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HomeMy WebLinkAbout2464 Waxwing Way 17-3645; NEW SFHrJ- 3b 145 COUNTY OF SEMINOLE )2T a34 5 IMPACT FEE STATEMENT 4 aL -Vi STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000008 BUILDING PERMIT NUMBER: 18-10000008 UNIT ADDRESS: WAXWING WAY 2464 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: January 02, 2018 17-20-31-502-0000-1510 PARCEL: TRACT: BLOCK: LOT: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2464 WAXWING WAY/ WYNDHAM PRESERVE LOT 151 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family ROADS -COLLECTORS Housing N/A 705.00 Single Family Housing 00 FIRE RESCUE N/A LIBRARY CO -WIDE ORD Single Family SCHOOLS Housin 54.00 Family CO-WYDE ORD Housing 5,000.00PARKSgle LAW ENFORCE N/A DRAINAGE N/A 1.000 dwl unit 705.00 1.000 dwl unit 00 00 1.000 dwl unit 54.00 1.000 dwl unit 5,000.00 00 00 AMOUNT DUE 5,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE 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 DATE ABOVE, BUT NO 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 BUSINESS 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE rl THIS INSTRUMENT PREPARED BY: < Name: STARLIGHTHOMES FLORIDA LLCCAddress: NOTICE OF COMMENCEMENT Permit Number. Parcel ID Number. 17-20-31-502-0000-1510 GRANT MALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLEROK9074Pq760 (11"gs ) CLERKIS 4 201E016624 RECORDED 02/1.3/2018 08:77:52 AN RECORDING FEES SiO.Oo RECORDED BY hdevore 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 its provided in this Notice of Commencement. d1' CY'V T IVUF11V1 Pi E ERVE, (P8a 1eC;Soy3-1ub p LU 1''11 street address if available) 2. GENERAL DESCRIPTION OF IMPROVEMENT: CONSTRUCT NEW SFR 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: STARLIGHT HOMES FLORIDA, LLC- 1405 OLD ALABAMA ROAD SUITE 200 ROSWELL GA 30076 Interest in property: OWNER Fee Simple Title Holder (if other than owner listed above) Name: N/A Address: 4. CONTRACTOR: Name: STARLIGHT HOMES FLORIDA, LLC Phone Number. 407-408-0161 Address: 1064 GREENWOOD BLVD, SUITE 124, LAKE MARY FL 32746 S. SURETY (If applicable, a copy of the payment bond is attached): Name: N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name: N/A Phone Number. N/A Address: N/A 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section713.13(1)(a)7., Florida Statutes. Name: N/A Phone Number Address: In addition, Owner designates of to receive a copy of the Lienors Notice as provided in Section 713.13(1)(b). Florida Statutes. Phone number. 9. Expiration Date of Notice of Commencement (The expiration 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 COM ENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. S tke Ownar at Lassae, or Owner's or Lassea's (PAnt Name and Provide signstorys 71twoMke) Au OflkadDirecorMartnaNManager) State of County of 1%=r1r1%r10` The foregoing Instrument was acknowledged before me this t2k:4` day of 40 ) t f1 by Who is personally known to me b,,@F!' who has produced Identification O type of Identification produced: Shayne Mangel NOTARY PUBLIC CERTIFIED C . Y GRAN MALOY sienawra ESTATE OF FLORIDA CLEP Ti IRCUIT COURT ,! Comm# GG113111 AN Cr OL 'R Expires 6/21/2021 IN OU fLOI:IDA = ; 2018 ITY OF A RD IYI& DEC 14 2017 BUILDING & FIRE PREVENTION PERMIT APPLICATION i" Application No: 2L1y 24800 24( g)14 Documented ConstructionValue: S Job Address W 4'kLm iM 1-1—)) ry j rA Historic District: Yes No Parcel ID: 17-20-31-502-0000-1510 Wyndham Preserve Lot I S1 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 Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : No City, State Zip: Roswell, GA 30076 Contractor information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fax: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Arch itect/Eng I neer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: NA 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 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, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5tb 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 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 com 'ance with all applicable laws regulating construction and zoning. i re Owner/ t Date Signature of Contractor/Agent Date Robert Willets Print Owner/Agent's Name aDL4a=& Signature of Not -State of Florida Date Shayne Man9e1 NOTARY PUBLIC S STATE OF FLORIDA Y CD G113111 res 6121 /2021Owner/Akif t rsonally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name n / Signature of No -State of Florida Date Shayne Mengel NOTARY PUBLIC S STATE,, 9FFFL ORIDAConyiQ9Tm"OCPdr%1Mally Known to Me or ProduceNg Explre / BELOW IS FOR OFFICE USE ONLY Permits Required: Building w Electrical g Mechanicalz Plumbing Gas[] Roof Construction Type:y Qj Occupancy Use: 23 Flood Zone: k -s E ATTALriCD Total Sq Ft of Bldg: Z 3y15 Min. Occupancy Load: 1 Z- # of Stories: 2 New Construction: Electric - # of Amps 15-0 Plumbing - # of Fixtures (_—] Fire Sprinkler Permit: Yes No 0 # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: Ib UTILITIES: COMMENTS: ENGINEERING: V t'C. %-2-Zolb FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 31. 610 iwtP. 82JU v0'-{0Ly r - ( WASTE WATER: BUILDING: 1-31't$ Revised: June 30, 2015 Permit Application z DEC 14 2017 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S Job Address: a4SL1- W43QLA iM Lk)2!. '—)A r4b A Historic District: Yes No Parcel ID: 17-20-31-502-0000-151b Wyndham Preserve Lot 151 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use ID 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: .407-708-0161 Street: 1406 Old NabamaI 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 No 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 Fag: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp-com Bonding Company: NA 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 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 mast be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that -date: 5i° Edition (2014) Florida Building Code Revised: June 30, 201S 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 Eord 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 com lance with all applicable laws regulating construction and zoning. i m Owner/it Date Signature of Contractor/Agent Date Robert Willets Print Owner/Agent's Name Signature of No -State of Florida Date Shayne Mangel NOTARY PUBLIC o STATE OF FLORIDA K o G113111 0 Co ' res 612112021 Owner/Aiff0a, Yf9rsonally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name Signature of No -State of Florida Date s Shayne Mangel NOTARY PUBLIC STATE,,9,,FF, F LORIDA Con Wm""" gAWally Known to Me or ProduceExpire 13M BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: COMMENTS: UTILITIES: L15 Z Z Z WASTEWATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Application o Application for Paved Driveway, Sidewalk or e", WalkwayIncluding Right -of -Way Use & Y R;Dq Landscaping in Right -of -Way www.sanfordfl.