -H WD -20 10/14/09 Friday, May 13, 2016 Page 8 1 WINDOW & 00001 * . t UPA TU AS to O allmark0 Certificate ®f 'e AMS, INC. 7,0 ' Adminiivativt Management qW D M Conformance and License (CCL) Sy"itemsrfmc Silver Line Building Products Mfr 1D: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.)' Type -H 440-H-025.59 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM . DP +50/-50 psf, Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/2901-4901 Single Hung Window 101/i.S.2/A440-11 Class R7PG20; Size Tested 1219mm 2134mm D9957.01-109-47 10/9/2014 8/6/2018 1219mm x 2134mm (48 x 84) Type -H; DP +20/-20 psf; Water Test Press 150Pa (3,13psf) 440-H-025.62 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52.x 72) Type -H; DP +251-25 psf; Water Test Press 1.80Pa (3.76psf) 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type -H; DP +30/-30 psf; Water Test Press 260Pa (5.43psf) 440-H-025.64 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72) ' Type -H; OP +351-35 psf; Water Test Press 260Pa (5.43psO 440-H-025.65 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38x 77) Type -H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.66 2900.4900 Series/2901/4901 Oriel Single Hung 101/i.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x'2438mm (48 x 96) Type -H;. DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/1.&DA440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/1612015 7/2/2024 965mm x 1.676mm (3&x 66)' Type=H; DP +50/-50 psf; Water Test Press 360Pa (7.52psD 440-H-025.68 2900-4900 Series/2901-4909 Single Hung 101/1.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 965mm x 1880mm '(38 x 74) Type -H; DP +501-50 psf; Water Test Press; 360Pa (7.52psf) WD -20 10114109 Friday, May 13, 2016 Page 9 WINDOW a WWIoiltUFATUS A16001ATION Hallmark® Certificate ®f AMS, INC. WDMA Conformance and License (CCL) y.";, A nxYnisivsR.trc i*811 17Li38CflY Sy tcrosr lnc. w ! Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide Nigh Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC=PG50; Size Tested 965mm 1676mm E5611.01-109-47-r1 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.70 2900-4900/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118m x 1575mm (44 x 62)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.19 2907TW/4907TW 101/l.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in)-H 440-H-027.20 2907TW/4907TW 101/I:S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in)-H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm* (72x84in*)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm 07070.01-109-47 9/24/2013 7/22/2017 1994x1524mm* (79x60in*)-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-027.23 290214902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf 440-H-027.25 2902/4902 Twin Single Hung Window 101/I:S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm 00375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1127/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DIP +351-35 psf; Water Test Press 260Pa 5.43pso WD -20 10/14/09 Friday, May 13, 2016 Page 10 WINDOW & DOOR MANUTACTk)R tS ASSOCIATION Mall ark0 Certificate of SMS INC. Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-2344228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psf; Water Test Press 180Pa (3.76psf) 440-H-027.28 2900-4900/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) * Type-H;; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.29 2900-4900 Series/2902-4902 Twin Single Hung 101/l.S.2/A440-11 Class;R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76,x 77)* Type-H; DP +25/-25 psf Water Test Press 180Pa (3.76pst) 440-H-027.30 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +151-15 psf; Water Test Press 360Pa (7.52psf) 440-H-027.31 2900-4900/2902-4902 Twin SH 101/I.S.2/A440-11 Class R-PG50;.Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)* Type-H; DP +50450 psf; Water Test Press 360Pa (7.52psf) 440-H-027.32 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11. Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)* Type-H; DP +501-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.33 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-028.14 290314903/ 70 Series 101/I.&DA440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 2737xl575mm (108x62in H 440-H-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm 04710.01-109-47 2/19/2013 1117/2017 2718x2134mm (107x84inyH 440-H-028.16 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1/17/2017 2718x1575 m m* (107 x62 in *-H 440-H-028.18 2903/4903 Series 101/l.S.2/A440-11 Class R-PG35; Size Tested 2737mm ' 1880mm D5516.01-109-47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD -20 10/14/09 Friday, May 13, 2016 Page 11 WINDOW & DOOR MANUFACTURERS IVSSOCIA'110 Hallmark0 Certificate of U" FIN-110 W M A Conformance and. License (CCL Administrative i, wat cntcnt Systems, Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/1..S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01=109-47 1117/2014 2/21/2018 2737mm x 1829mm (1 08 x 72) Type -H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/l.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type -H,; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type -H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-028.22 2900-4900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type -H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in) -H 440-H-029.07 4900/2900/70 101/I.S.2/A440-08 Class R-PG35; Size tested 11 118M 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118x1.524mm* (44x60*in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-029.08 2900-4900/2907-4907 Single Hung 101/I.S.2/A440-11 ClassR-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type -H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psf) 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type -H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type -H WD -20 10/14/09 Friday, May 13, 2016 Page 12 t WINDOW & DOOR NiANUFACTURERS ASSOCIA71ON Hallmarkik, Certificate ofAMS , INC. WDMA7" Adeninistrad-vc Managmcnt Conformance and License (CCL) ssa,:tm. Silver Line Building Products Mfr ID: 440 One .Silver Line Drive For more Information visit www.amscert. com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-089.00 5500/5510 Side Lite (Specimen 2) 101/l.S.2/A440-11 Class R=PG35; Size Tested 1245mm 2432mm E6290.01-109-47 11/23/2015 4/27/2025 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) 440-H-089.01 5500/5540 Transom (Specimen 1) 101/I.S.2/A440-11 Class R-PG35; Size Tested 2734mm 914mm E6290.01-109-47 11/23/2015 4/27/2025 2734mm x 914mm (108 x 36) Type -TR; DP +35/-35 psf; Water Test Press 260Pa 5,43psf) WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: I kL tt, John .,VcFee, VP of Certtficrarion Frogrcaaras, IMAM Hallmark By:12r,1,4 Rhotidra Scher`, ,4uthorfad R res€?ttcatiie kIfS" If Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)673-4828 www.wdma.com TEL (315)646-2234 staff@arnscert.com WD -20 10/14109 Friday, May 13, 2016 Page 26 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# L 9715 5t'' Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1 — A (Certificate) Windows Single Hung Series 2900/4900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver gine Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F.:Norero, P.E. Florida Professional Engineer 73778 Date: 12/15/2015 Contents: Evaluation Report Pages 1 — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17 -05'00' O z ` O 7 TT Ll; Hermes F. orero, P.E. Florida No. 73778 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/20.15 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method 1a of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 5th Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 51h Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5th Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a. licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date: 12/15/2015 Certificate of Authorization: 29578 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: Referenced Data: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: 86430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD -61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL#: FL19715 Date: 12/15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.S0" into the wood substrate. B. For concrete (Min, Fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 10/27/2016 Florida Building Code Online BCIS Home Log In 1 User Registration S Hot Topics I Submit Surcharge i Stats & Fads g Publications 7 FBC Staff ) BCIS Site Map ¢ Links j Search dbj Product ApprovalaprUSER: Public User Product Approval Menu > Product or Aoolication Search > Application List > Application Detail FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments set to re -apply per applicants request 4/28/15-rb Archived Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.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 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE -51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence FL9174 R11 COI Cert of Ind Scates 2011 s.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year DASMA-108 2002 DASMA-115 2005 https://www.floridabui Iding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquFl 1 JRfWxf6u7oj nlOheH %2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 04/06/2015 Date Validated 04/28/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summa M' of Products T.+ m "q FL # Mo°°del IVu'mber or„ a e Description' i + .• 19174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing Approved for use outside HVHZ: Yes available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0228 318958 P7.odf I Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf i Impact Resistant: Yes FL9174 R11 II WDJambSuop1ementP16 s.pdf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 i Other: Created by Independent Third Party: Yes j Evaluation Reports FL9174 R11- AE FL09174 r9 Affirmation for FBC 5th'2014s:pdf FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.odf E FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 5120/ 6100/ 9100 #0234 9174.2 I ' S120 / 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 R11 II 0229 318959 P8:bdf Approved for use outside HVHZ: Yes FL9174 RII II Track Supplement Chart P10.Ddf`' Impact Resistant: No FL9174 R11 II WDJambSupp1ementP16 s.pdf Design Pressure ,'fj15.30/ 17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 'r 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 Evaluation Reports designed as partially'enciosed or door is a replacement FL9174 R11 AE ASTM A 653.p_df door. FL9174 R11 AE Eval Rept 9100 rl s.odf r FL9174 R11 AEFL09174 r9 Affirmation for FBC 5th 2014s.pdf FL9174 R11- AE FL09174 r9 Affirmation for FBC 5th'2014s:pdf Created by Independent Third Party: Yes 9174.3 5120 / 6100 / 9100 #0230 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 R11 II 0230 318960 P10.pdf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Impact Resistant: Yes FL9174 R11 II WDJambSuoDlementPl6 s.pdf Design Pressure: +25.90/-28.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.4 5120 / 6100 / 9100 #0231 16' Max width. 8'-9" Max height. Max section height 21". Solid r only - no glazing available. Limits of Use: ! ;; Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL9174 R11 1I 0231 318996 P5.odf FL9174 R11 II Track Supplement Chart P10.pdf Impact Resistant: Yes FL9174 R11 II WDJamb5uoplementP16 s.pdf Design Pressure': ,+30:00/-33:50 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 regionCunless protected or unless structure is Evaluation Reports designed as partially=enclosed or door is a replacement FL9174 R11 AE ASTM A 653.pdf door. FL9174 R11 AE Eval Rept 9100 r1 s,Ddf FL9174 R11- AE FL09174 r9 Affirmation for FBC 5th'2014s:pdf Created by Independent Third Party: Yes 9174.5 5120/ 6100/ 9100 #0234 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 R11 II 0234 319022 P5.0f Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Impact Resistant: Yes FL9174 R11 II WD3ambSuoDlementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquFlIJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 216 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.1)df FL9174 R11 AE Eval Rept 9100rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 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 R11 II 0235 319023 P6.odf R11Approvedforuseoutside' HVHZ: Yes: FL9174 II 319040 P1 Post.pdf, Impact Resistant: Yes - FL9174 R11 II Track Suo<olement Chart P10.Ddf Design Pressure: +39:20/-43.70 FL9174 R11 II WDJambSupplementP16 s.ndf, Other: Verified'By: John E. Scates P.E. FLORIDA PE 51737 Created Fby Independent Third Party,: Yes Evaluation Reports -< FL9174 R11 AE1ASTM -A 653.odf- _ < FL9174 R11 AE- Eval Rept 9100 rl s.odf FL9174- R11, AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created,by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' 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 R11 II 0232 318999 P5.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.pdf Impact Resistant: No FL9174 R11 II WDJambSupplementP16 s.pdf 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 Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.pdf door. FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 617,4'.8 ' - 5120,/ 9100 #0233 ': 1 8' Max width. 8' 9" Max height. Mak.section height 21". Glazing` avaiI ble in top intermediate section. '. Limits of Use In Instructions Approved for use in HVHZ No ;' <' FI.9174°-R11. II 0233 319000 P5.Ddf `" Approved for use outside HVHZ; Yes ImpactResistant: No '< Designt.Pressure: +A'8.50/-'20`7&, FL9174 Ril dI Track SupplementChart P10.pdff FL9174'R11'III' ' WDJambSupplement01-6 -s odf 5 Verified By:John"E. Scates P.E; FLORIDA PE 51737 < Other: Doors with,glazing shall not be used in the wind- borne debris region unlessprotecte' unless -structure is Created by` -Independent Third Party Yes Evaluation Reports - designed as'partially enclosed or door is a replacement FL9174 R1 AE ASTM A 653 odf door. 1`0174 Rif AE Eval .Rept 9100 ri s:pdf . , FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.Ddf' Created by Indiependent Third Party Yes 9174.9 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 R11 II 0236 319024 P6.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.pdf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Design Pressure: +30.00/-33.50 FL9174 Rll II WDJambSupDlementPl6 s.odf E Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174:10: 5120 / 9100 #0237," 18' Max width., 8' Max height. Max section height:21" . Glazing auailabldsin top or intermediate section. Limits of Use -' Installation Instructions - Approved for use in HVHZ: No FL9174 R11 II 0237 319025 P6Ddf. Approved for use outside HVHZ: Yes FL9174 R11 II 319040' P1 Post.odf Impact Resistant:Yes FL9174-R11 II Track Supplement Chart P1D:pdf. - Design Pressure: +39.20/-43.70 FL9174' R11 II>WDJambSubolementPl6 s.odf ` Other.' Verified' By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third, Party: Yes Evaluation Reports . FL9174 Rif AE` ASTM A 653.Ddf"' FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014spdf Created by Independent Third.Party: Yes haps://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquFlIJRflNxf6u7ojnl0heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 316 10/27/2016 Florida Building Code Online 5120/5140/6100/9100/9400/9600 0601 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 available in top or intermediate section. Limits of Use Installation Instructions Approved for use'in HVHZ: No FL9174 R11 II 0600 319026 P4.pdf Approved for use outside HVHZ: Yes FL9174 Rli II Track Supplement Chart P10.pdf Impact Resistant: No FL9174 R11 II WDJambSupplementPl6 s.pdf 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 is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.pdf door. FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 0601 9' 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 R11 II 0601 319027 P4.odf Approved for use outside HVHZ: Yes FL9174-Rll If Track Supplement Chart PiO.pdf Impact ResistagU Yes FL9174 R11 II WDJambSuoplementPl6 s.pdf Design Pressure, -4,41.00/-46.30 Verified By: John E. States P.E. FLORIDA PE 51737 Other. Created by Independent Third Party: Yes Evaluation Reports Evaluation Reports: ` FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf FL9174 RLI AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created;, by Independent Third Party: Yes ;. 