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 Clty'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 / or any construction of a fs F driveway, walkway or landscape Improvements within the city right-of-way. Il 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 size and location of the existing rigyjrg+lyay, rnd use shall be provided or application could be delayed. Calle.ronroudlp 1. ProjectLocatlon/Address: LAJ4XfAfit a2c l.J`Sd>^ !—SgryizrA PL, 3XI13 2. Proposed Activity: Driveway Walkway El Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: t-* 1r1c.. `7+r--• This application is subr}ittec by. PropertyOwner / 1 SignatuPrint Name.. John Reny re: / Address: fblY r , L 4LI 3a-14(" Phone: 40 - —10 1 - 61 La 1 Fax: tte"1-44.1- Q-7W Email: t>rV-UAAe . rYlgftle: 1ar"1-11 Maintenance Responsibilities/ 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 Installatlon/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 crtterta, 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 Requesloes expense and. If necessary, file a lien on the Requestor'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 councllpersons, 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 attorneys 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 have rea"yfders)anJAfte above statement and by signing this application I agree to its terms. Signature: Date: i a— 1 - 1 1 This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pro -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: Data: 1 ` 7-'?.0( & L Date: November 2015 ROW Use DAvewey.pdf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: Project Name: Wyndham Preserve - Lot Project Address.,04LV 4 U' exul;n!: W Sanford FL 32771 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. Print ame of Owner/Tenant Signature o Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print N e of Gen. Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # Ea terbro k Print Name of El. Contractor ignature of El. Contractor El. Contractor License # CALLED INTO: Progress Energy o Florida Power and Light on _/ / Rev. 02/10/15) 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.mangel@starlighthomes.com Property Adder'- 2A64-yVaxwing Way Property Owner: KStarlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-15100 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: E 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) OFFICIAL S ON Y Flood Zone: X Base Flood Elevation: N/A Datum: N/A 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# 17-3645 Reviewed by: Michael Cash, CFM Date: January 2, 2017 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 1 %_ IrSoIAS Address: 99ALIA i . )A>6L0%,JX- I T-*>4 BUILDING PERMIT Min Max Inspection Description 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 I`'ELECM RICyAL;PERIVIIT' Ys: V :; y, ' j' „ Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power TUG 30 Electric Rough 1000 Electric Final 1 11 1 •I 1 I Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final i REVISED: June 2014 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 151 - 1826 SR Builder Name: Starlight Homes Street: 24ii14 WaxwingWayPermit Office: Se n e un 3 6 45City, State. Zip: Sanford , FL 327 3 Permit Number. U01//Q11Ln9' b Owner. -} k tA Jurisdiction: CkDesignLocation: FL, Sanfoitf County:: S in a orida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2406.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1111.50 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 915.77 ft= 3. Number of units, if multiple family 1 c. Frame - Wood. Adjaoent R=13.0 379.02 ft2 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1139.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1139.00 ft2 6. Conditioned floor area above grade (W) 1826 b. N/A R= ft' Conditioned floor area below grade (W) 0 c. N/A R= ft2 11. Duds R ft2 7. Windows(154.0 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 365.2 a. U-Factor: Dbl, U=0.34 113.00 ft' SHGC: SHGC=0.26 b. U-Factor Dbl, U=0.58 41.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 30.0 SEER:14.00 c. U-Factor N/A ft2 SHGC: 13. Heating systems k8tu/hr Efficiency d. U-Factor N/A ft' a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.257 14. Hot water systems 8. Floor Types (1139.0 sqft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 739.00 ft2 b. Conservation features EF: 0.950 b. Floor over Garage R=19.0 400.00 ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 53.95 Glass/Floor Area: 0.084 PASSTotalBaselineLoads: 57.19 1 hereby certify that the plans and specifications covered by Review of the plans and STATFthiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythis O4•rt1E Code. calculation indicates compliance with the Florida Energy Code. y .,,,'% " S • n,,,,ir•••.:`:ia'?°„ O PREPARED BY: CrLe, Before construction is completed r:... w.f _ •, ' Z DATE: this building will be inspected for compliance with Section 553.908 Q , 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energ Code. OWNER/AGENT: -kn BUILDING OFFICIAL: DATE: I DATE: Compliance requires certification by the air handler unit manufacturer that the air handler 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 starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage On 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 On for whole house. 10/25/2017 4:39 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Lot 151 -1826 SR Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 1826 Lot # 151 Owner. Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBock: Builder Name: Starlight Homes Rotate Angle: 0 Street: 2454 Waxwing Way 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 V 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 Blockl 1826 15677.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 739 6872.7 Yes 4 0 1 Yes Yes Yes 2 Floor 2 1087 6804.7 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 97.3 It 0 739 ft' 0 0 1 2 Floor over Garage Floor 2 -- -_ 400 ft2 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1274 W 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1139 W N N 10/25/2017 4:39 PM EnergyGaugeS USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1139 ft' 0.1 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 W Exterior Frame - Wood Floor 2 13 40 9 8 1 329.4 ft' 0 0.25 0.6 0 2 W Exterior Concrete Block - Int Insul Floor 1 4.1 40 9 9 5 383.7 ft' 0 0 0.6 0 3 S Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft' 0 0.25 0.6 0 4 S Exterior Concrete Block - Int Insul Floor 1 4.1 8 0 9 5 75.3 ft' 0 0 0.6 0 5 E Exterior Frame - Wood Floor 2 13 40 9 8 1 329.4 ft' 0 0.25 0.6 0 6 E Exterior Concrete Block - Int Insul Floor 1 4.1 20 6 9 5 193.0 it' 0 0 0.6 0 7 N Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft' 0 0.25 0.6 0 8 N Exterior Concrete Block - Int Insul Floor 1 4.1 28 0 9 5 263.7 ft' 0 0 0.6 0 9 S Garage Frame - Wood Floor 1 13 40 3 9 5 379.0 IF 0 0.25 0.01 0 DOORS Ornt Door Type Space Stones U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None .39 3 6 10 20.5 ft' 2 Wood Floor 1 None .39 2 10 6 10 19.3 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 3 None Low-E Double Yes 0.34 0.26 8.0 ft' 1 ft 0 in 1 ft 0 in None None 2 S 3 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 4 ft 0 in None None 3 E 5 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 4 N 7 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 1 ft0 in None None 5 N 8 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft0 in 11 ft0 in None None 6 N 8 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft' 1 ft0 in 11 ft0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 400 ft' 400 ft' 64 It 9.3 ft 0 INFILTRATION Scope Method StA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) . 000382 1829 100.41 188.84 3432 7 10/25/2017 4:39 PM EnergyGauge® USA - v5A - Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 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 ON RLF Heat Cool 1 Attic 6 365.2 ft Floor 2 91.3 W Prop. Leak Free Floor 2 cfm 54.8 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling[[ ]] HeatinH Jan ((]] Feb Jan IX) Feb Mar Mar A r [ Apr [) Ma ( X] Jun [X Jul May [ ] Jun [ Jul X] Au Aug X] Se Sep Oct E ] Oct Nov kiNov Dec X) Dec Ventin [ ] Jan Feb X Mar X A r [ Ma [ ]Jun [ Jul Au 1 Se X) Oct Nov 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 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 10/ 25/2017 4:39 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 94 The lower the EnergyPerfonnance Index, the more efficient the home. 2454 Waxwing Way, Sanford, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms S. Is this a worst case? 6. Conditioned floor area (ft 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor. N/A SHGC: d. U-Factor: WA SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor over Garage c. WA New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1111.50 ft' b. Concrete Block - Int Insul, Exterior R=4.1 915.77 ft' 1 c. Frame - Wood, Adjacent R=13.0 379.02 ft' 3 d. N/A R= ft' No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1139.00 ft' 1826 b. N/A R= ft' Area c. N/A R= ft' 113.00 ft' 11. Ducts R ft' a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 365.2 41.00 ft' 12. Cooling systems kBtu/hr Efficiency ft' a. Central Unit 30.0 SEER:14.00 Insulation R=0.0 R=19.0 R= R' 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 30.0 HSPF:8.20 1.000 ft. 0.257 Area 14. Hot water systems 739.00 fe a. Electric Ca 50p: gallons EF: 0.95 400.00 R' ft, b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: ._.. t.h Date: Address of New Home: t-,'-{ f L) Lntrii '4 City/FL Zip: 4 a WE 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. 10/25/2017 4:39 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 151 -1826 SR Builder Name: Starlight Homes Street: 2454 Waxwing Way 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. Comers 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/door jambs 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 crawlspace 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 10/25/2017 4:39 PM EnergyGauge® USA - v5.1 - 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 151 - 1826 SR Builder Name: Starlight Homes Street: 2454 Waxwing Way Permit Office: Seminole County City, State, Zip: Sanford . FL, 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1826 sq.ft. Cond. Volume: 15677 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data I I HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: SLA: ACH(50)' 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)(0, (g), or (i) or an approved third parry. 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: 10/25/2017 4:39 PM 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)(0, (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: EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software 04 -tiff STq pF y rr'. '.'.ia`•a`LO O Wr, Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method Project Name: Street: City, State, Zip: Design Location: FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Lot 151 -1826 SR 2454 Waxwing Way Sanford. FL, 32773 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 Divide byLeakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards 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)(0, g), or (i), Florida Statutes. BUILDING OFFICIAL: DATE: O TttiE STgl 10/25/2017 4:39 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 y.e Project SummaryJob. Starlight -Wyndham Wiight50, ` Date: 6116/2017 Entire House By: Energy Air, Inc Plan: 1826 S Voyager 5401 Energy Air. CL Orlando. FL 32810 Phone, 407-886-3729 Email: GRenner®energyairoom WEb: v~energyairoom Project• • For. Lot 151 -1826 SR, Starlight Homes 2454 Waxwing Way, Sanford, FL 32773 Notes: Design Information Weather. Orlando ExecutiveAP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 26 OF Design TD 18 OF Daily range L Relative humidity 50 Moisture difference 44 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16187 Btuh Structure 14578 Btuh Duds 2141 Btuh Duds 3174 Btuh Central vent (30 dm) 847 Btuh Central vent (301Xrn) 578 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 19175 Btuh Use manufacturers data y Rate/swin multiplier 1.00 Infiltration Equipment sensible load 18329 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 