9174.13 5120/5140/6100/9100/9400/9600i #0602 16' 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 R11 II 0602 319028 P5.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Sugolement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSupplementP16 s.pdf Design Pressure: +15.30/-17.00 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 Evaluation Reports designed as partially .enclosed or door is a replacement FL9174 R11 AE ASTM A 653.pdf door. FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174' R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes Created by Independent'Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 0603 16' Max width. 10' Max height. Max section'h'eight24". Glazing., available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0603 319029 P5.odf Approvedfor use outside HVHZ:.Yes FL9174R11II Track Supplement Chart P10.1)df Impact Resistant: No FL9174 R11 II WDJambSui)WementP16 s.odf Design Pressure ^'+,23.00/ 25.00 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 regionswnless protected or unless structure is Evaluation Reports designed as partially9nclosed or door is a replacement FL9174 R11 AE ASTM A 653.0f door. ° ; " FL9174' R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE,FL09174r9,Affirmation for FBC 5th 2014s.odf Created by Independent'Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 16'Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 II 0604 319030 P5.Ddf FL9174 R11 II 319040 P1 Post.Ddf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSupo1ementP16 s.pdf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes n m 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use m HVHZ: No FL9174 R11 II 0605 319031 P4.1)df z Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSupb1ementP16 s.pdf https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquf lJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 4/6 10/27/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 Other: Doors with glazing shallnotbeused in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Verified By: John E Scates P.E. FLORIDA PE 51737 Created:by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 19174.17 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing1 #0606 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0606 319032 P6.Ddf FL9174 R11 II 319040 P1 Post.Ddf FL9174 R11 II Track Suoplement Chart P10.odf FL9174 R11 II WDJambSuoDlementP16 s.pdf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.18 9174.19 F5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only609noglazingavailable. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0609 319035 P5.pdf Approved for use outside HVHZ:,Yes FL9174 R11 II 319040 P1 Post.Ddf Impact Resistant: Yes FL9174 ,R11 II Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 `R11 II WDJambSuoDlementP16 s.odf Other: VerifiedBy: John E Scates P.E. FLORIDA PE 51737 Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Created by Independent Third Party: Yes Evaluation Reports Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval' Rept 9100 rl s.Ddf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.bdf Created by IndependentThird'Party: Yes Created by Independent Third Party: Yes 9174.19 5140/6100/9400/9600 #0608 18' 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 R11 II 0608 319034 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSuoDlementP16 s.odf Design Pressure: +18.50/-20.70 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 Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf 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 R11 II 0607 319033 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II .Track Supplement Chart P10.Ddf,, Impact Resistant: No FL9174 R11 II WDJambSuoplementP16 s:Ddf Design Pressure: +25.90/-28.80 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 Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 553.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf. FL9174- Rif AE FLO9174' r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes BackNest,,. Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email 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, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: https://www.floridabuildirig.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%g3d%3d 516 10/27/2016 Florida Building Code Online Credit Card Safe https://www.floridabui lding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquf 1 JRfWxf6u7ojnl0heH %2bR KJkizESWxAzegKuY8GeGQ%3d%3d 6/6 A Division of Overhead Door Corporation 1111® • Yom, , ,: ; — " a g 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. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS LOAD PER JAMB LB/FT "oTE 9 MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP DOUGLAS FIR SPF SPECIFIC SPECIFIC SPECIFIC GRAVITY - 0.55 GRAVITY - 0.46 GRAVITY - 0.42 100 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 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 7 6 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" 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 16f1/2 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER 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 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD 818.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS LOAD PER JAMB (LB/FT)NOTE 3 MAXIMUM NAIL SPACING PER JAMB (IN) MAIN SUPPORT MEMBER SPECIES SYP DOUGLAS FIR SPF SPECIFIC SPECIFIC SPECIFIC GRAVITY - 0.55 GRAVITY - 0.46 GRAVITY - 0.42 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 666 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a jt111itl//z 10e No. 51737 •'* e b • STATE OF ,`t4 ll Fss 111 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 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE'FASTENER 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. Digitally signed by John E. Scates, P.E. Awroved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE No. 51737 i• O << STATE OF 441 SIONA; 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 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER 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. Digitally signed by John E. Scates, P.E. Aoorovecl Date: 2015.02.20 09:57:27 -0600' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton. TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/FT NOTES 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 24 520 16 20 24 540 15 19 23 560 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 13 15 No. 51737 i• O << STATE OF 441 SIONA; 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 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER 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. Digitally signed by John E. Scates, P.E. Aoorovecl Date: 2015.02.20 09:57:27 -0600' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton. TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS 0 -' G E Ns jF -. l// moi No. 51737 f1S STATE OF ;` 1 j0, c Ftt3Ri P # 7( 910 rlii 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 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 = 2401b/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER 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. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:01 -06'00' Aooroved John E. Scates, P.E 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE 4 2500 PSI CONCRETE "oTE' 4000 PSI CONCRETE "oTE' 2000 PSI GROUT FILLED CMU""' 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 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A 0 -' G E Ns jF -. l// moi No. 51737 f1S STATE OF ;` 1 j0, c Ftt3Ri P # 7( 910 rlii 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 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 = 2401b/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER 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. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:01 -06'00' Aooroved John E. Scates, P.E 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE5 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR cENse ,Fit //rte 1 No. 51737 O STATE OF . . y •tv' f/SsiONA; ? ` 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIKBOLT3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 411. ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. 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 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, (INCREASE FASTENER 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. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE4 2500 PSI CONCRETE "oTEI 4000 PSI CONCRETE "oTE' 2000 PSI GROUT FILLED CMU"orE2 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 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 cENse ,Fit //rte 1 No. 51737 O STATE OF . . y •tv' f/SsiONA; ? ` 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIKBOLT3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 411. ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. 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 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, (INCREASE FASTENER 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. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 1-4 No. 51737 'w 0 STATE of •• 1/ SSIDNA; ZN Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53 -06'00' JOHN E. SCATES, PE 3121 FAIRGATE OR. CARROLLTON, TX 75007 FL PE 51737 TX PE 55308/F2203 PROFESSIONAL ENGINEER'S SEAL PROMOED ONLY FOR VERIFICATION OF NINDLOAD CONSTRUCTION DETAILS, 1 6" MAX. ° FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2x4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2x6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYP. 6" MAX MINIMUM 2x6 #3 q HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4" 2-3/4" 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". TAI 1 MINIMUM 2500 PSI CONCRETE NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS, SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT DOOR WIDTH MINIMUM 2x6 #3 q HEADER LOCK SOUTHERN PINE BRACKET LUMBER, 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 GROUT FILLED CMU NATE_ MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS, REVISIONS MINIMUM 2x6 p3 CE HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4" 1-1/2"V'(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. DETAIL 3 WOOD SUPPORT STRUCTURE NOTE: MAXIMUM DESIGN LOAD DATE CAPACITY OF 2430 LBS. 11, i, SHEET 1 OF 2 NAME DRAWING PART N0. REV. JAMB CONNECTION SUPPLEMENT 324620 IP16 Wagne" Nlton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 c rFs /iii No. 51737 O , .40STATEOF ". pt••FtORXO ' ?N jjss ONP,,` Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26 -06'00' JOHN E. SCATES, PE 3121 FAIRCATE OR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF `MNDLOAD CONSTRUCTION DETAILS. MIN 2500 PSI CONCRETE NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE 3/8- SIMPSON TITEN HO, 2-3/4" MIN EMBED. MIN 6" BETWEEN JAMB BRACKET LOCATION — JAMB BRACKET 1/4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK 2 3/4" EDGE I MIN 2 x 4 SPF (G-0.42) OR BETTER WALL STUD H,QM. MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOUE-RESPONSIBILITY -OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE - 5/16' LAG SCREW WITH 1-9/32" EMBED IN CENTER OF STUD (t 1/4') FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4-20x9/16" TRACK BOLT AND 1/4-20 HEX NU TRACK DIRECT WOOD MOUNTING DETAIL MAX 420 LBS PER LAG FASTENER SHEET 2 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS I I DATE I NAME I DRAWING PART N0. REV. 324620 P16 The Genuine. The Original. Overhead floor Corporation 2501 S. State Hwy 121, Suite 200 Lewisville, TX 75067 Phone 4695497100 Fax 4695497291 m%w. o v a r h e a dd oo r. co m April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 1 HortonWrinca. Overhead Door. Corporation ASubsidiaryalSanwaHcldingscorporatwn 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer (972) 492-9500 June 10, 2011 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-R7 To Whom It May Concern: 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 9N-3.005. Code References 2007 Florida Building Code Section 1609 Wind Loads Section 1609.1.2 ANSI/DASMA 115 - Windborne Debris testing Section 1714.5.3.1 ANSI/DASMA 108 - Static windload testing Test Procedures 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. C:c FL 09174-117 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 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 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. OHD/TREQ= Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL -368. 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. 2 Drawings TABLE 1. FL 09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 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 P10 1911W3 & ETR6182-2 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 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 r(o,/q FL 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 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 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 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 E,94 4 (0(lb / t, FL 09174-117 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. FL 09174-R7 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, JoNn E. Scates, P.E. Y Florida PE # 51737 ` 0 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 51h Edition (2014) FL 09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-R9 conform to the requirements of the 5" Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17 -06'00' John E. Scates, P.E. Florida PE # 51737 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /18x1" SCREWS 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" AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS, 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH A 1/8' BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF 10) /8x1' SCREWS 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" AND A MAXIMUM LENGTH OF 39". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. GLAZED SECTION REQUIRES 18 CA J -STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BEFACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8' SELF DRILLING CRIMP71TE 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. 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 G SHEET 2), 18 GA J -STRUT SCREWED TO LOWER .INTEGRAL RIB OF SECTION AND OPERATOR STILE 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. - 13 GA HORIZ ANGLE 13 GA FLAG ANGLE 16 GA MIN HORIZTRACK 5/16x1-5/8" LAG SCREWS MIN 3 AS SHOWN) 16 CA MIN VERTTRACK 5/160-5/8" LA SCREW AT EACH JAMB BRACKET 1/4-200/16" TRACK BOLT AND 1/4-20 HEX NUT AT EACH JB JAMB BRACKET LOCATION 15 GA STIFFENED, JAMB BRACKETS SEE SCHELDULE FOR OUANITY, LOCATION, AND TYPE 9. 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 VAND-BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. 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 WINOLOAD CONSTRUCTION DETAILS. SEE U -BAR NOTE ON SHEET 2 FOR U -BAR INSTALLATION 20 GA END CAP SHEEET 18 GA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SEI q D SHEET NOTE: (5) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS GREATER THAN 12'-0". (3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0'. REVISIONS P4 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 3/8/06 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS i ON SUPPORTING STRUCTURE AND i CLARIFIED NUMBER OF j FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARENOT IMPACT RESISTANT. GRT 6/6/07 1 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2, GRT 4/17/08 i P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXASLICENSE 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 P9 UPDATED TITLE BLOCK z GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION GRT 3/15/11 KEY LOCK OR SLIDE LOCK - 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6" O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/16" TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE TRACK LOCK SHOWN FOR 5. KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE: (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN, SEE SHEET GA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U -BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1" DEPTH. ON DOORS WITH OTHER 6 SECTION OUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS 5 LISTED ON THIS DRAWING. FAT B. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE 8'-0" LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR OOF PITCH ATTACHMENT TO SUPPORTING STRUCTURE. SEE NOTE BELOW 9. 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 VAND-BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. 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 WINOLOAD CONSTRUCTION DETAILS. SEE U -BAR NOTE ON SHEET 2 FOR U -BAR INSTALLATION 20 GA END CAP SHEEET 18 GA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SEI q D SHEET NOTE: (5) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS GREATER THAN 12'-0". (3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0'. REVISIONS P4 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 3/8/06 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS i ON SUPPORTING STRUCTURE AND i CLARIFIED NUMBER OF j FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARENOT IMPACT RESISTANT. GRT 6/6/07 1 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2, GRT 4/17/08 i P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXASLICENSE 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 P9 UPDATED TITLE BLOCK z GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION GRT 3/15/11 NOTE: JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16' TRACK BOLT AND NUT. 01) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT, NO ADDITIONAL HARDWARE NEEDED 0 ATTACH TO TRACK. ALL 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. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'-0" ALL +207.2/-210.4 14'-0" ALL +181.3/-201.6 12'-0" ALL +155.4/-172.8 10'-0" ALL +129.5/-144.0 ne® qY A ir$® ® STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" DATE SIZE: A I NAME TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 3/8/06 JAMB BRACKET SCHEDULE DOOR N0. OF NBRACKETSOFJAMB TRACK LOGAIlQN Ut CENTERUNE OF JAMB BRACKETS MEASURED FROM BOTTOM HEIGHT SECTIONS (EACH JAMB) TYPE OF TRACK (ALL DIMENSIONS f 2") 7'-0" 4 5 DI JB), 13' (01), 25-1 2" (JB), 34' JB), 45-1/4" (01), 63" (JB) 7'-0' 4 6 FAT JB). 10" (JB), 21-3/4" (JB), 29-3/4 (JB), 42" (JB), 63-1/4 (JB) 8'-0" 5 8 CI JB), 13' (01), 23" (JB), 34" JB), 47-1/4' 01), 58" (JB), 67" 01), 75" (JB) 8'-0" 5 8 FAT JB), 10' (JB), 21-3/4- B), 29-3/4- (JB), 48" (JE), 57-t 4' (JB), 66' (JB), 75-1/2- JB 8'-0" IGH LIFT OOF PITCH SEE NOTE BELOW NOTE: JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16' TRACK BOLT AND NUT. 01) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT, NO ADDITIONAL HARDWARE NEEDED 0 ATTACH TO TRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'-0" ALL +207.2/-210.4 14'-0" ALL +181.3/-201.6 12'-0" ALL +155.4/-172.8 10'-0" ALL +129.5/-144.0 ne® qY A ir$® ® STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" DATE SIZE: A I NAME TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 3/8/06 GRT IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CHECKED 4/6/06 MRB MODELS 5120/6100/9100 WINDLOAD SPECIFICATION OPTION CODE 0230 SHEET 1 ,OF 2 IISON of OVERHEAD DOOR COR PENSACOLA°FORIDA 32514 850 474-9890 DRAWING PART NO. 318960 REV. P10 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 THRU END CAP AT WITH (2) 1/4-14x5/8' EACH END WITH (2) 1 /4-14x7/8' CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCREWS FOR STANDARD TRACK AND (3) 0 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK 13 GA ROLLER SLIDE ATTACHED TO U -BAR ATTACHMENT NOTES PRE -PUNCHED HOLES IN TOP OF U -BAR PLACE U -BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x3/8" CRIMPTTE SCREWS. THE (8) PRE -PUNCHED HOLES EACH END USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-140/8" SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED DETAIL B AND D THUS SHEET), (2) 1/4-145/8' CRIMPTITE EXCEPTION: U -BAR PLACED OVER TOP WITH (4) 1/4-14x5/8" / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF CRIMPTITE SCREW APPROXIMATELY 8" FROM EACH END. FOR BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-14x7/6" SELF DRILLING ATTACHED) 1 U -BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) .. CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U -BAR 12'-0", THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING NOTE, DUE TO CLEARANCES REQUIRED TO 2" NYLON STORMGARD INSTALL SCREWS AT THE ENDS OF THE ROLLER WITH Q• U -BARS, ALL U -BARS SHALL BE 4-1/2" STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLIDES AND TOP SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF FIXTURE ON THE U -BARS. SEE EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U -BAR OVER WITH (6) 1/4-2025/8" INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF WITH )) L 1 CRIMPTITE SSCREWSTHRU WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (1 THRU FLANGE TOP LEAF, AND 1 OF U -BAR AND BOTTOMWHICHISFIELDINSTALLEDELOIHINGELEAFAND1THRUTHRUPRE -PUNCHED HOLE - WEB OF U -BAR AND IN U -BAR) INTEGRAL RIB OF SECTION) DETAIL C 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH 3) 1/4-14x5/8" PLACE U -BAR OVER INTEGRAL RIB WITH CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-140/8" SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-14x7/8" SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM - BOTTOM OF THE BOTTOM U -BAR AT U -BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-147/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-204/8" DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. ax3/4' MIN STAINLESS SCREWS WITH STAINLESS - BACKED RUBBER WASHERS 3-1/2" O.C. MAX 1/8" BEAD GE / ACSSG4000I 1 SG4000AC , ISTRUCTURAL SEALANT DR Lplakrll' USED ONLY ON IMPACT - 1 GLAZED SECTION - 11 GA REINFORCEMENT BRACKET ATTACHED WITH (4) 1/4-14x7/8" , SELF DRILLING CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U -BAR) 18-a wel 1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J -STRUT & OPERATOR BRACKET. NOTE. J -STRUT & SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED H r HNOTE 2 SHEET 1 ATTACH BOTTOM BRACKET _ TO BOTTOM U -BAR WITH (2) ( 1/4-14x7/8' SELF DRILLING / CRIMPTITE SCREWS IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3", 18 GA, 80 KSI U -BARS LOCATED OVER INTEGRAL RIBS AS SHOWN -- 4) SECTION DOORS WITH (5) 3", 18 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) 1/4-14x5/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-147/6" SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP (EXCEPT BOTH U -BARS ON BOTTOM SECTION - SEE DETAIL B AND D THUS SHEET), (2) 1/4-145/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-145/8" CRIMPTITE SCREW APPROXIMATELY 8" FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0', THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U -BAR EXCEPT BOTH U -BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) .. SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0", THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U -BAR EXCEPT BOTH U -BARS ON BOTTOM SECTION NON-STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH, OUTER WINDOW TRIM 2, WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER 1/4' POLYCARBONATE 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 1/4-1425/8" CRIMPTITE SCREWS. REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U -BAR FASTENER TWE 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 3/8/06 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. GRT 6/6/07 BRACKET SCHEDULE FOR FAT OPTION.ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXASLICENSE 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 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDEO LONG PANEL LAZING OPTION GRT 3/15/11 3. 18 GA U -BARS SHALL BE STAMPED "46" APPROXIMATELY B" FROM EACH END. FACER STEEL II STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A Wag® DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" DATE NAME TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 3/8/D6 GRT JOHN E. BCA TES, PE NON-STRUCTURAL Balton IMPACT/CYCLIC RATED (YES/NO): YES IMAX SECTION HEIGHT: 21" CHECKED 4/6/06 MRB 3121 FAIRGATE DR. DECORATIVE INNER / MODELS 5120/6100/9100 SHEET 2 OF 2 CARROLLTON, Tx 75007 WINDOW TRIM A DIVISION OF OVERHEAD DOOR CORPFLPE51737TxPE56306/F2203DRAWING PART NO. REV. 3395 ADDISON PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR TAI PENSACOLA, FLORIDA 132514 WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10VERIFICATIONOFvnNDlOADCONSTRUCTIONDETAILS. (850) 474-9890 SPLICE PLATE LOCATION e SEE SCHEDULE 14" MAX 12" MAX 12" MAX 12" MAX 12" MAX CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE 12" MAXT RACKV 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 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF NINDLOAD CONSTRUCTION DETAILS. 13 GA MIN CONTINUO( 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- RSW0.28" 2 13 GA MIN CONTINUOUS WALL ANGLE TYPICAL CLIP BOLTING DETAIL TYPICAL CLIP RIVETING DETAIL TYPICAL CLIP WELDING DETAIL TRACK 3) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT 11 GA MIN CLIP SEE SCHEDULE 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK DESIGN PRESSURE CHART MAX 46.0 PSF/-52.0 PSF DOOR MAX.PSF WIDTH DRAWN 8/21/07 GRT 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF REVISIONS 2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT JPDATED 3PJ 6/11/03 3 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. ADDEDMODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. GRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE k CLIP SCHEDULES, DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE q8 CLIP (REPLACED WITH q9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRS 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. GRT 12/11/08 P10 UPDATED TITLE BLOCK CRT 6/2/10 9'-0" 46.0 PSF/-52.0 PSF 1:1® Balton I DATE NAME DRAWN 8/21/07 GRT CHECKED 8/21/07 MR8 SHEET 1 OF 2 3395 ADDISON DRIVE PEN ( 850)A474- 9890 32514FLRIDATRACK DRAWING PART NO. 307494 REV. P 10SUPPL_ E M E N T CHART 2 3/4" t1" EDGE DIST E60XX MIN/ l/8 1/8 22 224 MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL \ 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL d.. WITH MIN. (1) 1/4-20x7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING d a d. a d a ° a n CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIRCATE DR. CARROLLTON. TX 75007 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF `MNDLOAD CONSTRUCTION DETAILS. 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 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP MIN 3/16" THICK CLIP STEEL FOR MOUNTING 5/16" x 1-5/8" WALL ANGLE LAG SCREW OR WITH DECATRIM EQUIVALENT INTO THICK MIN 2 x 6 N0.2 TRACK CLIP SPF (G=0.42) OR _ BETTER AT EACH 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 d.. WITH MIN. (1) 1/4-20x7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING d a d. a d a ° a n CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIRCATE DR. CARROLLTON. TX 75007 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF `MNDLOAD CONSTRUCTION DETAILS. 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 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP MODELS 5200 8000 8024 CLIP AND SPLICE PLATE SCHEDULE DOOR, HEIGHTHELGHT MODELS 8024/8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOOR HEIGH 7'-0" 5, CLIP #'S FROM BOTTOM TO TOP SPLICE PLATE # 7'-0" 7, 9, 9, 9, 9, 11 5, 6, 6, 16 8'-0" 7, 9, 9, 9, 9, 11, 11 9'-0" 5, 6, 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 10'-0" 5, 18 10'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13 11'-0" 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 22 114-0' " 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 _d MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOOR, HEIGHTHELGHT THICK DOOR HEIGHT S' FROM BOTTOM TO TOP PLASPLICE TE # 7'-0" 5, 6, 6, 7, 7, 9 4, 4, 5, 12 8'-0" 5, 6, 6, 7, 7, 9, 9 4, 4, 12 9'-0" 5, 6, 6, 7, 7, 9, 9, 9 4, 14 10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 4, 14 11'-0" 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" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 18 MODELS 6100/8300/8700 MODELS 91 00 9400 1-3/8" THICK TO 1-5/8" THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICPLATE # CLIP S FROM BOTTOM TO TOP SPLICPLATE # 7'-0" 4, 4, 4, 4, 5, 6 4 6 9'-0" 4, 8 8'-0" 4, 4, 4, 4, 5, 6, 6 4, 4, 4, 4, 4 6 8 9'-0" 4, 4, 4, 4, 5, 6, 6, 78 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 14'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 REVISIONS 2 2 INCH RACK -CLIPS -TEXAS TALL ANGLE 12 FOOT PDATED PJ 6/11/03 3 UPDATED FORMAT. JCREASED ALLOWABLE RESSURES TO 46.00/-52.00 PSF FOR LL DOORWIDTHS. HANGEO 'TEXAS WALL NGLE' TO 'CONTINUOUS TALL ANGLE". ADDED UBSTRATE MOUNTING ETAt L, CHANGED TO ITEN HD ANCHORS RT 4/2/07 4 CHANGED FORMAT. DDED MODELS 9800 ND 8024 NTH OVERLAY O TRACK CLIP CHEDULE. RT 8/21/07 5 UPDATED MODELS ISTED IN CHARTS. iPDATED SPLICE & CLIP CHEDULES. ILP 9/06/07 6 UPDATE MOUNTING DETAIL DRAWINGS. RT 10/05/07 7 UPDATED CHARTS TO LIMINA TE THE USE OF HE #8 CLIP (REPLACED 4TH #9 ACROSS THE GARD). SLP 10/24/07 8 UPDATED STEEL IOUNTING DETAIL IRB 04/11/08 9 EXPANDED 1-1/2" TO 3/8" DOOR THICKNESS HART UP TO 14' HIGH. RT 12/11/08 10 ADDED MODEL 8700. iPDATED TITLE BLOCK RT 6/2/10 MODELS 91 00 9400 9600 9700 9800 1 THICK HEIGHT CHECKED 8/21/07 MRB CLIP #'S FROM BOTTOM TO TOP SPLICPLATE # 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 10'-0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 REVISIONS 2 2 INCH RACK -CLIPS -TEXAS TALL ANGLE 12 FOOT PDATED PJ 6/11/03 3 UPDATED FORMAT. JCREASED ALLOWABLE RESSURES TO 46.00/-52.00 PSF FOR LL DOORWIDTHS. HANGEO 'TEXAS WALL NGLE' TO 'CONTINUOUS TALL ANGLE". ADDED UBSTRATE MOUNTING ETAt L, CHANGED TO ITEN HD ANCHORS RT 4/2/07 4 CHANGED FORMAT. DDED MODELS 9800 ND 8024 NTH OVERLAY O TRACK CLIP CHEDULE. RT 8/21/07 5 UPDATED MODELS ISTED IN CHARTS. iPDATED SPLICE & CLIP CHEDULES. ILP 9/06/07 6 UPDATE MOUNTING DETAIL DRAWINGS. RT 10/05/07 7 UPDATED CHARTS TO LIMINA TE THE USE OF HE #8 CLIP (REPLACED 4TH #9 ACROSS THE GARD). SLP 10/24/07 8 UPDATED STEEL IOUNTING DETAIL IRB 04/11/08 9 EXPANDED 1-1/2" TO 3/8" DOOR THICKNESS HART UP TO 14' HIGH. RT 12/11/08 10 ADDED MODEL 8700. iPDATED TITLE BLOCK RT 6/2/10 aynI DATE NAME Y® Dalt DRAWN 1 8/21/07 GRT CHECKED 8/21/07 MRB SHEET 2 OF 2 3395 ADDISON DRIVE PEN( 850) A474o959032514 DRAWING PART NO. 307494 REV. 1 P10TRACKSUPPLEMENTCHART Classic -Craft" and 'Benchmark by Therma-Tru" 68" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes. 1. This product anchoring drawing has been developed in compliance with the 2010 Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for saes, specifications and ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installation instructions of ANSI/ AF&PA NDS 2005. All other fastener types to be installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener manufacturer but in no instance shall they be less than shown in this drawing. 