3073 Btuh Duds 579 Btuh Central vent (30 dm) 887 Btuh Heatinngg Area Codingg Outside air ft 1877 118 Equipment latent load 4540 Btuh Volume (fP) 16161 16161 Air changeslhour 0.50 0.26 Equipment Total Load Sen+Lat) 22869 Btuh Equiv.AVF (dm) 135 70 Req. total capacity at 0.70 SHR 2.2 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Trade CARRIERAIR CONDITIONING Model CH14NBO300000A AHRI ref 7835429 Efficiency Heating input Heating output Temperature rise Actual airflow Air flow factor Static pressure Space thermostat Capacity balance point= 35 OF 8.2 HSPF 28600 Btuh @ 47-F 899OFdm 0.049 cfimBtuh 0.50 in H2O Backup: Input = 5 kW, Output =16034 8tuh,100 AFUE Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO300000A Coil FB4CNP030L AHRI ref 7835429 Efficiency 11.7 EER,14 SEER Sensible cooling 20020 Btuh Latent 000ling 8580 Btuh Total cooling 28600 Btuh Actual air flow 899 dm Airflowfactor 0.051 cfmBtuh Static pressure 0.50 in H2O Load sensible heat ratio 0.80 Boldrnalic values have been manua9yoverrldden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wri htsoft• 2017-Oci-2518:38:18 9 Right-Suite®llni%ersal 201717.028 RSU17013 Page 1 ACCK .-SpedfidWyndham PreservelLot 151 -1826 SRrup Calc = MA Front Door faoes: S wrightsoft• Manual S Compliance Report Entire House EnergyAir, Inc 5401 Energy Air. Cr, Orlando. FL 32810 Phone:407-886-3729 Email: GRenner®energyairmm Web: For. Lot 151 -1826 SR, Starlight Homes 2454 Waxwing V1t3y, Sanford, FL 32773 Cooling Equipment Design Conditions Job: Starlight -Wyndham Date: 611612017 Plan: 1826 S Voyager Outdoor design DB: 92.6°F Sensible gain: 18329 Btuh Entering coil DB: 76.6°F Outdoor design WB: 75.9°F Latent gain: 4540 Btuh Entering coil WB: 63.5°F Indoor design DB: 75.0°F Total gain: 22869 Btuh Indoor RH: 50% Estimated airflow. 899 dm Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer. Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow. 899 cfm Sensible capacity: 20927 Btuh 114% of load Latent capacity: 5192 Btuh 114% of load Total capacity: 26119 Btuh 114% of load SHR: 80% Heating Equipment Design Conditions Outdoor design DB: 44.2°F Heat loss: 19175 Btuh Entering coil DB: 68.9°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipmerlttype: SpIitASHP Manufacturer. Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow. 899 drn Output capacity: 28600 Btuh 149% of load Capacity balance: 35 °F Supplemental heat required: 0 Btuh Eoonomic balance: -99 °F Backup equipment type: Elec strip Manufacturer. Model: Actual airflow. 899 Cfm Output capacity: 4.7 kW 84% of load Temp. rise: 50 °F Meets all requirements ofACCA Manual S. wrightsoft' Right-Suite®universal 201717.02P 8RSU170132017- Oh 251 age I Page1ACCK ._ SpedBdwyndham Preservetat 151 -1826 SRrup Celc- MJ8 Front Door faces: S a Duct System Summary Job: Starlight -Wyndham wrightso, `• Date: 6/1612017 Entire House By. Plan: 1826 S Voyager Energy Air, Inc 5401 Energy Air. CL Orlando, Ft. 32810 Phone: 407-888-3729 Enact: GRenner®energyalrcom Mb. vmw.energyaircom For. Lot 151 -1826 SR, Starlight Homes 2454 Waxwing My, Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length JEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.143 in/100ft 899 do 196 Coding 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.143 in/100ft 899 dm Name Design Btuh) Htg dm) Clg dm) Design FIR Diam in) H x W n) Dud Mal Actual Ln (ft) Ftg.Egv Ln (ft) Trunk t_aun c 703 2 36 0.263 4.0 Ox 0 VIFx 6.4 100.0 Loft C 1948 94 99 0.268 6.0 Ox 0 VIFx 4.5 100.0 ba2 C 124 4 6 0.255 4.0 0x 0 VIFx 9.6 100.0 br2 C 1457 36 74 0.249 5.0 Ox 0 VIFx 12.6 100.0 bra c 1650 70 84 0.242 6.0 Ox 0 VIFx 15.5 100.0 foyer h 2784 137 75 0.171 7.0 Ox 0 VIFx 18.3 145.0 sty Idt-fain h 3821 187 178 0.147 8.0 Ox 0 VIFx 40.7 150.0 st4 Idt-fam-A h 3821 187 178 0.143 8.0 Ox 0 VIFx 45.7 150.0 st4 m ba h 795 39 36 0.189 4.0 Ox 0 VIFx 28.3 120.0 stl m br C 1712 79 87 0.198 6.0 Ox 0 VIFx 21.4 120.0 stl par h 703 34 15 0.150 4.0 Ox0 VIFx 31.9 155.0 st5 VAC c 407 18 21 0.195 4.0 Ox 0 VIFx 23.6 120.0 st1 v^C1 h 239 12 11 0.236 4.0 Ox 0 VIFx 18.6 100.0 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type dim) dm) FIR fpm) in) in) Material Trunk SO PeakAVF 136 143 0.189 537 7.0 0 x 0 VinlFlx st4 PeakAVF 375 356 0.143 477 12.0 0 x 0 VinlFlx st2 st2 PeakAVF 375 356 0.143 477 12.0 0 x 0 VinlFlx st3 PeakAVF 171 90 0.150 490 8.0 0 x 0 VinlFlx sty PeakAVF 171 90 0.150 490 8.0 0 x 0 VinlFlx st3 Soldrrralie values have been manua0yovenfdden 2017-0d-2516,3818 wrightsoft• Right-Suite®Uniwrsal 2017 17.0.28 RSU17013 Page 1 ACC 1, .-Speafldwyndham Presemtot 151 -1826 SR1up Calc =" Front Door faces: S Name Grille Size (in) Htg dm) Clg dim) TEL ft) Design FR Veloc fpm) Diam n) H x W in) Stud/Joist Opening (in) Dud Mad Trunk rb3 Ox 0 899 899 0 0 0 0 Ox 0 VIFx 2017-00-2516:38:18 wrightsoft• Rrght-Swte®Uni%ersal 201717.028 RSU17013 Page 2 ACCK ...SpecifidWyndham Preservetot 151-1826 SRrup Celc- MA Front Door feces: S P VTW F 12x6 pop 137 din 344ch foyer Job* Starlight -Wyndham Performed for: Lot 151 -1826 SR 2454 Waxwing Way Sanford, FL 32773 Level 1 kit -fam 1Ox10 10x10 1p7 187cUn Sup Riser .:. i garage Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 4074W>-3729 www.energyair.com GRenner@energyaircom Scale: 1 /8" =1'0" Page 1 RightSuiOe® Urd%wsal 2017 17.0.28 RSU17013 2017-0ct-25163829 m PresemU..ot 151-1826 SR rup BMVTR 35 CFM Sup Riser 8" 8.• Job*. Starlight -Wyndham Performed for: Lot 151 -1826 SR 2454 Waxwing Way Sanford, FL 32773 level 2 AHU ON METAL STAND 2.5 TON 240V /5KW HP Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 40743863729 wwwenergyaircom GRenner@energyaircom Scale: 1 /8" = IV' Page 2 Right -Suite® Universal 2017 17.0.28 RSU17013 2017-Oct-2516:38:29 m PresenelLot 151-1826 SR.rup 3 up Poor RECORD COPY a'A'V k KA 5;AK 02" Rj SA{NFORD I, _ 36 45 V LAV s Al ', /;? y ZONIN DATE Ok to construct single family home with setbacks and impervious area shown on plan., Imo Vot{a9w-S, 69 BUnMING 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 users sole risk. LOT 133 LOT 150 POINT OF COMMENCEMENT NORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4 d OF SEC 17-20-31 m (BASIS OF BEARING) of W o POINT OF rn BEGINNING 0 N N89.40.51 "E 2' 576.00 LEGAL DESCRIPTION ft WYNDHAM PRESERVE - LOT 151 PLOT PLAN LOT 132 40.00 LOT 151 AREA = 4,400 S.F. t O O i' A/C 00.0 PAD c G oNi 6.5, 15.3 a - 28.0 PROPOSED 1 STORY RESIDENCE 2464 WAXWING WAY 0 1826 VOYAGER ci ELEVATION -S GARAGE - RIGHT i i FFE= 29.4 16.00' O } N 3 N a cn z 1 60 0.0 N89'40'51 LOT 131 v) w 0 O O LOT 152 LO' UTILITY EASEMENT (P) PROPOSED 5' CONC SIDEWALK coNc CURB -,' WAXWING WAY 50' RIGHT—OF—WAY P P (PRIVATE ROAD) CENTERT S89'40'51 "W 606.15' P P LINE 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: oW c O II ar o W m om o'D m Z •o y M c 0 a) N m : j r- WYNDHAM PRESERVE LOT ISI Proposed) Bundling Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' DIP"NSION NOTE: Proposed building dimensions shown hereon are of the exterior. 