5. Where shims are used, they must. be a "rigid / stiff' material that complies with the requirements of the 2010 FBC, 6. Positive and negative design pressure requirements for use with this drawing shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions not covered by this drawing are subject to further engineering analysis. i 105.50" MAX. OVERALL FRAME WIDTH 1Y-2 3 5 5 5 TABLE OF CONTENTS SHEET If DESCRIPTION 1 Typical elevations, design pressures & general notes 2 Buck anchoring 3 Frame anchoring 4 Frame anchoring & bill of materials 5 Horizontal & verfical crass sections 6 Vertical cross sections i 105.50" MAX. OVERALL FRAME WIDTH 1Y-2 3 5 5 5 6 6 6 6 6 6 DOUBLE W/ SIDELITES OXXO MAX DESIGN PRESSURE 47.0 -47.0 37.50' MAX. OVERALL WIDTH j 1 I I p V- 1 I I I I I I 1 5 Om 5t5 4 133 I I I 1 I I I I I I 1 I I 5 A JJ' 6 6 6 6 6 6 DOUBLE W/ SIDELITES OXXO MAX DESIGN PRESSURE 47.0 -47.0 37.50' MAX. OVERALL WIDTH 4eI i li5 Om 5t5 it i' i' li it 'i o A JJ' SINGLE X MAX DESIGN PRESSURE 77.0 -77.0 74.50" MAX. OVERALL WIDTH t 2 3 5 5 5 DOUBLE XX MAX DESIGN PRESSURE 47.0 -47.0 68.50" MAX. OVERALL WIDTH 1 2 3 5 5 5 SINGLE W/ SIDEUTES 0X0 MAX DESIGN PRESSURE 47.0 -47.0 53.00' MAX. OVERALL WIDTH 2 Y 3 L1 5 5 SINGLE W/SIDELITE OX MAX DESIGN PRESSURE 47.0 -47.0 LOCK HARDWARE MFG 8 SERIES KWIKSET SIGNATURE SERIES LArCH KWIKSEr SIGNATURE SERIES 780 DEAD80LT DATE 2121112 scA.E: N.T.S. DWG. er: JK GHK. ar: LFS DRAWING NO.: FL -15225.1-68 SHEET _L OF 6 f NOTES: 1. 1/4" Elco Concrete screws anchoring 2x buck require a minimum 1"clearance to masonry edges, a 1-1/4" minimum embedment and a minimum 4" clearance to adjacent concrete screws. Substitution of equal concrete screws from a different supplier may have different edge distance and center distance requirements. Concrete screw locations at the corners, at mullion locations, and at astragal locations may be adjusted to maintain the minimum edge distance to mortar joints. If concrete screw locations noted as "MAX. ON CENTER" must be adjusted to maintain the minimum edge distance to mortarjoints, additional concrete screws may be required to ensure the maximum on center dimension is not exceeded. 2. 2X buck min. S. G. z 0.55. i v 4 MASONRY OPENING TYP. HEAD JAMBS SEE NOTE 1 z 2X BUCK v Uo AM 2121112 WAM. N.T.S. AG. BY, JK HK BY, LFS xawu+c NO.: FL -15225.1-68 3tM2 OF 6 i rc N 4 4" 4" 4. IV TIIIIi1 II 4 II I f II I I I I t I MASONRY 4 II MULLION II 111SHOWNFORIIMULLION MASONRYJ_4 I I `MULLION SHOWN FORII OPENING TYP. 11 REFERENCE II SHOWN FOR II OPENING TYP II REFERENCE I HEAD II REFERENCE 1I aW HEAD 11 II JAMBS II II II JAMBS 2X BUCK SEE NOTE 1 II II II II II SEE NOTE 1 Il DOUBLE DOOR BUCK ANCHORING i i II I I x 2X BUCK y> II it II II ASTRAGAL I I I I II I I SHOWN FOR I I rn I I JAMBS II I (I REFERENCE II II II II II II zo II II II p1 II Ii 1 I I II DOUBLE W/SIDELITES SINGLE W SIDELITE 2X BUCK i i II BUCK ANCHORING BUCK ANCHORING NOTES: 1. 1/4" Elco Concrete screws anchoring 2x buck require a minimum 1"clearance to masonry edges, a 1-1/4" minimum embedment and a minimum 4" clearance to adjacent concrete screws. Substitution of equal concrete screws from a different supplier may have different edge distance and center distance requirements. Concrete screw locations at the corners, at mullion locations, and at astragal locations may be adjusted to maintain the minimum edge distance to mortar joints. If concrete screw locations noted as "MAX. ON CENTER" must be adjusted to maintain the minimum edge distance to mortarjoints, additional concrete screws may be required to ensure the maximum on center dimension is not exceeded. 2. 2X buck min. S. G. z 0.55. i v 4 MASONRY OPENING TYP. HEAD JAMBS SEE NOTE 1 z 2X BUCK v Uo AM 2121112 WAM. N.T.S. AG. BY, JK HK BY, LFS xawu+c NO.: FL -15225.1-68 3tM2 OF 6 i rc N II II a 4 II MASONRY 1 OPENING TYP. HEAD I I I JAMBS ASTRAGALll- F SEE NOTE t SHOWN FOR 2X BUCK—/II REFERENCE I p NZ aW II sZ II wC II Cn i oII II II Il DOUBLE DOOR BUCK ANCHORING MASONRY 4 i I NOTES: 1. 1/4" Elco Concrete screws anchoring 2x buck require a minimum 1"clearance to masonry edges, a 1-1/4" minimum embedment and a minimum 4" clearance to adjacent concrete screws. Substitution of equal concrete screws from a different supplier may have different edge distance and center distance requirements. Concrete screw locations at the corners, at mullion locations, and at astragal locations may be adjusted to maintain the minimum edge distance to mortar joints. If concrete screw locations noted as "MAX. ON CENTER" must be adjusted to maintain the minimum edge distance to mortarjoints, additional concrete screws may be required to ensure the maximum on center dimension is not exceeded. 2. 2X buck min. S. G. z 0.55. i v 4 MASONRY OPENING TYP. HEAD JAMBS SEE NOTE 1 z 2X BUCK v Uo AM 2121112 WAM. N.T.S. AG. BY, JK HK BY, LFS xawu+c NO.: FL -15225.1-68 3tM2 OF 6 i rc N I I i t F ci nz o a 7 I p NZ aW7-5 I I `MULLION MASONRY 4 i I SHOWN FOR I I y> OPENING TYP I I REFERENCE I I gz, o, . ,, a E HEADII II u i `o a * JAMBS 119 8 o S SEE NOTE 1 I I 8 gm gW 2X BUCK i i II I I a c i aYII MULLION rn" I I II rn oI SHOWN FOR p oIREFERENCEII II II II II II II 8 o o SINGLE W/SIDELITES BUCK ANCHORING U m o a NOTES: 1. 1/4" Elco Concrete screws anchoring 2x buck require a minimum 1"clearance to masonry edges, a 1-1/4" minimum embedment and a minimum 4" clearance to adjacent concrete screws. Substitution of equal concrete screws from a different supplier may have different edge distance and center distance requirements. Concrete screw locations at the corners, at mullion locations, and at astragal locations may be adjusted to maintain the minimum edge distance to mortar joints. If concrete screw locations noted as "MAX. ON CENTER" must be adjusted to maintain the minimum edge distance to mortarjoints, additional concrete screws may be required to ensure the maximum on center dimension is not exceeded. 2. 2X buck min. S. G. z 0.55. i v 4 MASONRY OPENING TYP. HEAD JAMBS SEE NOTE 1 z 2X BUCK v Uo AM 2121112 WAM. N.T.S. AG. BY, JK HK BY, LFS xawu+c NO.: FL -15225.1-68 3tM2 OF 6 i rc N C" p» "E" n ° C I6 N Oi IN 3" w SHOWN FOR PAIRS 30 TYP. W/2X BUCK INSTALLATION M of VW/1X BUCK INSTALLATI(5NJJ TYP. HEAD & JAMBS MULLION aI I SEE NC:1 T o a cn SHOWN FOR - e i - REFERENCE W r^j = x d Cu,) w In K r2X BUCK INSTALLATION LJ IX - BUCK INSTALLATION P HEAD & JAMBS - E NOTE -1 — SEE NOTE 1 SEE n a W f 6 DETAIL "4" 6 1 SEE I a 16V) DETAIL N N 5 12 SEE NOTE 1 1 6» T = 1 D' A" 63' 1 I6 N MULLIONT w SHOWN FOR REFERENCE W/2X BUCK INSTALLATION M of VW/1X BUCK INSTALLATI(5NJJ TYP. HEAD & JAMBS SEE NOTE 1 SEE NC:1 r1 u DETAIL "2" VIEW "C" -"C" SINGLE DOOR W/SIDELITES VIEW "E" -"E" VIEW 'b" -'b" SINGLE DOOR W/SIDELITE VIEW SHOWN W/ O"ON& CORRUGITO FASTENOM ff M 130 (M ALL SIDaUr TO DOOR JAMB CONNECTIONS) NOTES: 1. 1 /4" ITW concrete screws anchoring frame and/or sill require a minimum 2-1/2" clearance to masonry edges, a 1-1/4" minimum embedment and a minimum 3" clearance to adjacent concrete screws. Substitution of equal concrete screws from a different supplier may have different edge distance and center distance requirements. Concrete screw locations at the comers, and at mullion locations, may be adjusted to maintain the minimum edge distance to mortar joints. If concrete screw locations noted as "MAX. ON CENTER" must be adjusted to maintain the minimum edge distance to mortarjoints, additional concrete screws may be required to ensure the maximum on center dimension is not exceeded. 2. 3/16" ITW concrete screws anchoring frame and/or sill require a minimum 2-518" clearance to masonry edges, a 1-1/4" minimum embedment and a minimum 2-1/4" clearance to adjacent concrete screws unless otherwise noted by concrete screw manufacturer. 3. The sidelite is direct set into the jamb with (12) #8 x 2" pfh. wood screws. There are (4) at each verticoljamb, from the top down at 13.5", 31" 48.5" & 66". There are (2) at the header at 4" from the outside comers of the frame. There are (2) at the sill, 4" from the outside corners, 4• For optional sidelite construction with staples, sidelite is direct set into the jamb with (4) 7/6" X 13/4" 16 ga. staples along each jamb (6" from ends and equally spaced thereafter). 1 4 W/2X BUCK INSTALLATION W/1X BUCK — B INSTALLATION TYP. HEAD & JAMBS SEE NOTE 1 — SEE NOTE 1 a o 16 SEE 5 - DETAIL "1 " . n + o z a a a SINGLE DOOR VIEW W/2X BUCK 2 O INSTALLATION D 8 Ei W/1X BUCK 11 INSTALLATION 0 SEE NOTE 2 DETAIL "6" DETAIL W/2X BUCK 2 INSTALLATION B W/1X BUCK INSTALLATION 12 1 0 1 C SEE NOTE 1 1 1 DETAIL "I' DETAIL "4'" DATE: 2121172 SCALE: N.T.S. DWG. BY: JK CHK. BY: LFS 3 DRAWING NO.: D FL -15225.1-68 SHEET _L OF 6 INM oN C" 6" PAIRS 30 of A" w o C o 3" TYP. " ° N $ N 3 3 J 3" 6" f` 3" 3 3" 3" .^ o z " o o N zL -i f--6" 1 Ea pz M. T- 00 I II II 1 II I 1 II SEE NOTE 311 II _ A10 SHEET 3 II SEE DETAIL "3" STEEL II I ASTRAGAL-' }; II MULLION STEEL SHOWN FOR II SHOWN FOR STEEL 1 REFERENCE II REFERENCE 2 ONLY II STEEL 3 II SEE NOTE 1 STEEL SHEET 3 76 16X16 5 II 5II II II STEEL C" "E" VIEW ''C" -"C" DOUBLE DOOR W SIDELITES I I I I I I W/2X BUCK vNT- N_ E `= 72g -SEE DETAIL I ao$ EINSTALLATIONNSTALLATIONIIW/2X BUCK x W/1X BUCK NSTALLATION vW/1X BUCK TYP. HEAD ASTRAGINSTALLATION o o JAMBS w SHOWN FOR IITrP. HEAD & SEE NOTE. 1_ REFERENCE II SEE NOTE 1 JAMBS SHEET 3 = ONLY II - € v II SHEET 39T -f SEE $ SEE NOTE 1 II SEE NOTE 1DETAIL "4" ¢ w o SHEET 3 II SHEET 3 SEE as = = o I 16 II 16 DETAIL o SHEETT j o\ II i" csLn 5 I 5 n+ o zo 3 EE NOE1 m q" mm o VIEW "E" -"E" DOUBLE DOOR VIEW A" -'A" o SHOWN W/ OPTIONAL CORRUGATED a a FASTENERS, REMJ30 (TVP. ALL SIDELRE TO DOOR JAMB CONNECDONS) m W/2X BUCK 2 INSTALLATION Item DESCRIPTION Material A10 x 2-1 2 PFH-WOOD-SCREW STEEL B 1 0 X 1-3 4 PFH WOOD SCREW STEEL C 10 X !" PFH WOOD SCREW STEEL 1 10 x 314" LG. PFH WOOD SCREW Hine to Frame STEEL 2 10 x. 2" LG. PFH WOOD SCREW STEEL 3 8 x 2-112" LG. PFH WOOD SCREW STEEL 4 I4- x.2-344- PFH ELCO CONCRETE SCREW STEEL 5 144- x 1-344- ITW PFH CONCRETE SCREW STEEL 9 114" x 3-314", ITW PFH CONCRETE SCREW STEEL 11 3 16" x 3-1 4" ITW PFH CONCRETE SCREW STEEL 12 .1/4 x 3-1 4 ' ITW PFH CONCRETE SCREW STEEL 13 MASONRY - 3,182 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 4" PFH ITW CONCRETE SCREW14" X 2-1MB STEEL 20 4. HEADER JA 656" X 1.25" THERMA-TRU SUGAR PINE SG >= 0.34 WOOD 21 3 4" THK. PRESSURE TREATED SIDELITE PAD WOOD 30 1112" X 1" X 25 GA. CORRUGATED FASTENER STEEL W/1X BUCK INSTALLATION 12 1 C SEE NOTE 1 W/2X BUCK z 3 0SHEET3INSTALLATION 1 W/1X BUCK 11 0 DETAIL "1" INSTALLATION SEE NOTE 2 SHEET 3 DETAIL "3" ATTACH ASTRAGAL THROW BOLT w B STRIKE PLATE TO FRAME AS SHOWN. 1 C z DATE: 2121112 SCAU. N.T.S. 1 Dwc. BY: JK DETAIL "4" CHK. ar: LFS 3 Druwu+c No: ° 0 FL -15225.1-68 SHEET 4 OF 6 n 2-1 /7' MIN. FROM 2-1 /2" MIN. FROM 13 MASONRY EDGE MASONRY EDGE — TYP) ITYP.) E m1XBUCK ACU y MASONRY EDGE MASONRY EDGE z w •m a 9 N A p z 4 m z n INTERIOR EXTERIOR A D 2X BUCK INTERIOR EXTERIOR 1 HEAD JAMB y A N 2 HEAD JAMB 5 To Ix sub -buck 3 HEAD JAMB To wood frame 5 To 2x sub -buck Inswing shown Kzz Inswing shown 13 2X BUCK INTERIOR INTERIOR I"MIN. FROM t" MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) TYP.) A m0: O. • p 4 4 m A D 2X BUCK h w y A N INTERIOR 3 HEAD JAMB 5 To 2x sub -buck EXTERIOR Kzz V A O .... 25" MAX. O r — SHIM SPACE 1.15" MIN. EMB. 125" MIN. EMB. TYP. 4 VERTICAL SIDE JAMB To 2x sub -buck Inswing shown I"MIN. FROM t" MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) TYP.) 13 p 4 2 m 2X BUCK h w y A N INTERIOR EXTERIOR 3 HEAD JAMB 5 To 2x sub -buck Inswing shown N EXTERIOR JLo-15"MIN. C -SINK 0.25' MAX. SHIM SPACE 1.15' MIN. EMB. 5 VERTICAL SIDE JAMB To wood frame Inswing shown M o - u z ! z DAA: 2121112 i WALL N.T.S. DWG. BY: JK CHK. BY. LFS 3 DRAWWG NO.: FL -15225.16slicer5Gr6 z 2-1/2" MIN. FROM 2-1/2"MIN. FROM MASONRY EDGE MASONRY EDGE -.- pp.) (TYP.) r1-\ VERTICAL CROSS SECTION 6 Inswing configuration INTERIOR EXTERIOR 2-1/2" MIN. FROM 2-1/2" MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) (TYP.) 4 VERTICAL CROSS SECTION 6 Inswing configuration EXTERIORy;7A6 jg INTERIOR 2-1/2" MIN. FROM 2-1/2" MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) (TYP.) VERTICAL CROSS SECTION 6 Outswing configuration EXTERIOR z f m INTERIOR 2-1/2" MIN. FROM 2-1/2" MIN. FROM MASONRY EDGE MASONRY EDGE — TYP.) (TYP.) S-' VERTICAL CROSS SECTION d Outswing configuration S EXTERIOR INTERIOR za 2-1/2" MIN. FROM 2-1/2" MIN. FROM r- MASONRY EDGE — MASONRY EDGE TYP.) (TYP.) 6 VERTICAL CROSS SECTION 6 Outswing configuration DATE: 2121112 2 scv.E: N.T.S. owc. er: JK m HK BY: LFS ? AW. NO.: m m FL -15225.1-68 0 SHEETOOr 6 N J R °A Nas w o INTERIOR EXTERIOR a z hU a_ o2m Sc 20 z o i zo 89m5E$o 2112 a` E O yyE d 2-1/2" MIN • FROM 2-1/2" MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) (TYP.) cc 3-"\ VERTICAL CROSS SECTION w in to N EXTERIOR INTERIOR za 2-1/2" MIN. FROM 2-1/2" MIN. FROM r- MASONRY EDGE — MASONRY EDGE TYP.) (TYP.) 6 VERTICAL CROSS SECTION 6 Outswing configuration DATE: 2121112 2 scv.E: N.T.S. owc. er: JK m HK BY: LFS ? AW. NO.: m m FL -15225.1-68 0 SHEETOOr 6 N Florida Building Code Online Pagel of 3 Comments Archived C"I Product Manufacturer Therma-Tru Corporation Address/phone/Email 118 Industrial Drive Edgerton, 01-143517 . 419) 298-1740 rickw@rwbldgconsultants, com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative b68iYHQ1#@ A04,U1kItBNir PP1ttT1Y3 yDH5 . SO pTd9PJF DepartneW(. 1 , . Mal Regulation BCIS Home Log In 1 User Registation Hot TopTcs 4 Product Approval i. USER' Public User Submit Surcharge Stats &Facts Publications FBC Staff 13CIS Site Map L!nks S orch licemeefndendy' fiegulzte feutyiPtoluct Acoroval Meru > Product or Application Search AppAicatlon LIS > Appllcatlon Dekall Subcategory Swinging Exterior Door Assemblies FL Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Application Type Revision d2014 Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. Application Status Approved Comments Archived C"I Product Manufacturer Therma-Tru Corporation Address/phone/Email 118 Industrial Drive Edgerton, 01-143517 . 419) 298-1740 rickw@rwbldgconsultants, com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer W Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE -43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. I Validation Checklist - Hardcopy Received Certificate of independence 71-15000 R2 COI Certificate Of Indeoendence.Qdf Referenced Standard and Year (of Standard) Standard Year AAMA/WD MA/CSAi 01/I. S, 2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15000 R2 Eouiv FL - 15000 Equiv of Standards.odf https://www.floridabading.org/prlpr_app_dtl. aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 8/31/2015 Florida Building Code Online Sections from the Code Page 2 of 3 Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or X0, OXO, XX, OXXO Configurations) Limits of Use, Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 1I INST 15000.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.1)df additional use limltations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "T' part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b, "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or X0, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.2,odf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sldelltes, which have been stained or painted within 6 months of Installation.) 150003 c. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes 171-15000 RZ II INST 15000.3.0 Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E, 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.3,bdf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.4 d. "Fiber -Classic" or "Smooth -Star" S'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.4.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.4,1)df additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https://www.floridabuilding org/prlpr_app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 8/31/2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.Ddf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors, which have been stained or painted within 6 months of installation.) Page 3 of 3 15000,6 f. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.6.adf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.DdF additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors, which have been stained or painted within 6 months of Installation.) Back Next Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. 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Product Approval Accepts: ON o9® Creditsr https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquS73 Fr2ZyiPo... 8/31/2015 THERMAI THERMA TRU DOORS 118 INDUSTRIAL 0R,, EDGERTDN, OH 43517 FIBER CLASSIC"/ "SMOOTH STAR" 8'0 OUTSWING w/ & w/OUT SIDELITES FIBERGLASS DOOR NON -IMPACT' GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code FBC) structural requirements including the "High Velocity Hurricane Zone" MVHZ), 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond Wall dressing or stucco. 3. When used in the "HVHP' thls product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHi` requiring wind home debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be The same as that shown fora: buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a ricensed engineer or registered architect. 7. Outswing configurations using coastal sal item #39 under active doors, and all sills used under inactive doors, meet water intiltration requirements for"HVHZ". e. Outswing conflgurations using silt item # 19 under the door do not meet the water infiltration requirements for the'NVHZ" and shall be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 37.50"MAX. OVERALL WIDTH 5 D It 105.50' MAX. OVERALL FRAME WIDTH 3 5 SINGLE OUTSWING LINR X SEE OEfAN. bE5CGN't?RES UftE RATJNG: . SHEEr 6 5 DOUBLE W/SOELIE UNrf oOUTSWING oxx 47.0 47.0 +60.0 -60.0 74.50' MAX. OVERALL FRAME WIDTH 47.0 47.0 +60.0 -60.0 5 1> SE SEE R rrnn M 6850' MAX. OVERALL WIDTH 9 0 raNn w z SCALL N.T.S. DWG. BY.. JK CHIC or. LFS DRAWING N0: FL -15000.3 sHEtr T OF 12 bE5CGN't?RES UftE RATJNG: . UNfLTYPE Wfl'HOUC 5ilRF 10E $OCTS INffH SURFi4CP OC:TS SINGLE 67.0 67.0 DOUBLE 47.0 47.0 +60.0 -60.0 SINGLE & DOUBLE WITH SIDELITES 47.0 47.0 +60.0 -60.0 SCALL N.T.S. DWG. BY.. JK CHIC or. LFS DRAWING N0: FL -15000.3 sHEtr T OF 12 36.10° MAX. DOOR PANEL WIDTH 2 2 d 7 a 2 Se o N tfjP D DOOR PANEL Smooth Star INTERIOR 7 HORIZONTAL CROSS SECTION 2J DOOR PANEL 4.037' F- D.336" K LATCH STILE 55 (SMOOTH STAR) t.54S' 1 TOP RAIL _ 54 (SMOOTH STAR) zo o 1.545" 5y_ F r. HINGE ST1LE 57 80TT0M RAILSMOOTHSTAR) (SMOOM STAR) i'' 4tfr mttt m ut 1) 6 644Mz N• oErn zmoo n c z a ao ati EXTERIOR INTERIOR m z tim Oc n j o 0 o a a m 0N zZ iA w yy4 W o o y IT ZO CC ah: 02124112 i SME N.T.S. L 2 1 VERTICAL CROSS SECTION Va. BY, JK2DOORPANEL cHK. er: LFS 3 No.: 11M T5000SHOG'i2 m =7 36,0(Y'MAX. DOOR PANEL WIDTH 17- I1:V Edz 0 DOOR PANEL Fiber Classic 2 HORIZONTAL CROSS SECTION DOOR PANEL 339'— wy EXTERIOR LATCH STILE r, - TCP RAIL f (FIBER CLASSIC) (FIBER CLASSIC) HINGE STILE (-,-) BOTTOM RAIL FIBER —CLASSIC) (FMC) r 1.45" 7 HINGE STILE (-,-) BOTTOM RAIL FIBER —CLASSIC) (FMC) INTERIOR VERTICAL CROSS SECTION DOOR PANEL F- 02124112 zo I -F- N.T.S. T — at. JK m3 Ery: LFS WING NO.; m FL -15000.3 pf mill M.(L ro INTERIOR VERTICAL CROSS SECTION DOOR PANEL F- 02124112 zo I -F- N.T.S. T — at. JK m3 Ery: LFS WING NO.; m FL -15000.3 INTERIOR INTERCEPT SPACER 40 41 SEE NOTE 1 5" INSULATED GLASS W/ SMC LITE SME GLAZING DETAIL 13:9375" MAX. PANEL WIDTH 7.125" MAX. D.L.O. WIDTH C 1/2" MIN. s 1/2 GLASS 1/2" MIN. GLASS THK. 40 BITE GLASS THK. EXTERIOR 40 1/8" TEMPERED 3E SIDELITE BLANK SIDE STILE G1 TEMPERED GLASS FINGER JOINTED PONDEROSA PINE, SG=0.43 si 1151 GLASS AIR SPACE h U N •; AIR SPACE 1/8„ 9mo Gg 6-- 25" STEEL 1/8 TEMPERED N R10R INTERCEPT TEMPERED GLASS 8 3a SPACER GLASS 40 29 SEE NOTE 1 5'• INSULATED GLASS W/ PVC LTTE FRAME„ GLAZING DETAIL SEE NOTE 1 EXTERIOR INTERIOR V) UI v) J 2 U m z wcD , aN 6 V a mai O fn 0 SEE NOTE 1 a i HORIZONTAL CROSS SECTION m 3 4 SIDELITE PANEL ED U w 0 2.589" 14 1.676" { N i9 F 5 w o X Q 42 h m a a s \ PLASTIC LfP LITE FRAME r T1 PLASTIC LIP LITE FRAME a P EXTRUDED PVC EXTRUOEO SMC n a w a r a 1.07T o I.W.f 1 VERTICAL CROSS SECTION _ o NOTE: 4 SIbELITE PANEL ' o DUE 02/24/72 i01. Spacing for item X29 & X41 (lite frame screws) - SIDELITE PANEL Smooth Star I 1.53"-{ is as follows: From the bottom up on sides; 6.5", scut: N.T.S. ° 1'531"-{ with (7) more spaced at 9.875" o.c. there are (2) Ij ro i CHK. ar: LFS 3 42 SIDELITE TOP & BOTTOM RAIL 3E SIDELITE BLANK SIDE STILE corner. DRWWG ND. a rrrl FINGER JOINTED PONDEROSA PINE, SG=0.43 si 1151 Nn O n anhUN •; v v 7 E 9mo Gg 6-- z = 8 3a V) UI v) J 2 U m z wcD , aN 6 V a mai O fn 0 SEE NOTE 1 a i HORIZONTAL CROSS SECTION m 3 4 SIDELITE PANEL ED U w 0 2.589" 14 1.676" { N i9 F 5 w o X Q 42 h m a a s \ PLASTIC LfP LITE FRAME r T1 PLASTIC LIP LITE FRAME a P EXTRUDED PVC EXTRUOEO SMC n a w a r a 1.07T o I.W.f 1 VERTICAL CROSS SECTION _ o NOTE: 4 SIbELITE PANEL ' o DUE 02/24/72 i01. Spacing for item X29 & X41 (lite frame screws) - SIDELITE PANEL Smooth Star I 1.53"-{ is as follows: From the bottom up on sides; 6.5", scut: N.T.S. ° 1'531"-{ with (7) more spaced at 9.875" o.c. there are (2) DWG. ai: JK m screws both top and bottom of 2.125" in from each CHK. ar: LFS 3 42 SIDELITE TOP & BOTTOM RAIL 3E SIDELITE BLANK SIDE STILE corner. DRWWG ND. a FlNGER JOINTED PONDEROSA PINE, SG=0.43 FINGER JOINTED PONDEROSA PINE, SG=0.43 N FL -15000.3 0 SHEET 4 GF 12 ., f 48 16 2o_ f 17 m W VERTICAL CROSS SECTION out tionconfiguration sees ggeneral notes, sheetl for"HVNZ" water infiltration requirements I E 43 z SEE NOTE 1 , U ZZO NOL 1. The sidelite is direct set into the jamb with (12) item #43 a #8 x 2" pfh. wood screw. There are (4) at each vertical jamb, from the top down at 13.5", 31", 48.5" & INTERIOR 66". There are (2) at the header at 4" from the outside corners of the frame. there are (2) at the sill, 4" from the outside corners. 2. Optional surface bolt; see design pressure chart sheet 1. z z IA +a 20 ^ OU VERTICAL CROSS SECTION 5 60 ; s $ N'c7 z 6 1, I I s woo x ;sti4::S- 2' r r i u 8 VERTICAL CROSS SECTION out tionconfiguration sees ggeneral notes, sheetl for"HVNZ" water infiltration requirements I E 43 z SEE NOTE 1 , U ZZO NOL 1. The sidelite is direct set into the jamb with (12) item #43 a #8 x 2" pfh. wood screw. There are (4) at each vertical jamb, from the top down at 13.5", 31", 48.5" & INTERIOR 66". There are (2) at the header at 4" from the outside corners of the frame. there are (2) at the sill, 4" from the outside corners. 2. Optional surface bolt; see design pressure chart sheet 1. z z IA +a 20 ^ OU VERTICAL CROSS SECTION 5 60 ; s $ N'c7 z 6 1, r41 VERTICAL CROSS SECTION 5 Outswing configuration see ggXr9l notes, sheen for `HVH2 water infiltratir recuirements 0 DATE: 02/24/12 SCALE N.T.S. DWG. BY. JK CKK. sr: LFS CMWING No.: FL -15000.3 sHEEr 5 OF 12 i x ;sti4::S- 20 30 r i u 8 47 U 7 47 SEE NOTE 2 46 62 INTERIOR EXTERIOI 3 \ VERTICAL CROSS SECTION 5 Shown w/1x sub—buck SEE NOTE 2 46 62 INTERIOR EXTERIOR 47 30 r41 VERTICAL CROSS SECTION 5 Outswing configuration see ggXr9l notes, sheen for `HVH2 water infiltratir recuirements 0 DATE: 02/24/12 SCALE N.T.S. DWG. BY. JK CKK. sr: LFS CMWING No.: FL -15000.3 sHEEr 5 OF 12 i INTERIOR 22 45 `` • •,.... .,• ri ri: 24 8 7 35 ti y1 a n44- a n 27 43 36 o * zz n Z 9l` Om INACTIVE ACTIVE INTERIOR : rr ; IS r mi 10 M It 3E W G1 a Ng m aa 33 13 34 o z 43 SEE NOTE 1 d v, EXTERIOR 9 10 37 o ti 18 a w XTERIOR o a 4 ur HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTIONO m U 49 < z 16 17 U 4 o N oF- 35 45 A , 44 36 46 INTERIOR INTERIO G1 oN a 47 ACTIVE EXTERIOR 33 43 SEE NOTE T 34 DETAIL 'A" 15'MIN. OPTIONAL SURFACE BOLTS IN ACTIVE PANEL w 13 C -SINK (SEE DESIGN PRESSURE CHART) o 0m 48 z i MIN. NOTE.- ATE 02/24/72 EMB: (TYP) SCA-N.T.S. 1. The sidelite is direct set into the jamb with (12) item J43 a J8 x 2" pfh. wood screw. MO. sr: JK i 3 HORIZONTAL CROSS SECTION There are (4) of each vertical jamb, from the top down at 13.5 31", 48.5" & 66. There chic. er: LFS i are (2) of the header at 4" from the outside corners of the frame. there are (2) at the DRAWING Na.: 6 silt, 4" from the outside corners. FL—T5000.3 SHEET 6 or 12 ' cis z 2r 7 t 1-1 j,C MIN. EMB. (TYP.) 2 HORIZONTAL CROSS SECTION 7 i HORIZONTAL CROSS SECT(ON 1-1/4" MIN. EMI3. (TYP) NOTE: E oEW i. The sidelife is direct set into the ;=b with (12) o'rd item #43 a J8 x 1' pfh. wood screw. There are 4) at each vertical jamb, from the top down at 13.5", 31", 48.5' k 66". There are (2) of the header at 4' from the outside corners of the frame. There ore (2) at the sill, 4" from the outside corners. a d 5 z m w tZ o¢ h m z z 0 E 02/24/12 3 dz: N.T.S. 10 BY, JK 'm L BY. LFS 3 srwa Na.: a FL -15000.3 0 ET 7 OF 12 ry N i O` n m m1 f11•1111 h i 0 nUN •• AY y4 U xZ h Eo Vim• ro J!m 5 O c CO V ga d NOTE: E oEW i. The sidelife is direct set into the ;=b with (12) o'rd item #43 a J8 x 1' pfh. wood screw. There are 4) at each vertical jamb, from the top down at 13.5", 31", 48.5' k 66". There are (2) of the header at 4' from the outside corners of the frame. There ore (2) at the sill, 4" from the outside corners. a d 5 z m w tZ o¢ h m z z 0 E 02/24/12 3 dz: N.T.S. 10 BY, JK 'm L BY. LFS 3 srwa Na.: a FL -15000.3 0 ET 7 OF 12 ry MASONRY OPENING 2X MASONRY OPENING CONCRETE ANCHOR NOTES: 1. Concrete onchorlocations at the comers may be adjusted to maintain the min. 2X BUCK edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER' must be adjusted to maintain the mrn. edge distance to mortarjoints, odditionat concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANR;` ARC. 0. 4.. 4.. I II f>"T II II S(ZE:. EMB&DMEN7 MULLION II II rlgnnr+ z dm SHOWN FOR II II Mv Irn ® TAPCON 43 li REFERENCE I{ 1 2" 4 ELCO ® ULTRACON MULLION 1-t4" J t,•, JAMES If SHOWN FOR 1 II II REFERENCE 11 If li IIIl II II 11 II 11 I it F- zA Ij II ASTRAGAL if II fl SHOWN FOR ff nati II II REFERENCE II N d II II II II 1( II II II II II II II II II II II DATE: 02124112 Nd DOUBLE W/SIDELITES BUCK ANCHORING nrrc. er: JK 3 4.. DFAWWG NO, MASONRY OPENING CONCRETE ANCHOR NOTES: 1. Concrete onchorlocations at the comers may be adjusted to maintain the min. 2X BUCK edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER' must be adjusted to maintain the mrn. edge distance to mortarjoints, odditionat concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANR;` ARC. 0. ANCHOR VIN MtN CCEAR4NCE..M..fN CCEAR NCE TYPE''" S(ZE:. EMB&DMEN7 70 MASONRY lOADJpCENT;',; rlgnnr+ z dm Mv Irn ® TAPCON 14" a=° 9m° 2" 4 ELCO ® ULTRACON 3 4 1-t4" J t,•, a" Ar -1--f 8" -11— 4" B VMASONRY49 OPENING TYP. HEAD II JAMBS 6 D Q 2X BUCK -\ IQ p `ASTRAGAL SHOWN FOR X ^ II REFERENCE II II roo II 4" MULLION I I II SHOWN FOR II 49 II REFERENCE II II TYP. HEAD JAMBS II li it 11 II II II II II II II II Il II I II MULLION II SHOWN FOR I I REFERENCE 'I II II 31 If DOUBLE DOOR INSWING BUCK ANCHORING I 17' t MASONRY OPENING 2X BUCK N o Lu rlgnnr+ z dm Mv a V Z a=° 9m° i d e m D. a V\ y 4 0Z i A° vi (y Lu 0 zw n F- zA n ati z ri zzDATE: 02124112 Sr F- N.T.S. mnrrc. er: JK 3CHK. BY. LFS DFAWWG NO, FL -15000.3 0 nSHEET8OF12 m MASONRY OPENING FRAME 2X BUCK-,\ SEE DETAIL "3" VIEW B" --j 1 „A" DOUBLE DOOR W/SIDELITES CONCRETE ANCHOR NOTES: 1. Concrete anchorfocations at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchorlocahons noted as'MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHt>R;:::"` MINs'i: R41VE1 : a;::;;;:.....:::. INfLF;:; C! E#;R 4NC! i TYPE__.• Sli M81;'JSMEfVI, JOhiAS¢NRY.:,,:::. TOADIACENT:' 51 W/1X BUCK lcbGE .:.... 4NCHb s: Irn O iAPCON t/a" 1-1/a" 2" 4" Irn TAPCON® 3/16" t-t/a" 3" 1.1/7' E WOOD SCREW INSTALLATION NOTES: I. Maintain a minimum 5/8" edge distance, I" end distance, & I"o.c. spacing of wood screws to prevent the splitting of wood. x 3" D O C" A„ 7 3„ I I I II E 3„ oIII t3 W/2X BUCK INSTALLATION 51 W/1X BUCK MASONRY INSTALLATION ti TYP. HEADOPENING & JAMBS tip'`/•._ a Jj ijj O O``` N ' n FRAME 43 TYP. 2X BUCK SEE DETAIL N 14 TYP. °5'• SEE — SILL DETAIL "4" 52 TYP. Trp. SEE NOTE I — SILL VIEW "C"—"C" "C" a" VIEW SINGLE DOOR W/SIDELITES 58 59 13 0 30 37 13 DETAIL "1" 70 SURFACE BOLT STRIKE 70 DETAIL "3" AT THE SILL 13 W/2X BUCK INSTALLATION 10 60 W/1X BUCK DEraIL "5.. 43 0 INSTALLATION 30 0 43 50 W/2' BUCK t 3 INSTALLATION 3i W/1X BUCKDETAIL4" = AIL 2- INSTALLATION ASTRAGAL & SURFACE BOLT STRIKE PLATE AT HEAD E•: JK er. LFS MND ND.: FL -15000.3 FT 9 Dr 12 ti tip'`/•._ a Jj ijj 1111 O``` N ' n m U N a o x z° 11 E 0ea w D z VIEW "C"—"C" "C" a" VIEW SINGLE DOOR W/SIDELITES 58 59 13 0 30 37 13 DETAIL "1" 70 SURFACE BOLT STRIKE 70 DETAIL "3" AT THE SILL 13 W/2X BUCK INSTALLATION 10 60 W/1X BUCK DEraIL "5.. 43 0 INSTALLATION 30 0 43 50 W/2' BUCK t 3 INSTALLATION 3i W/1X BUCKDETAIL4" = AIL 2- INSTALLATION ASTRAGAL & SURFACE BOLT STRIKE PLATE AT HEAD E•: JK er. LFS MND ND.: FL -15000.3 FT 9 Dr 12 MASONRY OPENING FRAME 2X BUCK-\ SEE DETAIL "3" VIEW B" — DOUBLE DOOR CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the. comers maybe adjusted to maintain the min. edge distance to mortcrjoints. 2. Concrete anchorlocatiorss noted as "MAX. ON CENTER"must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANENOR ANHbx M1N M1N .tEtRANGE _ MIN CLEARANCE' TYPE; 51IE FA1B 1SMNT 70gSt7NRY TOADfACENT g. ITW TAPCON® 4" m4 TAPCO N 3/16' 1-1/4" 3" 1-1/2" YYVVUJI.RCYY IfVJlMLL/111VIV IVVICJ. 1. Maintain a minimum 5/8" edge distance. 1"end distance, & 1"o.c. spacing of wood screws to prevent the splltling of wood. DETAIL VIEW "C" --"C" MASONRY OPENING FRAM E 2X BUCK--, I_ E'T"'MOL BUCK 1X BUCK STALLATION TYP. HEAD _ JAMBS PU O 4 TYP. SEESILL DETAIL "5" J_ VIEW `A"—`A' C. 1 ,A" m SINGLE DOOR 58 59 m w v 0 13 N zpZ 53 INSTALLATION 30 r o W 2XBU K 12 13 DETAIL "1" Q 10 SURFACE BOLT STRIKE AT THE SILL13 W/2X BUCK10 DETAIL "3" INSTALLATION co W/1X BUCK t0 INSTALLATION DETAIL"5" 30 a SEE NOTE 1 W/1X BUCK 53 INSTALLATION SD are 02 24 12 13 W/2X BUCK sr N.T.S. W/2X BUCK 12 INSTALLATION per, BY: JKINSTALLATION 31 W/1X BUCK CHX. or. LFS DETAIL 4 _"4"4" DETAIL "2" INSTALLATION OPA-NO NO.: ASTRAGAL & SURFACE BOLT FL -15000.3 STRIKE PLATE AT HEAD I SHEET 10 0r 19 . g. Z 11onUN •; o z h; E 1 0 9m° h na M d i r,L LZ ` o m d e E qz J CL C. 1 ,A" m SINGLE DOOR 58 59 m w v 0 13 N zpZ 53 INSTALLATION 30 r o W 2X BU K 12 13 DETAIL "1" Q 10 SURFACE BOLT STRIKE AT THE SILL13 W/2X BUCK10 DETAIL "3" INSTALLATION co W/1X BUCK t0 INSTALLATION DETAIL"5" 30 a SEE NOTE 1 W/1X BUCK 53 INSTALLATION SD are 02 24 12 13 W/2X BUCK sr N.T.S. W/2X BUCK 12 INSTALLATION per, BY: JKINSTALLATION 31 W/1X BUCK CHX. or. LFS DETAIL 4 _"4"4" DETAIL "2" INSTALLATION OPA-NO NO.: ASTRAGAL & SURFACE BOLT FL -15000.3 STRIKE PLATE AT HEAD I SHEET 10 0r 19 . C• • NOTE: 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP AND THE BOTTOM. 0.06Y +— 24A SEE NOTE 1 a IO 0.126" -- + ASTRAGAL DETAIL scum, N.T.S. DWG, er: JK CHK BY: LFS DRAWING NO.: FL -15000.3 SHEET 71 OF 12 d ffff*1111 1yy 11\ ZOO m m' O N •: D V x Z E$ m°o TOP a m D. a V F 5z cao: scum, N.T.S. DWG, er: JK CHK BY: LFS DRAWING NO.: FL -15000.3 SHEET 71 OF 12 if -m DESCRIPTIONDESCIRIPTION hicloriol 1 FIBER CLASSIC (FC) PANEL SKIN .110" MIN. THK. FIBERGLASS BY lHERMA-TRU with yield strength F min. =6,000 psi FIBERGLASS IA MOO1H STAR (SS) PANEL SKIN .070" MIN. THK FIBERGLASS BY wilh yield siren 1h F min. - 000 psi FIBERGLASS 2 FC TOP RAIL WOOD COMPOSITE 3 FC LATCH STILE WOOD COMPOSITE 4 FC HINGE STILE PONDEROSA PINE SG=0A3 WOOD 5 FC BOTTOM RAIL WOOD COMPOSITE 6 POLYURETHANE FOAM 1.9lbs. DENSITY FOAM 7 SHORT REACH COMPRESSION WEATHERSTRIP FOAM 8 LONG REACH COMPRESSION WFATHERSTRF FOAM 9 4" x 4' Hl .097" THK STEEL 10 110 x 314" I.G. AFH WOOD SCREW STEEL it IX WOOD BUCK SG >= 0.55 WOOD 12 110 x 2" LG. PFH WOOD SCREW STEEL IJ J8 z 2-112" PFH WOOD SCREW STEEL 14 114' x 1-3/4' ITW PFH CONCRETE SCREW STEEL 16 2X BUCK SG >= 0.55 WOOD 17 MAX 114' SHIM MATERVL WOOD 18 KWIKSET PASSAGE LOCK - WMW 5ERIE3 19 BUMP FACE THRESHOLD ALUM. 00 10 HEAOER & SILL (P OSA PINE SG=0.43 WOOD 21 STRIKE JAMB PONDEROSA PINE SG=0.43 WOOD 22 HINGE JAMB PONDEROSA PINE SG=0.43 WOOD 23 KWIKSET DEADBOLT - SICNATURE SERIES 780 24 HURRICANE ASTRAGAL ALUMINUM ASTRAGAL FLUSH BOLT - STEEL 243 ASTRAGAL FLUSH BOLT RETAINER ALUMINUM 2710 k 1-1 , LC. PANHEAD SHEET METAL SCREW STEEL 29 6-18 x 1-J 4 11PHILLIPS FLATHEAD SCREW FOR ITEM 3 STEEL 30 SURFACE DOLT STRIKE PLATE - STEEL JI 3116' x 3-f/4' ITN PFH CONCRETE SCREW STEEL 32 1/8 THK. CELLULAR GLAZING TAPE SW -11 TAPE 33 PLAS77C UP UTE FRAME PVC Fw 34 PLASUC LIP LITE FRAME SMC SMC 35 BLANK JAMB PONDEROSA PINE, SG=0.43 WOOD 36 SIDELITE SIDE STU PWFJ?OSA PINE SG=0.43 W000 37 110x 1-314' LG. PFH WOOD SCREW STEEL 39 HIGH WATER DAM THRESHOLD ALUM. 40 SILICONE CAULK DOW 795 SILICONE 41 8-f0 x 1-112' PLASCREW FOR ITEM 34 STEEL 42 SIDELITE TOP & BOTTOM RAIL PONDEROSA PINE, SC 0.43) WOOD 43 B x 2' LG. PFH WOOD SCREW STEEL 44 3 8" x J/ QUARTER ROUND FINGER JOINTED PINE WOOD 45 i' L, x .040 Olk BRAD TRIM NAL STEEL 46 NES SURFACE BOLT 1454 6.0' L x 25' THK. STEEL 47 t14-20 SEX BOLT W1114-20 FEMALE END x -314' L STEEL 48 MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 49 14' x 2-314' PFH ELCO OR RW CONCRETE SCREW STEEL 50 ASTRAGAL STRIKE PIPE STEEL 51 1 4. 3-3 14' ITN AFH CONCRETE SCREW STS 1TW PFH CONCRETE SCREW STEEL 53 1 4 x J-1 4" !i4' PFH CONCRETE SCREW STEEL 54 SS TOP RAIL WOOD COMPOSITE 55 55 LATCH STILE - WOOD COMPOSITE 56 SS HINGE STILE PONDEROSA PINE, SG=0.43 WOOD 57 SS BOTTOM RAL W000 COMPOSUE SB I J/1 6" x 2-114 ITW PFH CONCRETE SCREW STEEL 59 13116' x 2-3/4' ITW PFH CONCRETE SCREW STEEL, 60 3 16 x 3-IL4' I7W PFH CONCRETE SCREW STEEL 62 SPACER - WOOD 4.563'b 1.063" - 4 202} WOOD FRAME 22 35 FINGER JOINTED PONDEROSA PINE, SG=0.43 4563" 2.360" m 1^ h HIGH DAM THRESHOLD 39 ALUMINUM/WOOD THRESHOLD 050" WALL TYP. 19 BUMP FACEBLIMPFACEALUMINUM/WOODTHRESHDLD/WOODTHRESHOLD 050" WALL TYP. NOTE: USE OF THIS COMPONENT DOES NO MEET THE WATER REQUIREMENTS FOR HIGH VELOCITY HURRICANE ZONES 30 SURFACE BOLT STRIKE PLATE (.125" STEEL) 46 SURFACE BOLT (N 525 STEE; 9 Em g cZ rn N v z ^ arF- 02 24/12 SCALE N.T.S. 0wc. er: JK cnK, er: LFS FL -15000.3 swEEr 12 or 12 r RW R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813,659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Category Sub Category Manufacturer Product Name Therma-Tru Corporation Fiber Classic" / "Smooth Star" Exterior Swinging Exterior Door 118 Industrial Drive 8'0 Outswing wl and wlout Sideilies Doors Assemblies Edgerton, OH 43517 Fiberglass Door Phone 419 298-1740 1 "Non -Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation based on Rule Chapter No. 61G20-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is In compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ), 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product Is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shalt be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL -15000.3 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #39 under active doors, and all sills used under inactive doors meet water infiltration requirements for "HVHZ". g, OutsWng configurations using sill #19 under the door do not meet the water infiltration requirements for the "HVHZ" and shall be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FLA 5000.3 for size and design pressure limitations. Supporting Documents.- 1. ocuments. 1, Test Rsoort No. TEL 01460337-A, B,C TEL 01460336-A,B,C STTS00001 115427-107362 ATI 67508.01-106-18 ETC 01-741-10701.0 ETC 01-741.10703-0 ETC 01-741-10593.0 TEL 06-1031-3 TEL 06-1031-4 Test Standard ASTM D195-03,ASTM D1929-96 ASTM D2843-99 ASTM 13635-03, ASTM D1929-96 ASTM D2843-99 ASTM G26-95 ASTM E84 -00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 TestingLaboratorySigned by Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, inc. ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,inc. Testing Evaluation Lab.;inc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. Drawing No. Prepared by Signed & Sealed by No. FL 15000.3 RW Building Consultants, Inc. (CA #9813) r l> "'1 oRa7e., Lyndon F. Schmidt, P.E. Calculations Prepared by signed & Sealed by Anchoring RW Building Consultants, Inc. (CA #9813) a`' -'``< < '= `°rndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. Quality Assurance : W ` Ye Certificate of Participation issued by National Accreditation and Management, Institute, certifying that Therma-Tru Corporation is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53. cs; . • : :';;`:y' Lyndon F. Schmidt, P.E. Ls 3,i ei FL PE No. 43409 Y 2/2/2015 Sheet 1 of 1 n THERMA TRL! DOORS i i e IN --TRIM. DR., EDDERTON, DH 43517 FIBER CLASSIC"/ "SMOOTH STAR" 8'0 INSWING w/ & w/OUT SIDELITES FIBERGLASS DOOR NON -IMPACT' GENERAL NOTES 1. This product has been evaluated and N in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors sholl be as listed and spaced as shown on details- Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected With an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind home debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the FBC. 5, For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buck masonry construction. 6. Site condiffons that deviate from the details of this drawing require further engineering analysts by a licensed engineer or registered architect. 7. This product does not meet the water infiltration requirements for the"HVHT'. Inswing units shall be installed only in non- habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to All fs less than 45 degrees. 105.50" MAX OVERALL FRAME WIDTH 3 5 TABLE Of CONTENTS SHEET# DESCRIPTION T Typical elevations, design pressures & generol notes 2 Door panel details (Smooth star) 3 Door panel details (Fiber classic) 4 Sideite panel details & glazing details 5 Vertical cross sections 6 Horizontal cross sections 7 Horizontal cross sections B Buck Anchoring 9 Frame anchoring 0 Frame anchoring 11 Astragal details 12 Bill of materials & Components 105.50" MAX OVERALL FRAME WIDTH 3 5 E3 M—AC77VE E3 ACTNE 0 i r z 37.50' MAX. OVERALL FRAME WIDTH D D yrcrr AffulyuIUMNAVl SEE DETAIL -A-1 SHEET 6 5 5 DOUBLE W/SIDELITES INSWING UNI OXXO 74.W' MAX*OVERALL FRAME WIDTH IDD SEE DETAIL "A'/ 1 SHEET 6 g DOUBLE INSWING UNIT XX v MA68. DSC1' . X r OVERALL WIDTH D D SEE DETAIL ` SHEET 66 5 5 SINGLE W/51DEL1TES INSWING UNIT OXO m;, —s .ls—MSPWA" cw+ r nrs n M:flsErc«Fgrn1 UFIIil fi`IiQIV€+SE$577$ lY1i6Sg. QBQ T, SINGLE +67.0 -67.0 DOUBLE +47.0 -47.0 +60.0 -60.0 SINGLE a DOUBLE WITH SIDELITES +47.0 -47.0 +60.0 -60.0 n La f O 4 Z e 02/24 12 i a N.T.S, ° 3 GY: JK m L W. LFS 3 MING No.: C FL -15000.4 0 tr 1 of 72 EXTERIOR 36.00' MAX. DOOR INTERIOR PANEL WIDTH 2 I ) HORIZONTAL CROSS SECTION DOOR PANEL 4.037' 23 0.336" 037 - 0.336" 1.545- T DIN rn LATCH STILETOP RAIL SMOOTH STAR) 04 ( SMOOTH STAR) DOOR PANEL Smooth Star 1.16" HINGE S77LE BOTTOM RAIL SMOOTH SMOOTHSTAR) H STAR) EXTERIOR INTERIOR VERTICAL CROSS SECTION DOOR PANEL z6 c 0 02124112 7 IM N.T.S. G. Erf. JK M 1 Fly: LFS WING NO, FL -15000. a OF 12 10 3 ., EXTERIOR 6 J, s INTERIOR 36.00"MAX. HORIZONTAL CROSS SECTION U DOOR 3 PANEL WIDTH DOOR PANEL 2 3 4.022" 335' MIDERE y... U r z Q d 3 LATCH STILE TOP RAIL p ® 3 ( FIBER CLASSIC) 2 ( FIBER CLASSIC) 0 o a DOOR PANEL a Fiber Classic HINGE STILE BOTTOM RAIL 4 ( FIBER CLASSIC) 5( FIBER CLASSIC) EXTERIOR INTERIOR VERTICAL CROSS SECTION 3 DOOR PANEL 1y- 5 m C M n rc"' p- Zig m of °a m Illlll o °» m eq oSi E z o fila rrm1 N m 0_d oz V' a a DATE: 02/24/12 SCALE: N.T.S_ MG. Br: JK niu. Br: LFS 0RAWWG NO.: FL -15000.4 sHcrr 3._ or _12 1(2" GLASS EXTERIOR 25" STEEL INTERIOR INTERCEPT SPACER 40 4 41 SEE NOTE 1 5" INSULATED GLASS W/ SMC UTE FRAME GLAZING DETAIL 13.9375" MAX. PANELWIDTH 7.125" MAX. D.L.O. WIDTH C SEE NOTE 1 Iy7iY.7fiT. ii1 EXTERIOR --- INTERIOR 1 HORIZONTAL CROSS SECTION z4 SIDELITE PANELm r x C7 u = 1 2.152' 4 O i 1A F-126' .. o. 1 PLASTIC LIP LITE FRAME 34 PLASTIC LIP LITE FRAME EXTRUDED PVC EXTRUDED SMC 1.07T' f_ 4 1 VERTICAL CROSS SECTION 11- LL_LJ I t 4 SIDELITE PANEL OTE: I Spacin9 doforitemA29 441 (,eI't f SIDEUTE PANEL Smooth Star I I II 32 SCALE N.T.S. with (7) more spaced at 9.875" o.c. there are (2) 1/2" MIN. 33 1 2. MIN. CHK. BY. LFS Q tom_ LITEBLANK SIDE STILE GLASS THK. ortnwiNc NO.: o 1/7'GLASS BRE GLASS THK. SG -0.43 2 Av9 Q 1/8" EXTERjiQR 40 1/8,. az 3.;..t . x. V' * rU 2=? uTEMPEREDGITEMPEREDz GLASS GLASS o. n AIR SPACE AIR SPACE z °n oo i34 m 25'" STEEL 1/8" l,? t1 9 x=4aTEMPEREDfN7ERINTERCEPTTEMPEREDEam " 9GLASSSPACERGLASS 29 M e` N~ pra a 29 SEE NOTE 1 41 \11 m E o z 5" INSULATED GLASS W/ o cW PVC LITE FRAME GLAZING DETAIL SEE NOTE 1 8 3d SEE NOTE 1 Iy7iY.7fiT. ii1 EXTERIOR --- INTERIOR 1 HORIZONTAL CROSS SECTION z4 SIDELITE PANELm r x C7 u = 1 2.152' 4 O i 1A F-126' .. o. 1 PLASTIC LIP LITE FRAME 34 PLASTIC LIP LITE FRAME EXTRUDED PVC EXTRUDED SMC 1.07T' f_ 4 1 VERTICAL CROSS SECTION 11- LL_LJ I t 4 SIDELITE PANEL OTE: I Spacin9 doforitemA29 441 (,eI't f SIDEUTE PANEL Smooth Star I I II tome ws) sore is as foflows: From the bottom up on sides; 6.5", SCALE N.T.S. with (7) more spaced at 9.875" o.c. there are (2) DwG- ffy' JK ° screws both top and bottom at 2.125" in from each CHK. BY. LFS 421 SIOELITE TOP & BOTTOM RAIL tom_ LITEBLANK SIDE STILE corner, ortnwiNc NO.: o FINGER JOINTED PONDEROSA PINE. SG=0.43 J FINGER JOINTED PONDEROSA PINE, SG -0.43 FL -15000.4 SHEET -L of 12 c yT 44 45 z 2D 42 z 33 SEE NOTE 1 TE 2 34 EXTERIOR GI9R4L7.t SEE NOTE 2 EXTERIOR ,,V INTERIOR SEE NOTE 1 i VERTICAL CROSS SECTION 5 CL 1 1 VERTICAL CROSS SECTION 5 e d 26 C C a o ¢ 39• i. The sidelite is direct set into the jamb with (72) Q :a M r 11V\ 11 # 1 U o c m z UN •• C Ew z m d4• d 26 C C a o ¢ 39• i. The sidelite is direct set into the jamb with (72) 31 r 17 z z Kp U n :.ff" y r37•.. O DAM- 02/24/12 rur• i sc"-' N -T -S. N h 20 CHK. er: LFS INTERIORm oe NG wo FL -15000.4 y SHEET 5 OF 12 d Q SEE o NOTE 2Mno 47 46 a a a L 1 VERTICAL CROSS SECTION J Shown w/ix sub—buck OPTIONAL SURFACE 80LTS ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) o ¢ i. The sidelite is direct set into the jamb with (72) ro item #43 a #8 x 2" pfh. wood screw. There are (4) z ertateachvical jamb, from the top down at 13.5", 31", 48.5" & 66". There are (2) at the header of DAM- 02/24/12 4" from the outside comers of the frame. there are sc"-' N -T -S. 2) #13 a e x 2-1/2" pfh. wood screw of the owc. ay; JK sill, 4- from the outside corners.. CHK. er: LFS 2. OPTIONAL SURFACE BOLTS ON ACTIVE PANEL oe NG wo FL -15000.4 SEE DESIGN PRESSURE CHART) SHEET 5 OF 12 38 0.15'MIN. C -SINK NOTE, 6Jg: m I`• EXTERIOR SEE NOTE 1 I. The s;delite is direct set into the jamb q •it• r!llllnil M a 43 with (12) item #43 a #8 x 2" pfh. wood i 0,0 d screw. There are (4) at each vertical 47 00 a o $ jamb, from the top down of 13.5, 31 ", 48.5" & 66". There ACTIVE e 5 E z m e vare (2) at the header nt r 0 c w at 4" from the outside corners of the a 0 5 o t a frame. there are (2) #13 a #8 x 2-1/2" c 1 m pfh. wood screw at the sill, 4" from the E oz° outside corners. a INTERIOR a 36 a+ 45 4b q oo ti 41 29 44 35 DETAIL "A" W r i7 1b OPTIONAL SURFACE BOLTS ON ACTIVE PANEL U 1-1l4"MIN, m DESIGN PRESSURE CHART) EMB PP.) INT—ERIQ 3 HORIZONTAL CROSS SECTION w 0 0 6 0 a x a 0.16" MIN. 22 35 a m C -SINK 24 EXTERIOR 43 8 7 SEE NOTE 1 34 27 8 7 43 33 n zz_o INACTIVE JUI ACTIVE 10 G1 N a ajXTR( y; g a 13 iNTERIOR 44 36 o¢ o m 4 0 0 9 10 37 45 z a WE: 02 24/72 z sc.,.-. N.T.S. NiFB(4B 18 wvc. Or. JK m HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION CHK, a'. LFS d DNAwiNO NO, FL -15000.4 0 J sHEEr 6 OF II2 171/4- MIN EMB. PP. HORIZONTAL CROSS SECTION 7 NOTE: 1. The sidellteIs direct set Into the Jamb with (12) item #43 a #8 x 2" pfh. wood screw. There are (4) at each vertical 'jamb, from the top down of 13.5", 31", 48:5" & 66". There are (2) at the header of 4" from the outside corners of the frame. there are 2) #13' a #8 x 2—.1/2" pfh. wood screw at the sifl,- 4" from the outside corners. 15" MIN. C -SINK EXTERIOR L.:J INTERIOR I2 \ HORIZONTAL CROSS SECTION 7 1-1/4°MW. EMB. (TYP.) 11 a 9 a d 0 tYUKIZUNJAL UKUSS ',LGIiON 7 i/ z tel: A 11!7111 I S 8 2 p E. U x= z ID 0 8 a C 0 m a a 4 O cS F Oo O Cb' Wy Z O fn z O KS Wq m U w a mOWG. BY: JK 3 U R U Q N FL -15000,4 o K x z v 4J z 0 0 am F Oo Z U DATE- 02/24/12 z SCALE: N.T.S. mOWG. BY: JK 3CHKa.- LFS RDRAW.. w.: FL -15000,4 N a SHEET. 7 OFJ-Z N 4 e,. A_t g„ e4 1 ,. l II Il II MI CLEARANCE M1N LLfA."i1NC. II 38 II SIZE MASONRY II I II CENT .: OPENING TYP HEADI II Et3GE II & JAMBS I ASTRAGAL II Riht 1/4" SHOWN FOR I 2" 4" fi REFERENCE II II II II a 2x BUCK II If II II II II Q ELCO® 11 ! fl I x 1" MULLION MULLION a II REFERENCE 1 II I1 II I1 II H I I SHOWN FOR ! SHOWN FOR 1 I maa w. t oz REFERENCE II REFERENCE 1I t II II 11 11 II II I1 fl 11 it fl li II II II II DOUBLE DOOR W/SIDELITFS BUCK ANCHORING MASONRY tOPENING 2X CONCRETE ANCHOR NOTES: 1- Concrete anchorlocafions at the comers may be adjusted to maintain the min. edge distance to morfarjoints. 2. Concrete anchor locations noted as MAX. ON CENTER" must be adjusted to mcintoln the min. edge dstance to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchortable: ANCHOR ANCfl.6A MIN- MI CLEARANCE M1N LLfA."i1NC. TYPE:: SIZE tEMMOMENT, IN TOMASpNRY CENT .: SHOWN FOR Et3GE ANCHOR.....:. Riht 1/4" 1-1/4' 2" 4" iAPCON® a II II Q ELCO® m 1" 4" ULTRACON II REFERENCE 1 II I1 II I1 II H maa w. t oz MASONRY OPENING 2X BUCK tt g4 I 4„ it 13 13 ' I 3g I1 II TYP. HEAD ! JAMBS I 44f 38 11 ll II II TYP. HEAD JAMBS I` ASTRAGAL SHOWN FOR II SHOWN FOR 1 II REFERENCE II it 11 II II II Il Il II II II II DOUBLE DOOR FUCK ANCHORING JAMBS I II II II IIMULLION JV II SHOWN FOR 1 atm II REFERENCE II r+mutt o m a II II Q 11 I I MULLION -Al1 m i SHOWN FOR I M^ N od II REFERENCE 1 II I1 II I1 II H maa w. t oz SINGLE DOOR W/SIDELITES BUCK ANCHORING MASON OPENII 2X BU i JV atmn r+mutt o m V Nm a agpz M^ n<o aI maa w. t oz SINGLE DOOR BUCK ANCHORING oAm 02/24/12 SutF: N.T.S. Dwe. BY: JK CHK. Bn LFS DRAWING NO.: FL -15000.4 SHEET 8 Or 12 MASON RY7 OPENING FRAME iv 2X BUCK SEE DETAIL VIEWVIEtW "B•' -"B -"B" DOUBLE DOOR W/SIDE ILTES CONCRETEANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchorlocotions noted as MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: 4NCHDR ANCHDk MIN f . Ct,.ARANC MBEDMEtJT TO i tA30NRY T031DJACEN! iig:: ;i:: c;?:;";:ti4NGHOR:tt: i> ITW TAPCON® 1/4" 1.1/4" ITW t TAPCON® rrwia,rt rr inmr innvry rvvt a: 1. Maintain a minimum 5/8" edge distance, I" and distance, & 1"o.c. spacing of wood screws to prevent the splitting of wood. 3' THESE (2) ANCHORS REO'D ONLY WHEN DP > 47 PSF R -T MASONRY OPENING FRAME SEE 2X BUCK DETAIL 114" VIEW "C -"C„ 4• I I I I 11 11 Ito XNSTALLATION W/2X BUCKNSTALLATION W/7X BUCK LjO TYP. HEAD & JAMBS 0 BUCK DETAIL SEE 5" TY?. SILL C' VIEW""A'•-A""- A SINGLE DOOR W SIDELITES T3 49 30 30 W/2X BUCK 13 p 3t INSTALLATION 31 13 W/1X BUCK 48 INSTALLATION DETAIL "3" DETAIL "2•' ASTRAGAL & SURFACE BOLT STRIKE PLATES ® HEAD 13 s. 13 o 30 30 DETAIL "1" DETAIL "4" SURFACE BOLT STRIKE PLATE THRESHOLD 12:1 c rF- 02/24/12 a.E: N.T.S. r G. BY., JK C R: LFS 3 MNG FL -15000.4 r 9 OF 12 arzn lrr t rrll 1111 1%`` o 0 U N Z 1, a xZd u 2 U 7Cimad wE2 TY?. SILL C' VIEW""A'•-A""- A SINGLE DOOR W SIDELITES T3 49 30 30 W/2X BUCK 13 p 3t INSTALLATION 31 13 W/1X BUCK 48 INSTALLATION DETAIL "3" DETAIL "2•' ASTRAGAL & SURFACE BOLT STRIKE PLATES ® HEAD 13 s. 13 o 30 30 DETAIL "1" DETAIL "4" SURFACE BOLT STRIKE PLATE THRESHOLD 12:1 c rF- 02/24/12 a.E: N.T.S. r G. BY., JK C R: LFS 3 MNG FL -15000.4 r 9 OF 12 DETAIL "3" VlEw "e"— "&" SEE DETAIL "2" E7 13 W/2X BUCK — MASONRY DINSTALLATION OPENING 3s W/1X BUCKd CO INSTALLATION $ TYR HEAD & — ' U JAMBS p N FRAME 2X BUCK—\.SEE 14 TYR SILL DETAIL "1 " SEE DETAIL "4" I 1 1 1 I I DOUBLE DOOR VIEW "C"—"C" A" CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concreteanchortable: ATTCNOI ANCi Olt A tN MIN`:azwNCE A11N Ct A,RatMCr. 70hAASOHRV': 70ADIACENT:..} STZE=: ; s MBDlNEN7.:, Dv -`: ::::. 1rN TAPCON ® 1/4" 1.1/4" 2" 4" ITW - TAPCON i ice'••.. . r .`` ' c wVVV J C.RCw 11VJ 1/ll.