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 599.64 feet; thence N.89040'51"E., a distance of 576.00 feet to the POINT OF BEGINNING; thence N.89°40'51"E., a distance of 40.00 feet; thence S.00°19'09"E., a distance of 110.00 feet; thence S.89040'51"W., a distance of 40.00 feet; thence N.00"19'09'W., a distance of 110.00 feet; to the POINT OF BEGINNING. Containing 4,400 Square feet, more or less. rcr— VW. c.Qu, me"c LEGEND:ADUSSD-Access/Oraina a Utilites SidewalkLB -Licensed usinessg Boekflow Preventer BFR Sight Distance Easement Survey PRM-Permanent Ref. Monument Reported PCP -Permanent Control Point Description FP&L-Florida Power & Light Plat FFE-Finish Floor Elevation 0..-Dead Book Water Meter O.R. -Official Records Book DG -Water Valve P.B.-Plat Bock V 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 Electric Box FFE-Finished Floor Elevation Qj:Utility Pole Cl Curb Inlet Guy Pole GTI-Grate Top Inlet Light Pole P.U.E.-Public Utility Easement Guy Anchor RCP Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS-No Comer Set (Falls in Water) G-Sanitary Sewer Manhole SF -Square Feet ENHo -Electric Handhole D.U.E.-Drainage/Utility Easement COO -Clean Out FMGD-MAG NAIL & DISK XVD4-irrigation Control Valve P.K.-Parker Kolon Nail p-Sign SIR -Set 1 /2' Iron Rod LB7768 WD4-Gate Water Valve SPKD-Set P.K. & Disk L87768 Gas Meter FIR -Found 1/2' Iron Rod L87768 rr -Existing Grade FIP -Found 1/2' Iron Pipe L87768 a -Blow-off Valve FPKD -FoundP.K. Nail & Disk L87768 ter -Drainage Flow Direction FCM-Found 4"x4' Concrete 1Q.0 Proposed Design Grade Monument PRM LB7778 1>02hAs-Built/ExMna Grade Note: Some items in above leaen mav not be 000llicable) REVISED PRODUCT 7/05/17 MTP I JDL REVISED AC PAD 9/06/17 JE I JDL SURVEYOR'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 VYNDHAM 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 Id0verified) PLOT PIAN-ONLY NOa%' ,..., Farr • g . Q. m Ames D. LeA4& • FL09C .'ac `LS6915 FLORIDAPROfESSIONAL`S11QJi'd ft?rg4 g, . NOT VAUD WITHOUT TWISIGNMAtAAND' THE ORIGINAL LOT AREA CALCULATIONS LOT = 4,400 SQ.FT. LIVING AREA= 739 SQ.FT. GARAGE = 400 SQ.FT. PORCH = 39 SQ.Fr. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 46 SQ.FT. A/ C PAD = 9 SQ.FT. IMPERVIOUS= 39.5 X SOD = 2.662 SQ.FT. OFF LOT AREA CALCULATIONS R/ W = 1,000 SQ.Fr. APRON = 114 SQ.Fr. SIDEWALK = 200 SQ.FT. SOD = 126 SQ.FT. TOTAL AREA AREA = 5.400 SQ.Fr DRIVEWAY = 519 SQ.FT. SIDEWALK = 246 SQ.Fr. SOD = 2.788 SQ.Fr. 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 151, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole k County, Florida 555 inderley Place, Suite 109 M ' and, FL 32751 Pl" ione: (321) 270-0440 Fax: ( 813) 248-2266 Licensed Business No. LB 7768 GeoPoint\ Surveying, Inc. Drawn: MTP I Checked: JDL I P.C.: Data File:8rissonEast-Plat Date: 6/23/17 Dwg:&WwEuvt-tAi51 Order No.: — SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: — RECORD COPY MEM a PAXILIPAIERFW ELECTRIC Starlight Homes 1826 Voyager LOAD CALCULATION June 9, 2017 1. HVAC LOADS (NEC 2011 - 220.82(Cl(31- (411 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 a 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 10.39 KVA I1. GENERAL LOADS (NEC 2011- 220.82(BW1144)) LIGHTING 1826 Sq Ft@a 3VA/Sq. Ft 5.48 KVA Qty KVA Rating Total KVA 2 1 5 SMALL APPLIANCE CIRCUITS 3.00 KVA 1 1.5 LAUNDRY CIRCUIT 1.50 KVA 1 5 DRYER CIRCUIT 5.00 KVA 5 STACK WASHER/DRYER 1 4.5 WATER 14EATER (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) 1 12 RANGE/OVEN (2) 12.00 KVA 72 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR 1 25 MICROWAVE CIRCUIT 250 KVA 4.8 JACUZZI TUB CIRCUIT 12 50AMP SAUNA/WHIRLPOOL 7.2 30AMP POOL CIRCUIT 14.4 60AW POOL CIRCUIT 19.2 80AMP POOL CIRCUIT CONNECTED LOAD (GENERAL LOADS) 35.98 KVA IST 10 KVA (GENERAL LOADS) a@ 100% 10.00 KVA REMAINDER (GENERAL LOADS) QQ 40% 10.39 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(BN 2039 0 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.39 KVA TOTAL DEMAND LOAD (NEC 2011- 220.82(Al) 30.78 KVA MINIMUM SERVICE SIZE 128.24 AMPS RECOMMENDED SERVICE SIZE I50 AMPS eV1LDIIV6 SANFORD 3645 RECORD COPY Typical 150 Amp Electrical Diagram Typical 150 Amp Interior01Panel 150 Amp Main 120V / 240V 11_3645 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp I Concrete Encased Electrode RECORD COPY gviotic SANpono o AgRTPQ 4` # 1 7- 3 6 4 5 r n n c n Boise Cascade Engineered Wood Products 0 C ESG 07/21/2014 R 08/04/2015 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? O 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. 0 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. EI 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. 0 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. I Product Profiles, BCI6 Architectural Specifications ......... 3 VERSA -LAM" Products, Specifications, Allowable Holes..... 26 About Floor Performance, BCI® Residential Floor Span Tables, VERSA-LAMO Details, Multiple Member Connectors ........ 27 i One Hour FloorlCeiling Assembly ........................ BCI8 Floor Framing Details .......................... 4 5-6 VERSA-LAMO Floor Load Tables 100% Load Duration 281 ' ' ' . . BCI Joist Hole Location 6 Sizing, Large Rectangular Holes ... 7 VERSA-LAAA Snow Roof Load Tables (1f5, Load Duration) ..... 29 j BCI Cantilever Details, Web Stiffener Requirements 8-9 VERSA -LAM* Non -Snow Roof Load Tables (125 Load Duration). 30 c i BCl6 Floor Load Tables ........................... U + 10 - 12 VERSA-LANIm Closest Allowable Nail Spacing ............. 31 VERSA -LAMB Design Values 31BCI6RoofFramingDetails ....... 13 - 14 r BCI Roof Span Tables .................... ...... 15 - 18 VERSA -LAMB 1.8 2750 Columns, VERSA-STUD®1.7 2650 .. 32 BCI6 Roof Load Tables ............... 19 - 23 Computer Software: BC FRAMER®, BC CALCO ............ 33 BC18 Design Properties, BC18Allowable Nail Spacing 24 Framing Connectors: Simpson, USP ................ 