[AII V N IYV I CJ: 1. Maintain a minimum 5/8" edge distance, 1" end distance, & 1" o.c. spacing of wood screws to prevent the splitting of wood. C.. "A b" W/2X BUCK 13 INSTALLATION W/1X BUCK 38 INSTALLATION MASONRY HEADOPENING &&JAMSS FRAME — 2X BUCK SEE DETAIL 5u 14 TYP. SILL x011---- I Ax SINGLE DOOR W/iX BUCK 1J D INSTALLATION W/2X BUCK INSTALLATION 13 10 DETAIL "3" DETAIL "5' W/1X BUCK50 WSTALIATION W/2X BUCK 13 INSTALLATION DETAIL "4" 1 N VIEW "A"—"A'• OO o a 49 30 J:: J U W/2X BUCK 13 0 31 INSTALLATION 0 W/1X BUCK 48 m INSTALLATICN w zo DETAIL "2" ASTRAGAL &SURFACE BOLT o STRIKE PLATES ®HEAD a w 31 , 37 " o o ..oz oJO ATe 02124112 30 T 30 sem•"' N.T.S. owc. Tar: JK DETAIL "1" clot BY. LFS SURFACE BOLT STRIKE PLATE oruwrw ao: THRESHOLD FL -15000.4 stiEFr or 72 i ice'••.. . r .`` ' c y zoly o V •• Z M i m O so a xz*C ch 0 D V Xz OO o a 49 30 J:: J U W/2X BUCK 13 0 31 INSTALLATION 0 W/1X BUCK 48 m INSTALLATICN w zo DETAIL "2" ASTRAGAL &SURFACE BOLT o STRIKE PLATES ®HEAD a w 31 , 37 " o o ..oz oJO ATe 02124112 30 T 30 sem•"' N.T.S. owc. Tar: JK DETAIL "1" clot BY. LFS SURFACE BOLT STRIKE PLATE oruwrw ao: THRESHOLD FL -15000.4 stiEFr or 72 I D O 0.063" — -- T2424AE NOTE 1 0.126" ASTRAGAL DETAIL NOTE: 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP AND THE BOTTOM. Q. w JZl7ua m's z s -ern h s VN z m a =d a. 9Qsm n Z 3a rr VI o QLn 0 m W N h IlW] Q UAM. 02/24/12 z SM&L. N.T.S. - 9 WG. BY: JK m CHK BY: LFS DRAWING NO, FL -15000.4 m A sN r 11 OF 12 N Item DESCRIPTION Maferiel 1 FIBER CLASSIC (FC) PANEL SKIN 0.11" MIN. THK. FIBERGLASS BYTHERM -TRU with yield strength FXmim)=6,000 psi FIBERGLASS IA SMOOTH STAR SS SASH k PANEL SKIN 0.07 MIN. THK. FIBERGLASSBYTHERMA-TRU with yield strength Fy(min,)-6,000 psi FIBERGLASS 2 FC TOP RAIL - - WOOD COMPOSITE 3 FC LATCH STILE WDOO COMPOSITE 4 FG HINGE STILE PONDER OSA. PINE, SG -0.43) WOOD 5 FC BOTTOM RAIL WOOD COMPOSITE 6 1 POLYURETH4NE FOAM (1.9lbs. DENSITY EDAM 7 SHORT REACH COMPRESSION WEATHERSTRIP TO" 8 LONG REACH COMPRESSION WEATHERSTRIP FOAM 9 4" x 4' HINGE .097' T14K STEEL P) 10 x 314P LG. PFH WOOD SCKw STEEL 11 MASONRY - 3,000 PSI MIN. CONCRETE COHFORMING TO ACI301OR,HOLLOW BLOCK CONFORMING. TO ASTM C90 CONCRETE 1110 z 2' LG. PFH WOOD SCREW - STEEL 13 J8 x 2 112' I.G. PFH WOOD SCREW STEEL 14 114" x 2-1/4' LTW PFH CONCRETE SCREW STIR I5 SIDELIIE BOTTOM BOOT .090' EXTRUDED WW VNYL 16 2X BUCK SG >= 0.55 WOOD 17 MAX. 714" SHIM MATERIAL WOOD 18 KWIKSET PASSAGE LOCK - SIGNATURE SERIES 19 SaF ADJUSTING INSWING SADDLE THRESHOLD ALUM. OD 20 HEADER PONDEROSA PINE, SG=0.43 WOOD 21 STRIKE JAMB PONDEROSA PINE, SG=0.43 WOOD 22 HINGE JAMB PONDEROSA PINE, SC=0.43 - WOOD 23 KWIKSET DEADBOLT - SIGNATURE SERIES (750)- 24 HURRICANE ASTRAGAL ALUMINUM 24A ASTRAGAL FLUSH COLT STEEL 249 ASTRAGAL FLUSH SOLT RETAINER ALUMINUM 26 IX BUCK SC >= 0.55 WOOD 27 10 x 1-1 2' LG PANHEAD SHEET METAL SCREW STEEL 28 INSWING DOOR 607TOU SWEEP VINYL 29 6-18 x 1-314' PWLLIPS FLATHEAD SCREW FOR ITEM 33 STEEL 30 SURFACE BOLT STRIKE PLATE STEEL 31 110 x 2-1/2' PWLLIPS FLATHEAD WOOD SCREW STEEL 32 7/8 THK. CELLULAR GLAZING TAPE SiIK-Il TAPE 33 PLASTIC LIP LITE FRAMEPJC m 34 PLASTIC LIP LITE FRAME (SMC SMC 35 BLANK JAMB PONOFROSA PINI; SG --D.43) WOOD 36 SIDELME STOE STILE PONDEROSA PINE, SG=0.43 WOOD 31 110 x 1-314' LG. PFN WOOD SCREW STEEL 38 1 4" x 2-3 4' PFH ELCO OR DW CONCRETE SCREW STEEL J9 14" x 3-3 4' ITW PFH CONCRETE SCREW STEEL 40 SILICONE CAULK DOW 795 SILICONE 41 8-10 x 1 112" PL4SCREY! FOR ITEM 34 STEEL 42 SORTIETOP k BOTTOM RAIL PONDEROSA PINE, SG=0.43 WOOD 43 J5 x 2" LG. PFH WOW SCREW STEEL 44 J/8' x 316' QUARTER ROUND. FINGER JOINTED PINE W000 45 1" L. x .040' DIA BRAD TRIM NAIL STEEL 46 IVES SURFACE BOLT 454 .25 SIEfL STEEL 47 114-20 SEX BOLT W t 4-20 FEMALE END STEEL 48 3/16" x J-114- NW PFH CONCRETE SCREW - STEEL 49 ASTRAGAL STRIKE PLATE - STEEL 50 114' x 3-114" IT# PFH CONCRETE SCREW STEEL 54 SS TOP RAIL WOOD COMPOSITE 55 SS LATCH STILE WOOD COMPOSITE 56 5S HINGE 57ILE ONOFROSA PINE, SG=0.43 WOOD 57 - SS BOTTOM RAIL WOOD COMPOSITE- I--- O o o 48 SURFACE BOLT (IVES 25" STEEL) 4.563' 4 a 20 27 W[QQQ FRAME 22 35 FINGER JOINTED PONDEROSA PINE, SC=0.43 I 5.750'---- 19 SELF ADJUSTING SADDLE THRESHOLD ALUMINUMIONYL .045" WALL A!_UM 080" THK. WALL VINYL TYP. 30 SURFACE BOLT STRIKE PLATE (.125' STEEL) FA1.920' 28 INSWING DOOR BOTTOM SWEEP VINYL _080" MAX. WALL, 035" MIN. WALL 15 INSWING SMELTTE BOTTOM 800T 0.09" EXTRUDED VINYL WALL w 0 LE N. TS. BY: JK W.. LFS WING NO.: FL -15000.4 rr 12 or 12 N' ; i N.c IS _ 5 Y •. r d m YxAJ14*1111 Svi ri Uym a N .. 0 oz sD Dm ° 9 o 2875" za FF ff L 3a Io° 30 SURFACE BOLT STRIKE PLATE (.125' STEEL) FA1.920' 28 INSWING DOOR BOTTOM SWEEP VINYL _080" MAX. WALL, 035" MIN. WALL 15 INSWING SMELTTE BOTTOM 800T 0.09" EXTRUDED VINYL WALL w 0 LE N. TS. BY: JK W.. LFS WING NO.: FL -15000.4 rr 12 or 12 RW BC R W Building Consultants, Inc. Consulting and Engineering Services for the Building Industry P.O, Box 230 Vahico, FL 33595 Phone 813.659,9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Category Sub Category Manufacturer Product Name Therma-Tru Corporation Fiber Classic" I "Smooth Star" Exterior Swinging Exterior Door 118 Industrial Drive 8'0 Inswing w/ and w/out Sideiites Doors Assemblies Edgerton, 01-143517 Fiberglass Door Phone (419)298.1740 Non -Impact" Scope; This Is a Product Evaluation report issued by R W Building Consultants, Inc, and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma-Tru Corporation based on Rule Chapter No. 61G20-3, Method ID of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations; 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL -15000.4 require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meet the water infiltration requirements for the "HVHZ". Inswing units shall be installed only in non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is less than 45 degrees. 8. See drawing FL -15000.4 for size and design pressure limitations. Supporting Documents. - 1 - ocuments. 1. Test Report No. TEL 01460337-A,B,C TEL 01460336-A,B,C STTS0o001 15427-107362 ATI 67508.01-106-18 ETC 01-741-1 0701.0 ETC 01-741-10703.0 ETC 01-741-10593.0 TEL 06-1031-3 TEL 06-1031-4 Test Standard ASTM D635-03,ASTM D1929-96 ASTM D2843-99 ASTM D635-03, ASTM D1929-96 ASTM D2843-99 ASTM G26-95 ASTM E84 -00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 Testing Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,Inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc, ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. 2. Drawing No. Prepared by " ""' Signed & Sealed by No. FL 15000.4 RW Building Consultants, Inca (CA 09813) Lyndon F. Schmidt, P.E. 3. Calculations Prepared by ` SJioned & Sealed by Anchoring RW Building Consultants, Inc. (CA #9813) } ILNndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. 4. Quality Assurance Certificate of Participation issued by National Accreditation and Management Institute, certifying that Therma-Tru Corporation is manufacturing products Lyndon F. Schmidt, P.E. within a quality assurance program that complies with ISO/IEC 17020 and FL PE No. 43409 Guide 53. 2/2/2015 Sheet 1 of 1 CITY OF 8ANFORD BUILDING FIRE PREVENTION PERMITAPPLI CATION Application No. Documented Construction Value:$2243224 Job Address:, 3w(o Hist6tic Distkicf,.Vts'[-1;No E1 Parcel ID -1 Resi , dentiaim Commercial Type ofWb1tk.6 Ne,,vyN AdditionD AlterationFl. RepairF RemoEl Change,.OfUse ll Move,[] Description of Work o Plan Review Contact Person,-, 'Title -- Phone: 'Fav: City; S'tate'Zip, C , ky, State Zip:, Property Owner Information Phone: q-01- ResidentldU property?.,— ao Information Phone: Fax: State 1Wccfise,No.'-. FA 'n-T)31o Arch it0c't/Eng ine'er'l hfi)Vmation Name, Phone Street: Fax: Ax: City, St; Zi E-mail: Bonding, Company: Mortgage Lender: Address: Address: WARNING -T,O"O%V-NER: YOUR COMMENCEMENT MAY RESULT.JN YOUR, PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF" COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE'THIE FIRST INSPECTION. 0'YOU :INTEND TO, OBTAIN FINANCING, CONSULT WITH TOUR LENDER OR Ali' "ATTORNEY BEFORE "RECORDING YOUR NOTICE, OF COMMENCEMENT., Application is, htreby made to obtain a permit to do the work and installations as indicated:I certify that mo work or installation has commenced, prior to, the`issuanceissuance of a perruit and that all work will be pe formed to meet sitand,ards of allla,ws,regulalti ng construction in this, jurisdiction. I understand that vs-eparate permit must, be secured for electrical work; plumbing, I signs; wcll§;,p6o11sj furnaces, boileit, heaters, tanks, :and air.conditioners, etc. FBG 165.3 Shall 66 inscribed With the date of application and the code in effect, as of that date; , 5" , Edition (2614) Florida , Building Code Revised, June 30,,2'015 Permit Application 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 pprmits,required from other governmen tal'entities.such as'Water n1mia,'gernlent districts, State agpncies,, or federal agencies. Acceptance ofpermit is verification that I ikill'notify the owner of the property of the requirements of , Florida Lien Law, FS 713p1`1 The City of Sanford requii-es payment ofa plait review fee ,at, the> time of permit submittal. A copy of the executed 6ontractisrequired in order to calculate a,,plan review charge and, will'be. con Iconsideredthe, estimated construction value of the job at'thelime ofstIbmittal. The actual construction value will 6e;figufed based on the, current IC.C'Valuation Table in effect at the itimethepermit s issued, in. accordance with local -ordinance. Should calculated charges figured -of I f the `executed I contract exceed the actual,cbnstru Clion value, credit'wi'll be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT, I certify'that -all of the foregoing information is -accurate and that all work Will be :done in .6inplihnice with,all,,applicable'laws regulating construction and zoning: Sign4turc qfownWAgetit Date; gnatureof ntmct&/Aget Dii Print 0-,n-dAgepVName Signature of 7StaieoffloridsDate Owner/Agen6s, Personally 'kil6wn'to,Me or Produced ID Type'of U) Piit Cpfitrkiot/Agent's'Name Clip.ture fN.t.,y-S,.,,'.fFl.,id.D;,,e 00 Doer 'PAMELA t TERNUS Commission # GG 622 Epires August 7, 2021 Oi fY Nx!M d Tft Bud* Notiry S96 - Ion to.h1factor/Agent is Persoh'ally Known to Me of Produced ED Type of ID Permits ROuiepd: Building F1 Eledtfinl.[j Mechanical PlumvingE] GasE] Roof Construction Type; Occupancy Use: Flood Zone:._ Total Sq Ft of Bldg: Min. Occupancy Load: #of Stories: New Construction: Electric - # of Amps. Fire Sptink I ler Permit: Ye5E_1 No 0 # of Heads APPROVALS: ZONING: COMMENTS: Rtylsed: June 30;'20I S Plumbing 4 of Fixtures Fire, Alarm Permit: Yet nNoF1 UTILITIES: WASTE WATER: ENGINEERING FIRE: BUILDING-; Permit Appli6tion 11 Job Address: 380' 5a_L*-kA cAx-s vx U LT Historic District: YesEl No[ Parcel ID: Residential R Commercial[ Type of Work: New a AdditionEl Alteration 0 Repair 0 DemoEl Change of Use 0 Move Description of Work: 5r -p, -- L, Plan Review Contact Person: Title; Phone: Fax: Email: Name City, State Zip: Phone: Resident of propertvi-i Contractor Information Name Phone: 7- 2 _2- Street: 'It -i -o i i2s C"__6vn C_"'-' R—( Fax: City, State Zip:. QA-t,,,No, C -C, 32..E 2 State License No.: Arch itect/Eng 1 neer Information Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: n - V y '8 6 M WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YA PAYING TWICE FOR IMPROVEMENTS TO YOUR PRO,ERTY. A NOTICE OF COMMENCEMENT MUST RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBT FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation I commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construct in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, po( furnaces, boilers, heaters, tanks, and air conditioners, etc. PBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5"1 Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application 4- N NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that ma be found in the public records of this county, and there may be additional permits required from other governmental entities such as w ter management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requ irements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requ red in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submi tal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issuec, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction va ue, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Print Opener/Agent's Name Date Signature of Notary -State of Florida Date Signature of Contractor/Agent Date oci 11-t!A r—1 + Print Contractor/Agent's Name ' 1 / I--12-'Zof rgnatur ary-State of Flo _ PAT SUsl P = MY COMMISSION # FF I Far EXPIRES: August 25, Banded Thru Notary Public UD Owner/Agent is Personally Known to Me or Contractor/Agent is I/ Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Revised: lune 30, 2015 UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application ilr, r I 9 0 State Road,52, 123;Miller Road t 970 V Bachman. Road Esfablishdd:1973 OrlandoHudson, FL 34660' Valrico, FL 33,594 FL 32824 www.RJK!elty.com 727-863.5486 813-661-0707410 7'95t 2636 'State License #CF-CF; 4 2 RJO WELT" Pager I Of 1 Proposal No: 717-13527 PLUMBING, "HEATING #CVOLING Proposal, Date: 712612017 Prepared For-,, I , Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Ende"aVour - 1.605 Lake Mary FL 32746 We Propose hergbyjo. I furnish material and, laboy, - cornplete,in,accordance with specifications below for the Sum of $61850?QO Payment to be made aviblipws.-, :40% Rough In 300/0 Toppwt 306/6 01hish—PIETlo'bays All materials guaranteed to be as specifled. All WorkJo be completed in a workman like manner according to,standlard practices -Any -alteration or deviation from specifications below involving extra costs d only upon written orders, and will become, an extra over and above the estimate, Allcutq- lrs - becomee VP, I I t 1. I - Pori s n s, a essqry insurance, stagreembrits, contingent upon strikes, 2C s:or de, bay nd,,Qur control. Owner to cop fire,,tornadoj and other nec Our workers are'i illy covered by'worker's compensation i ranee. tLAbRAWN IF NOT ACCEPTED IN 30.1)AAUTHORIZEDSIGNATURE: THIS PROPMAY BE,1WT S. We herebysubmi(specificalions and e.stimatesfor: 1144sIer Beth Up I Tub, SferlifigAi5cord 60230 7`11401'20 White, With Walls And Moen Chatdad TI -183 Chrome'Viave I Toilet Get& Makwbil,21-912 1,.28 WhitelElonliated 1 Lav ByBuild6rWiih Moon Chateau 64925 Chrome Faucet 2nd Bath 11p 1 Tub, -Sterling-,Accord :60x:30 71`140120 White With Walls. And Moen Chateau. TL1 83,.Chrome Valve 1 Joilet 'Gerber Maxwell, 21-912 1 1.28 White -Elongated 1: Lav By Build# With; Moen ChateaU 64925Cbrbme.Faucet Powder Bath 1 Toilet Gfter,Maxwa[121-912.1-28 WhiteElongated 1 Lev, Getbir Maxwell 22-514Pedestal White With Moen Chateau'64925 Chrome Faucet Kitchen, 1 'Slnlk• Sy'Bdilder 1. 'Faucet Moen Integra 67315 Chrome I btsposit I-SE;Bad a,'V With Cord Icemaker Line With Recessed E30XL 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes I 'WaterHeater. 50 Gallon Electric NOTE, BackfillIng Included For Sewer & Water,Only (Slab'Backfi [ling By Others) Backflow Preventers Included EXCLUSIONS NO Permit Fees Included' WaterPipingIn: CPVC 40' Sewer Allowance; Additional $12 perfoot, 40'Water-Altowance; Additional $3 per foot Applies to any direct,contract between an owner contractor (RJKj Notice of Lien ,Laws - Flodda,Statutes,713;001-71137, Acd6ptziricb, of Proposal - The above prices, i sp ' ectfications and conditions are satisfactory and herebyacceptedi You are authorized to do the Work as.spebified. PaymOnt.will be made as outlined above..l agree to pay reasonable,attorney's fees court costs in the event of legal action. A monthly 'service:charge of 1 1/2% will be added after 30 days, Any,sewer tap's deeper than 4 1 /2 feet, or requires backhoe or,dewatering will bean extra, charge. SIGNED:. JkA a., DATE OF ACCEPTANCE & PAGE 2': Branch: Hudson &st Edit By:' Last Edit Date: 7/27/2017 DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' - Side = 5' WYNDHAM PRESERVE LOT SPECIFIC PURPOSE SURVEY ggg**gFORM WYNDHAM PRESERVE LOT 17 PB 81, PG 93) i-ti -cool tgwpmen' LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed Business BFP-Backflow Preventer Sight Distance Easement - Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point JS D -Description FP&L-Florida Power & Light P -Plat FFE-Finish Floor Elevation B.-Deed Book Water Meter JCr] DRz K -Water Valve P.B.-Plat Book Zf-Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev.-Elevation Z n ` d Cable Box BP -Brick Paver m -Telephone Box _ SW -Sidewalk m -Electric Box FFE-Finished Floor Elevation p -Utility Pole CI -Curb Inlet 56.0--------------- GTI -Grate Top Inlet 0) P.U.E.-Public Utility Easement t= -Guy Anchor A/C PAD -_E wpI D -Storm Sewer Manhole 8.0' - S -Sanitary Sewer Manhole SF -Square Feet LOT 17 AREA - 0 10.0 COO -Clean Out FMGD-MAG NAIL & DISK Cv"L-Irrigation Control Valve o Y -Sign SIR _Set 1/2" Iron Rod L87768 4,800 S.P. ± SPKD -Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2" Iron Rod LB7768 Existing Grade 10.0 O Monument PRM LB7778 70.2-As-Built/Existing Grad) Note: Some items in above leaen may not be applicable p 56.0' i-ti -cool tgwpmen' LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed Business BFP-Backflow Preventer Sight Distance Easement - Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point JS D -Description FP&L-Florida Power & Light P -Plat FFE-Finish Floor Elevation B.-Deed Book Water Meter O.R.-Official Records Book K -Water Valve P.B.-Plat Book Zf-Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev.-Elevation RCX-Reclaimed Water Valve Cone. -Concrete Cable Box BP -Brick Paver m -Telephone Box _ SW -Sidewalk m -Electric Box FFE-Finished Floor Elevation p -Utility Pole CI -Curb Inlet jJ-Guy Pole GTI -Grate Top Inlet Z( -Light Pole P.U.E.-Public Utility Easement t= -Guy Anchor RCP -Reinforced Conc. Pipe OU --Overhead Utilities PVC -Polyvinyl Chloride D -Storm Sewer Manhole NCS -No Corner Set (Falls in Water) S -Sanitary Sewer Manhole SF -Square Feet HHo -Electric Handhole D.U.E.-Drainage/Utility Easement COO -Clean Out FMGD-MAG NAIL & DISK Cv"L-Irrigation Control ValveP.K.-Parker Kolon Nail Y -Sign SIR _Set 1/2" Iron Rod L87768 WDd-Gate Water Valve SPKD -Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2" Iron Rod LB7768 Existing Grade FIP-Found 1/2" Iron Pipe L87768 a -Blow -off Valve P.K. FPKD.-Found Nail & Disk LB7768-- FCM-Found 4"x4"Concrete Drainage Flow Direction 10.0 -Proposed Design Grade Monument PRM LB7778 70.2-As-Built/Existing Grad) Note: Some items in above leaen may not be applicable Order No LOT 16 120.00' S89'40'5 0 38.738.7 PROPOSED 2 STORY RESIDENCE 3806 SALTMARSH LOOP O O 1.605 ENDEAVOUR. N N ELEVATION - T GARAGE - RIGHT 3 FORMBOARD FFL=_31.19 40'51 "E 120.00' LOT 18 1 L0' a 25.0' I a 25.3 I i I I I 25.3'1 25.3' 1 I I 11.0' l BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVE'YOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks,. and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for *WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. Y oW U)2 o inIL Z Z ev LOT AREA CALCULATIONS LOT = 4,800 SQ.FT. LIVING AREA= 1,605 SQ.FT. GARAGE = 406 SQ.FT. ENTRY = 24 SQ. FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 48 SQ.FT. A/C PAD = 9 SQ.FT, IMPERVIOUS= 34.2 % SOD = 3,156 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1000 SQ.FT. APRON = 114 SQ.FT. SIDEWALK) = 200 SQ.FT. SOD = 126 SOFT. TOTALAREA AREA = 5,800 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 248 SQ.FT. SOD = 3,282 SQ.FT. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C -0765H. in Flood Zone "X" This Specific Purpose Survey is for the location and el DESCRIPTION; LOT 17, according to the platelevationoftheformboardsonly (THIS IS NOT A BOUNDARY g (D SURVEY) of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida @Oqq@@et BRd @ This certifies t6t t% 9f lKe, hereon described propertyuperyi; 11, the Standards 555 Winderley Place, Suite 109 Maitland, FL 32751 was made uee rt meets of Practice's t:rtit q HI@e Bgard of Professional Surveyors !@ pp@u`$ ip Rap or Jp1 Florida Administrative Phone: (321) 270-0440 Fax: (813) 248-2266 ` code p ualii to Section 472.0E . Parido Statutes. Licensed Business No. LB 7768 M OF Apo0ntGe Surveying, Inc. dames D.eyve 1q,+ 0000 '` LS6915ORIDAPROFESSIONALR &MAPPER N0 . .................. Drawn; MTP Checked: JDL P.C.: Data File:BrissonEast-Plat pate: 2/02/18 Dwg: BrissonEast-Lot17 Order No.: ^--' NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL aelqFn CFAInF A FI ORlnb I ICFNSFn SIIRVFYOR AND MAPPER SEC. 17 - TWN.20 S. - RING. 31 E. Field Bk: r -- ti P 4 - TRI -COUNTY TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656-9656 ORDER NO: CET -7 FL-, ' REPORT NO: PROJECT CONTRACTOR REPORTED TO: LOCATION: MATERIAL: &'Ocu " S—"' " DATE TESTED: 6 ' '') • 1 le REPORT OF IN-PLACE DENSITY TESTS PROCTOR 4 _5 SATION: PI "I' SPECIFfe OPTIMUM MOISTURE: % MAXIMUM DRY DENSITY: LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCENT OF MAX. DENSITY MOISTURE PERCENT INCHES lbs. cu. ft. lbs. cu. ft. N) V s 7 - Submitted by, 4L CITY OF SANFORD BUILDING & FIRE. PREVENTION PERMIT APPLICATION Application No: / 0? Documented Construction Value--$ 5,016.00 Job Address: 3806 Saltmarsh Loop Historic; District: Yes No Parcel ID: 17-20-31-502-0000-0170 Residential Q Commercial Type of Work: New 0 Addition Alteration Repair Demo Change„of Use El Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Phone: 407 -886 -3729 -ext. 163 Fax: Name STARLIGHT HOMES FLA LLC Title: Pre -Construction Coordinator Email: arosenwinkel@energyair.com Property Owner Information Phone: Street: 1064Greenwood Blvd Suite 124 Resident.of property?. NO City, State Zip: Lake;Mary,'FL 32746 Contractor Information Name Energy Air Inc (.Robert Kulp) Phone: _ 407-886-3729 Street: 5401 Enegry Air Gt Fax: City, State Zip: Orlando FL 32810 State License No.: CAC1816317 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender Address: 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. 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 regulati ng.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. FBC 105.3 Shall be inscribed with the hate of application and the code in effect:as of that date: 51h Edition (2014) Florida Building Code Re.yised: June 30, 2015 Permit Application 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 ofthis°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 at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued; in accordance with local ordinance. Should. calculated charges figured off the executed contract exceed the actual construction value; credit will be applied to your permit fees.when the permit'is issued. 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. Signature of O%vner/Agent Print Owner/Agent's Name Date Signatureof Notary -State of Florida Date 411/-64 2122/201 Signature ofContr for/Agent Date 18 W kpV Notary Public State of Florida Arionn.a C Rosenwinkel My Commission GG 147038 a Expiras 10/01/2021 Owner/Agent is Personally Known to Me or Contracto'F7Agent is ® y Personally Known to Me or Produced ID Type of ID Produced ID . Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[ Gas E] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Mina Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing- # of Fixtures Fire Sprinkler Permit: Yes F] No # of Heads APPROVALS: ZONING COMMENTS: UTILITIES: ENGINEERING: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING Revised: June 30, 2015 Permit Application WORK ORDER Job #: 33308 Date: 8/2/2017' 144671 Subdivision Bld L/U Blk BILL TO: Starlight Homes - AWH Lot / Sub: jPhase W ndham Preserve 1 10171 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 3806 Saltmarsh Loo CITY/STATE/ZIP: Lake Mary, FL 32746 City /State /Zip Sanford I FL 32773 Model/Bldg: 1605 Endeavour Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R -410a Job Contact: S Woolwine A/H-1 or Furnace FB4CNP030L00 A/H-2 or Furnac(, Job Phone: 40773013`11 Heater or Coil CE2401C05 Heater or Coil Date Requested: CU -1 CH14NBO3000G CU -2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 2nd FI Int Closet Filter Base. AHU LocationPermitInformation: Efficiency 14.00 SEER / 8`.2 HSPF' Efficient MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnac( Heater or Coil Heater or Coil Bldg. Permit# CU -3 CU -4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl on Builders Permit no Efficiency Efficient EAI Pulls Permit: yes Zoning Brand: Honeywell/Johnstone Vent: Damper M50A1017 Qty 1 Builder calls inspection: yes Zone Kit #1- ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 385.40 Transformer ZD4 S"urge, Protector Zp5 ByPass Damper #1 ZD& B Pass Damper #2 IZ07 PO Numbers Qty Yes No Qty: Yes No f## Grs.Stamped'Stl. 14 X Flue Pipe: X Grs.Stamped Returr 6 X Filter Base X Grs White. S/A Adj. X Mery 8 Filter x Grs. R/A White Alun 2 X Elect. Air Cl. X Kit. ''Hood. Duct: X Conc. Slab: X Kit. Down Draft Duci X Heat Recovery: X fan 80 cfm BFQ80 3 X Fresh Air: 1 X fan bite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting De artment: Job # Estimated Estimated Invoice Due Date: Task- Description Hours Cost 03 -Fabrication Labor 2.86 36.04 Rou hin 2,473.00 04 -Installation Labor 28.53 427:95 06 -Piping Labor 6.75 114.75 Trim 2,473:00 14 -Kitchen Vent Trim 02-Material/Tax 1,307.39 11339.7701-Equipment/Tax 80.00 Permit 70:0009-Permit/Other 011 -Delivery Labor 1.46 18.41 20 -Pull Material Labor 2:92 36.83 Total Contract: 5,016.00 12 -Startup Labor 2.50 42.50 WYNDHAM PRESERVE LOT 17 PB 81, PG 93) W h FIR tI Sight Distance Easement S –Survey 56.0'-------------------` R Reported PCP –Permanent Control Point A/C PAD C-1 FP&L –Florida Power &Light P –Plot FFE –Finish Floor Elevation D.B. –Deed Book Water Meter O.R.– Official Records Book M–Water Valve P.B. –Plat Book 1f–Fire Hydrant LOT 17 9.8 O RCD4–Reclaimed Water Valve a I AREA = PATIO o o O SW –Sidewalk L) I Z0 4,800 S.F. +/- 9.9 O A Guy Pole I L) I P.U.E.–Public Utility Easement t --Guy Anchor RCP–Reinforced Conc. Pipe OU --Overhead Utilities 56.0' F/R I PRINCIPAL BUILDING,--- - 1 SF –Square Feet Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' r–roan squi mint LB LEGEND:ADUSSD–Access/Drainage/Utilities/SidewalkLB–Licensed usiness BFP –Backflow Preventer Sight Distance Easement S –Survey PRM –Permanent Ref. Monument R Reported PCP –Permanent Control Point D –Description FP&L –Florida Power &Light P –Plot FFE –Finish Floor Elevation D.B. –Deed Book Water Meter O.R.– Official Records Book M–Water Valve P.B. –Plat Book 1f–Fire Hydrant Pg. –Page RC®–Reclaimed Water Meter Elev. –Elevation RCD4–Reclaimed Water Valve Conc. –Concrete Cable Box BP–Brick Paver m –Telephone Box SW –Sidewalk m –Electric Box FFE–Finished Floor Elevation 0 -Utility Pole Cl –Curb Inlet Guy Pole GTI–Grate Top Inlet Light Pole P.U.E.–Public Utility Easement t --Guy Anchor RCP–Reinforced Conc. Pipe OU --Overhead Utilities PVC–Polyvinyl Chloride O–Storm Sewer Manhole NCS–No Comer Set (Falls in Water) D–Sanitary Sewer Manhole SF –Square Feet EHHo –Electric Handhole D.U.E. –Drainage/Utility Easement COO –Clean Out FMGD –MAG NAIL & DISK CVp4–Irrigation Control Valve P.K.–Parker Kolon Nail Sign SIR–Set 1/2" Iron Rod LB7768 WM–Gate Water Valve SPKD–Set P.K. & Disk LB7768' Gas Meter FIR–Found 1/2" Iron Rod LB7768 FA'•–Existing Grade FIP–Found 1/2" Iron Pipe LB7768 a–Blow–off Valve FPKD–Found P.K. Nail & Disk LB7768 Drainage Flow Direction FCM –Found 4"x4" Concrete 10.0–Proposed Design Grade Monument PRM LB7778 10.2–As–Built/Existing Grad Note: Some items in above legen may not be applicable) REVISIONS Description I Date I Dwn. Ck'd I P.C. I Order No, LOT 16 North boundary of Lot 17 S89'40'51 "W CO o O (D 38.7 2 STORY RESIDENCE r N y 3806 SALTMARSH LOOP 3.: FFE= 31.19 c) M L) 35.3 ^ a- 6- t6 -- t6 N89'40'50 "E 120.00 LOT 18 SURVEY NOTE: NO SOD AT TIME OF SURVEY n - a, O Ca N N 89'40'51" 0-0 II m c 4` a v o ° a a 4) P, I O N Lo Uv p) i :4. D O o b) 00 N Cn UIxIW W C v O v C O 25.31 Z mo it BUILDING LAYOUT NOTE: Contractor and owner are to verify all DIMENSION NOTE: setbacks, building dimensions, and layout shown hereon prior to any construction, and Proposed building dimensions immediately advise GeoPoint Surveying, Inc. of shown hereon are of the exterior. any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights-of-way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1" = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C -0765H, in Flood Zone X" DESCRIPTION: LOT 17, according to the plat of "WYNDHAM PRESERVE" as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey: 05/25/18 555 Winderley Place, Suite 109 FL 32751 This certifies that a survey of the hereon described property Maitland, a was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 , Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. e Geo po I11 Surveying, Inc. des D. LevinerLS6915 Drawn: RCA Checked: JDL P.C.: Data File:BrissonEast-Plat ORIDA PROFESSIONAL SURVEYOR & MAPPER NO . ................. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Date: 05/29/18 Dwg: BrissonEast-Lat17 Order No.: rn crA1 nr A M nainA i irFticFn ci iRVFYnR ANn MAPPFR SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: r — S/R k( 25.00' I C N 89'40'51" E 25.3'1 CO I ALINHQ4 O I O N Q O INm3QCONCRETE DRIVEWAY Q D O I O Cn UIxIW W I O O 25.31 Z it Q 04Ov . CONC 1 WALK 1 Oo I WAf S/ Cn in O z 9• v I I I F- F" zdw w a w BUILDING LAYOUT NOTE: Contractor and owner are to verify all DIMENSION NOTE: setbacks, building dimensions, and layout shown hereon prior to any construction, and Proposed building dimensions immediately advise GeoPoint Surveying, Inc. of shown hereon are of the exterior. any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights-of-way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1" = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C -0765H, in Flood Zone X" DESCRIPTION: LOT 17, according to the plat of "WYNDHAM PRESERVE" as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey: 05/25/18 555 Winderley Place, Suite 109 FL 32751 This certifies that a survey of the hereon described property Maitland, a was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 , Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. e Geo po I11 Surveying, Inc. des D. LevinerLS6915 Drawn: RCA Checked: JDL P.C.: Data File:BrissonEast-Plat ORIDA PROFESSIONAL SURVEYOR & MAPPER NO . ................. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Date: 05/29/18 Dwg: BrissonEast-Lat17 Order No.: rn crA1 nr A M nainA i irFticFn ci iRVFYnR ANn MAPPFR SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: r — Revision ®",,., ' City of Sanford Response to Comments n v , l Building & Fire Prevention Division APR Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov 8y:li Permit # 17-2436 LOT 17 Submittal Date April 6, 2018 Project Address: 3806 Salt Marsh Loop Contact: Jason Ornoff Ph: 407-494-9207 Email: iason.ornoff anstarliahthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Fax: General description of revision: Modified duct layout for Dumper at AHU closet ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building -Se- 4. /2- 1& aA'' i N V vrw RECORD COPY Level 1 Job #:Starlight. - Wyndham Performed for: Lot 17 - 1605 TR Sanford, FL 32773 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyaiccom Scale: Scale: 1/8" = 1'0" Page 1 Right -Suite® Universal 2017 17.0.28 RSU17012 . 2017 -Dec -14 10:46:36 am Preserve\Lot 1.7 -1605 TR.rup N 6'MVTR A9 CFM level 2 AHU ON METAL STAND 2.5 TON 240V /5KW HP Job #: Starlight - Wyndham Energy Air, IncPerformedfor: Lot 17 - 1605 TR 5401 Energy Air, Ct Orlando, FL 32810 Sanford, FL 32773 Phone:407-886-3729 www.energyair.com GRenner@energyair.com SANi"F: i'tiD Scaler 1/8" = 1'0" Page 2 Right -Suite® Universal 2017 17.0.28 RSU17012 2017 -Dec -14 10.46:36 am Preserve\Lot 17 - 1605 TR.rup