34 - 35 Boise Cascade Rmmboard Products/Properties ............ 25 Lifetime Guarantee ........................... Back Cover Boise Cascade EWP • Eastem Specifier Guide • 08/04/2015 Eastern Product Profiles__ _ _ 8-M- IAtS VERSA -LAM* VERSA-LAMO VERSA-LAMO BCIO 4500s 1.8 BCI® 5000S 1.8 BCI.6000s 1.8 BCIm 6500s 1.8 8CI.60s 2.0 BCI.90s 2.0 1.72650 1.82750 2.03100 1'/i'I — T 1'y-„ T Iw-I T T T i T if I 9/:' 9/2" 9'h" 11741, 11W I I 3%:' 11 %, 9,/' a " 11'/:' a/' l l %" s 14„ 3/s" 14" I 3'/:" 3Y2' to 14" 'A' 11W, % 14" 14" 16" 16" to 16' to 7%:' 24" 14"' i-- -{ i-- -i I- -i i-- --i i— i•-•i - i i i— 1,W„ 2, 25/1e" 29/1s" 25/,e" 3'/2" 1'/2", 13/", 3'/:' 3W to 5W 1W, V/•", Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/=", 5'b" BCIe and VERSA -LAM* products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports. W BCI® Joist Architectural .Specifications 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. 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 BCIm 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. Boise Cascade EWP • Eastem Specifier Guide • 08/0412015 Residential Floor Span Tables 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. Joist De scle Joist Series THREE STAR * * * FOUR STAR * * * * CAUTION MINIMUM STIFFNESS ALLOWED BY CODE CAUTION Live Load deflection limited to L/480: The common industry and design community standard for residential floor joists, 33% stiffer than 1_I360 code minimum. However, floor performance may still be an issue in certain applications, especially with 91A" and 11 Y." deep joists without a direct -attached ceiling. Live Load deflection limited to LI960+: 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 U360 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. 12" O.C. 16" O.C. 19.2" O.C. 24" O.C. 32" O.C. 12" o.c. 16" o.c. 19.2" O.C. 24" O.C. 32" O.C. 12" O.C. 16" O.C. 19 2" O.C. 24" O.C. 32" o.c 4500s 1.8 16'-11" 15'4" 14'4" I 13'-7" ll'-9" ll'-6" ll'-6" 10'-0" I 10'4" 9'-7" 18'-9" 16'-8.. 15'4' 13'-7" 11'-9" SIN, 5000S 1.8 1T-0" 16-0" I 15-2" 14'-l" 17-5' 11'-0" 11'-0" la-0" 1a-0" 9-11" 19'-4" 17'-J" 16-4- 14'-7' 12'-S' 6000s 1.8 16-7' 16-0" P16&-iV 14'4" 13'-4" ll'-0" ll'-0" la-0" la-0" 1a-0" 2a-2" 18'-5" 17'-5' 1V-9" 13'-8" 6500s 1.8 16-e' 17'-1" Is -a. 13'-6' 11'-$" 11'-0" la-0" la-0- 10'-0' 217-" 18--11- 17'-10" 16-7" 14'-3• 4500s 1.8 20'-0" 18'-4" 17,4„ 15'-5" 13'4" 15'-6" 14'-3" 13'-5" 12'-6" 114" 21'-10" 18'-11" 17,4„ 15'-5" 13'-4" 5000s 1.8 2a-9" 19-a- 17--11" I 16-T' 13'-4" 16-6- 14'-9" 13'-11" 17-11" I 11'41" 23'-0" 20'-4" 16-6- 16-7" 1Y-4" 6000s 1.8 2V-7" 15-8" 18'-7" I 17'-4" 14'-10" IV-&- 16-4" W-S' IY-5" 17-1" 2Y-1a' 21'-10" 2a-0" 17-11" 14'-la' 6500s 1.8 22'-2' 2a-3- 19'-2" 17'-10' 14'-10- 16-W is-10" 14'-11 1Y-10- 17-7- 24'-0' 27-5" 2l'-1' 18'-10" 14'-10" 60s 2.0 23'-7" 21'-V' W-41" 18'-11" 16-4" 18'-0" 16-.T IST 14-W 1Y-.Y' 26'-1" 2Y-17' 22'-0" 21'-0" 16-4" 90s 2. 0 26-7" 24'-3" 27-1a' 21'-T 19'-4" 19-a- 18'-10" 17'-W 16-5" 14'-la' 29'-5" 26-10" 2S-3" 23--T 19'-4" 4500s 1. 8 22'-9" 20'-7" 18'-9" 16'-9" 13'-11" 17'-10" 16'-3" 15,4„ 14'-3" 13'-0" 23'-10" 20'-7" 18'4" 16'-9" 13'-11" 5000s 1. 8 2X-7" 21'-7" 2a-7' 16-a- 13--11- 1&-&' 16-10" 15'-11- I 14'-J" IY-5" 2S-7" 27-1" 2a-2" 1&-a- 13'-11" 6000s 1. 8 24'-0" 27-5" 21'-2" 19-0" 1S-5" 19'-2"r2l'-4- 0" 16- e- 15'-4" IY-11" 27'-l" 2T-11" 21'-10" 19'-0" is-S. 14" 6500s 1 8 25'-2' 23'-0' 21'-8' 2a-2" 1S-,S- 19'-0' 11" 16'-11" 1S-e 14'-0' 27'--T 26-2" 22'-11' 2a-0' 15'-5" 60s 2. 0 26'-9" 24'—S' 23'-0" 21'-S- 16'-4" 20'-11'-0" 1T-11" 16'-7" 15'-l" 29'-7" 27'-0" 25'-0" 21'-10" 16'" 90s 2 0 3a-1" 27'-5" 25-1a' 24-o- lg-.T 23'-0" 2a-0" 18'-0" 16-9" 3T-3" W-4" 28'-7" 26-T 19-W 4500s 1 8 25'-2" 22'-0" 20,-1" 17'-11" I 14'-l" 19'-9" 18'-0" I 17'-0" 15'-10" 14'-l" 25,_5„ 22'-0" 20%1" 17'-11" 14'-1" 6000s 1. 8 27'-0" 24'-9" 23'-41" 2a-la' IS-9- 21'-2" 19'-4" 18'-2" 16-11- 16-4- 29-0" 26-6" 23'-4" 2a-la' 16-9" 16" 6500s 1.8 27'-9" 26-4" 23-11" 21'-1" IS-9" 21'-9" 19-9" 1&-e- 17'-4" 1S-e" 3a-6- 26-11" 24'-0" 21'-l' 15'-9- 60s 2. 0 29-7" 27'-0" 25'-0' 21'-10' 16-4- 23'-2" 21'-l' 19-10" 16-5" 16-4- 37-W 29'-10" 2T-4" 21'-10" 16'-4" 90s 2 0 3T-4" 3a-4" 28'-7- 26-7' 19'-7" 26-a- 2Y-7" 22'-7' 201-0" 18'-7" 36'-la' 33'-7" 31'-0" 26'-7' 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 23/3' 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/e' 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. 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.) One -Hour_ Fire- Resistive Assembly ---.- TM ICC ESR 1336 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. 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 I%" Type X or two layers M." Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Aad carpet & pad to fire assembly: STC=549IIC=50 or W 3Y2' glass fiber insulation to fire assembly: STC=55or A= an additional layer of minimum %" she STC=61 and 9Y2" glass fiber insulation to fire assembly: Boise Cascade EVJP • Easiem Specifier Guide • 0864/2015 NOTE The illustration below Is showing several suggested applications for the Boise Cascade EWP products. It is not Intended to show an actual house under construction. 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 BCI• floor systems. fi 00 BCI• rim joist. - See page 6. 40 BOISE CASCADE' Rii See pages 6 and 25. For load bearing cantilever details, see page Floor Framing.. _ 00 BCI• blocking or 2x4 "squash" block on each side required when supporting a load -bearing wall above. BCI° Joists, VERSA -LAM* and ALLJOISr 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 budding practices and standards. VERSA -LAM•. ALLJOIST°, and BCI° Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM°. ALLJOIST• and BCI• 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 10 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. Nall 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. When installing Boise Cascade EWP products with treated wood, use only connectors/fasteners that are approved for use with the corresponding wood treatment. VERSA -LAM• header or an BCI• header. I'A" knockout holes at approximately 1.2" o.c. are pre -punched. F15 J' 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 substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA -LAM', ALLJOISr, 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. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Floor Framing Details Additional floor framing details available with BC FRAMER® software END BEARING DETAILS 0 (a 49 0 BCI• BCI• Joist rim Joist. blocking. Dimension' lumber ls not suitable for' Nall Boise use as rimboard Cascade with Si Joists. Ri board to Blocking may Oe requiredBCIJoistswithDimensionlumberIsnot 8d nail Into suitable for use as rim pe'Peod w1ar to wall, each flange. board with BG• Joists. consult design professional Use of Be• rimjoist re titres 2x6 of record end/or local building official. wall for minlmum oist Leadn 1. ®1 601SE CASCADE• Top Flange or Face Irbearing 8d nail Rmmboard Mount Joist Manger h sideat Solid block Note: BG•fiaor all posts Joist must be from above designed to carry 1%* minimum bearing to bearing wall above when length (is/4• required for below. not stacked over 18" and deeper joists) ot wall below. OVERSAM• To limit splitting flange, start nails at least 1%' Blocking required underneath braced wall from end. Neils may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. INTERMEDIATE BEARING DETAILS BCI• Joist Slope Cut Reinforcement ner•n war"....e re.e• edei".i .ae,...wre 4W For load bearing wall abovestackedoverwallbeloi Blocking may be required at intermediate bearings for floor diaphragm perlRC In high seismic areas, consult local building official. 40 Load bearing Double Squash Block Vertical Load bNt ofueto _..da.t._. _end_--_BCI Joist. BCI• on y+ valsheari/reacti Joist shall not be used as a collar or rafter tension de. 2 x 6 mm. rafter. Rafter shell be supported by ridge beam or other upper bearing support 6 12 t ta• Sue Joist Spaclag [in] 12 16 19.2 24 2x4 4463 3347 2789 2231 2x8 7013 5259 4383 3506 1 wall above t ' min max. stacked over 1. Squash blocks are to be in full contact _ BCI• f wall below) with upperfloor and lowerwall plate. Heel depth BlocCIO' kin . 2. Capacities shown are fora double Dapffi blockingsquashblocksateachjoist,SPFor (s. 2xblock. better. below) I : _+ 2x bbckingrequlred at bearing(not shown for cladr# j Backer block Double BCI• Joist "/4i min. pyvrood/088 rated sheathing as reinforcement. minimum 12" Connection sheathing or Install reinforcement with face grain horizontal. Install on wide} Nall with rimboard both sides of the Jolst, Ught to bottom flange. Leave Joist 10-10d nails. Filler Block closure minimum VA -gap between reinforcement and bottom of Hanger :, of see chartbelow) 8CI.loist top Mange. Apply construction adhesive to contact blocking surfaces and fasten with 3 rows of min.10d box nails at g 61 o.c. Alternate nailing from each side and clinch. required for b Filler block. Nail wlth 10- 10d nails. Backer tilockrequired where top flange Joist hanger load exceeds 2501bs Install tight to top flange. Web Filler r Nailing 12• • ontenter Connection valid for all applications. Contact Boise Cascade EWP Engineering for specific conditions. cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered In all cantilever designs End Wall 9earin Minimum Heel De th Root Poch 1112 7/ 12 8112 9/12 10112 12112 2 x 4 41N' 41/4" 4%' 4'/." 4%" 4%" y x 8 3'it" 3s/•" 2•/r•" 21.' 2'/,•" 2'/." LATERAL SUPPORT Sheathln to BCI• Joist: WEB STIFFENER REQUIREMENTS BCI• Joists shall be laterally supported at the ends with hangers, 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 BCI• JOISTS Minimum end bearing: Ph" for all BCI•Joists. 31h" Is required at cantilever and Intermediate supports. Lon gerbearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC BCI• rim Joist, rim board or closure panel to BCI• Joist: Rims or closure panel 1'/4 inches thick and less. 2-8d nails one each in the top and bottom flange. BCI.4506s/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 iioistwith 240d box nails d one eachside of flange. BCl• rim Joist, rim board or CCI• blocking panel to support: Min. 8d nails@6" o.c. perlRC. Connection per design professional of record's specification for shear transfer. BCI lalsttosupport: 2- d nails, one on each side of the web, placed 1% inches minimum fromtheendoftheBCIJoisttolimitsplitting. Prescriptive resdential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12 o.c. In the field (IRCTable R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diapphragm nailing specified at closer spacing thanlRC. Maximumbracingspacingforfulllateralstability 18" for BCI04500s & 5000s, 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. Wnnd w cerac may haarranfahlo rnnfarf Inral BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler Block Thickness 450 s 1. I or 3/ 4" wood panels Two %' wDod panels or 2 x 5000s 1.8 3/ 4" or %" wood panels Two i'4" wQod panels or 2 x 6000s 1.8 1%" or two yy, wood anels° 2 _ +'/ te" or Sh wood anal 6500s 1.8 1%" or 4i" two wood anels2 x— + %* or Y4" wood panel 60s2.0 1%" or two %* wood panels 2 C +'/' of Alwood anal 90s2. 0 2x_lumber Double 2x_lumber cut backer and filler blocks to a maximum depth equal to the web depth minus V4" to avoid a forced fit. 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 VerticalLoa IPI pa b Depth on] Series No W. S.r" W.S.m 4500s 1.8, 5000s 1.8, 6000s 1.8 6500s 1.8 2300 N/A llz/•° 4500s 1.8, 5000s 1.8, 6000S 1.8 6500S 1.8 2150 N/A 60s 2.0, 90s 2.0 2500 N/A 14• 4500s 1.8, 5000s 1], 6000s 1.8 6500S 1.8 2000 N/A 60s 2.0, 90s 2.0 2400 N/A 16" 4500s 1.8, 6000s 1.8, 6500s 1.8 1900 2500 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. li Not applicable Bose Cascade EV01 • Eastem Speaficr Guide • 08104/2015 BCI° Joist Hole Location & Sizing BCI® Joists are manufactured with 1'/2" round perforated knockouts in the web at approximately 12" on center Minimum spacing - 2x greatest dimension D of largest hole (knockouts exempt) D 00 NOT see table below) (see table below) cut or notch Mange u =eeiiis ex.r w rts.t*.raew,.x...wr•wer.aes.wr..»w, s.",e» ...ar., ..".,u..o•aw•w w.w•.r w.,.ey.u.w:. •a I No holes (except knockouts) allowed In bearing zones A 1'A" round hole may be cut anywhere In the web. 0o not cut holes Provide at least 3" of larger than 1%* clearance from other holes. round In cantllevem Minimum distance from support, listed in table below, is required for all holes greater than 11/" MINIMUM DISTANCE D) FROM ANY SUPPORT TO THE CENTERLINE OF THE HOLE Round Hole Diameter (in] 2 3 4 5 6 6%2 7 8 8% 9 10 11 12 13 Rectangular Hole Side 3 5 6 7in 8 1'-0" 1'-1" 1'-5" 2'-1" 2'-9" 3'-1" 3'-5" Any 12 1'-0" 1'-2" 2'_2" 3'_2" 4'_2" 4'_8" 5'-2" Span Joist 16 1'-0" 1'-7" T-11" 4'-3" 5'-7" 6'-3" 6'-11" Round Hole Diameter (mi 2 3 4 5 6 6'/a 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 8tin] 8 1'-0" 1'-1" 1'-5" 1'-10" 2'-4" 2'-7" T-10" 3'-4" 3'-9" Any Stan 12 1'-0" 1'.4" 2'-1" 2'-10" 3'-7" 3'-11" 4'-3" 5'-0" 5'-8" 11 yell Joist 16 1'-0" 1'-10" T-10" 3'-9" 4.-9" 5'-3" 5'-9" 6'-9" 7'-7" 20 1'-1" 2'-3" 3'-6" 4'-g" 5'-11" 6'-7" 7'-2" 8'-5" 9'-6" Round Hole Diameter (in] I 2 3 4 5 6 6'/: 7 I 8 i 8% 19 10 11 j 12 13 keole ctangularHSide2 3) 3 5 r 6 t 6 t 8_- 1- 9- 1 tI 8 1'- 0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-8.. 12 1'- 0" 1'-1" 1'-3" 1'-10" 2'-6" 2'-10" 3'-1" 3'_g" 4'_3„ 4'-4" 5'-0" 5'-7" Any 14" Span 16 1'-0" V-1" 1'-8" 2'-6" 3'-4" 3'-9" 4'-2" 5'-0" 5'-8" 5'-10" 6'-8" 7'-5" Joist 20 1'- 0" 1'-1" T_1" 3'-2" 4'-2" 4'-8" 5'-2" 6'-3" 7'-2" 7'_3" 8'-4" 9'_4" 24 1'- 0" 1'-4" 2'-6" 3'-9" 5'-0" 5'-8" 6'-3" 7'-6" 8'-7" 8'-9" 10'-0" 11'-2" Round Hole Diameter (in) 2 3 4 5 6 6'/a 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 5 5 6 8 9 10 in] 81'- 0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-7" 1'-11" 2'-0" 2'-5" 2'-9" T-2" 3,-7" 12 1'- 0" V-1" 1'-2" 1'-2" 1'-3" 1'-6" 1'-10" 2'-5' T-11" 3'-0" 3'-7" 4'-2" 4'-9" 5'-4" Any 16" Span 16 1'-0" 1'-1" 1'-T' 1'-2" 1'-8" 2'-1" 2'-6" 3'-3" 3'-11" , 4'-0" 4'-10" 5'-7" '6'-4" 7'-2" Joist 20 1'- 0" 1'-1" 1'-2" 1'-2" 2'-1" 2'-7" 3'-1" 4'-1" 4'-11" ' S'-1" 6'4" 7'-0" 8'-0" 8'-11" 24 1'- 0" 1'-1" 1'-2" 1'-4" 2'-6" 3'-1" 3'-9" 4'-11" 5'-11" 6'-1" 7'-3" 8'-5" 9'-7" 10'-9" 00 an in web area as specified 0 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. 00 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 IW' 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 1''Ir 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. Large Rectangular Holes in BCI° Joists 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 See Max Hale Sin on thole Chart for Joist Depth Joist Span— Minimum 2x diameter/ width of largest hale 0MI Simple Span Joist VV Min W 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 • Eastern Speufier Guide • 0810412015 Maximum Hole Size Joist Simple Multiple Depth Span Span 9'h" 6" x 14" 6" x 12" 11 Wl 8" x 16" 8" x 13" 14" 9" x 18" 8" x 16" 10" x17" 16" 11" x 18" 10" x 14" 12" x 16" Multiple Span Joist t hole See Max Hale Stu an t hole Moist —I Chart for Joist0epth %joist I Soon SpanwasMublpla Span Joist 12'4' MI f Muhlple Span Joht I TV Min T Larger holes may be possible for either Single or Multiple span joists; use BC CALC° sizing software for specific analysis. Reinforced Load Bearing Cantilever Table BCI® Joists c 4 in c o B 0: Roof Total load I sf 35 1 45 1 55 Joist S acin In 16 19.2 24 16 19.2 24 16 119.212412400000X0X 26 0 0 0 0 0 X 0 X 28 0 0 X 0 X X X X c N Q 30 0 0 x 0 x x x x x 32 0 0 X 0 X X X X X 34 0 0 x o x x x x x 3s o x x x x x x x x 39 o x x x x x x x x 40 0 x x x x I x x I x x 42 o 1 x I x I x x I x I x I x x m c 24 0 0 1 0 0 0 X 0 X X 26 0 0 0 0 0 X 0 X X 28 0 0 1 0 X X X X X 30 0 0 1 0 X X X X X 32 0 0 X 0 X X X X X 34 0 0 X X X X X X X 36 0 0 X I X X X X I X X 38 0 X' I X I X X X X X X 4o 0 X' I X I X X X I X X X 24 0 0 0 0 0 0 1 0 X X 26 0 0 0 0 0 X 0 X X 28 0 0 0 o 0 X X X X ro 0 301 0 0 0 0 0 X X X X 32 0 0 0 0 X X X X X 34 0 0 X 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X X X X X X X 40 0 0 X X X X X X X m 0 24 0 0 1 0 0 1 0 0 1 0 0 1 X 26 0 0 0 0 0 0 0 X X 28 0 0 0 0 0 0 0 X X 30 0 0 0 0 0 X 0 X X 32 0 0 0 0 0 X 0 X X 34 0 0 0 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X 0 X X X X X 40 0 0 X 1 0 1 X I X I X I X X c? m a 24 0 0 0 0 1 o IM o 1 o 1 x 2s o o 0 0 o WS o 0 x 28 0 0 0 0 0 x 0 Ws x 30 0 0 0 0 0 X 0 WS X 32 0 0 WS 0 0 X 0 X X 34 0 0 ws 0 0 x 0 x x 36 0 0 WS 0 wS X 0 X X 38 0 0 X 0 X X X X X 40 0 0 x 0 x x i6 x x 42 0 0 x 0 x x x x x m c h 24 0 0 0 0 0 MI 0 0 1 26 0 0 0 0 WS 0 0 1 28 0 0 0 0 L 0 WS 0 0 X 30 0 0 WS 0 0 1 0 0 X 32 0 0 WS 0 0 1 0 1 X 34 0 0 WS 0 WS X 0 X X 36 0 0 WSJ 0 IWS X 0 X X 38 0 WSJ 0 WS X X X X 40 0 L 0 1 1 0 1 X X X I X m 0 24 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 L 0 1 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 0 WS 0 0 X 32 0 0 0 0 0 1 0 WS X 34 0 0 WS 0 0 1 0 1 X 35 0 o WS 0 0 1 0 X X 38 0 0 wS 0 0 I X 0 X X 40 0 0 1 0 WS X X X X Oc s r o N _ HC y Roof Total Load sf 35 1 45 55 Joist Spacing in 16 19.2124 1 16 19.2 24 16 19.2 24 m c Z 24 0 1 0 1 0 0 0 0 1 0 1 0 1 1 26 0 0 1 0 0 0 0 0 0 X 28 0 0 0 0 0 0 0 0 X 30 0 0 0 0 0 1 0 0 X 32 0 0 0 0 0 1 0 0 X 34 0 0 0 0 0 X 0 1 X 36 0 0 0 0 0 X 0 1 X 38 0 0 o 0 0 X 0 1 X 40 0 0 1 1 0 0 x 0 X x c N m 24 0 0 0 0 0 0 0 0 1 26 0 0 0 0 0 0 0 0 1 28 0 0 0 0 0 WS 0 0 X 30 0 0 0 0 0 1 0 0 X 32 0 0 0 0 0 1 0 1 X 34 0 0 0 0 0 X 0 1 1 X 36 0 0 WS 0 0 X 0 1 X 38 0 0 1 0 0 X 0 1 X 40 0 0 1 0 1 X 1 X I X uNi 24 0 0 0 0 0 0 0 010 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 13436 0 0 0 0 0 0 0 1 38F00! 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 2 24 0 0 0 1 0 0 0 0 0 1 WS 00 m 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 o WS 0 WS x 32 0 0 0 0 0 WS WS X 0 v 34 0 0 WS 0 0 1 L 0 WS X 36 0 0 WS 0 0 X 0 WS X 38 0 0 WS 0 WS X 0 X#XXX4000WS0WSXWSX4200WS0WSXWSX Q N 2a 0 0 0 0 o WS 0 o WS 26 0 0 0 0 o WS 0 o WS 28 0 0 0 0 0 WS 0 WS 1 30 0 0 WS 0 0 wS 0 WS 1 32 0 0 WS 0 0 WS 0 WS 2 34 0 0 WS 0 WS 1 0 WS X 36 0 0 WS 0 WS 1 0 WS X 38 0 0 WS 0 WS 1 WS 1 X 40 0 o ws o WS 2 WS 1 x 40 24 0 0 0 0 0 0 0 o WS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 WS 0 o JWS 30 0 0 0 0 0 WS 0 0 1 c 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 WS 0 WS 1 36 0 0 WS o o WS o WS 1 38 0 0 WS 0 0 1 0 1 2 40 0 1 0 V41 0 WS 1 0 1 2 24 0 0 0 1 0 0 0 0 1 0 JWS 0 26 0 0 0 1 0 1 0 0 1 0 1 0 JWS 28 0 0 0 0 0 WS 0 0 wS 30 0 0 0 0 0 WS 0 1 0 1 1 32 0 0 0 0 0 WS101 1 34 0 0 0 0 0 WS 2 36 0 0 WS 0 0 WS 2 38 0 0 WS 0 0 1 2 40 0 0 WS 0 WS 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. N N _ Roof Total Loadsf Oc in He 35 45 55 A. s gy Joist S acin in o: 16 19.2 24 16 19.2 24 16 19.2 24 24 0 1 0 1 0 1 0 1 0 0 1 0 1 0 JWS 26 0 0 0 1 0 1 0 0 0 0 JWS 28 0 0 0 1 0 1 0 0 0 0 JWS c 30 0 0 0 1 0 1 0 WS 0 0 1 1 m 32 0 0 0 0 0 WS 0 34 0 0 0 0 0 WS 0 36 0 0 0 0 0 WS 0 WS2 38 0 0 0 0 0 1 0 40 0 0 WS 0 0 1 0 24 0 0 1 0 1 0 1 0 0 0 1 0 1 0 2s 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0c y 32 0 0 0 0 0 0 0 0 0 m 34 0 0 0 0 0 0 0 0 WS 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 1 0 1 1 24 0 0 1 0 I 0 0' 0 0 0 :wS WSI t26 28 0 o; 0 O O 01 0 0 0 0 ,WS 0 r0 'WSt 0 0 WS 30 t 0 0 1 0 1 0 0' WS 0 I WS WS N N 32 34 0 0 1 0 0; O WSJ 0 0 WS 10' WS 1 0 0 WS4 0 X 36 0 1 0 WS WS_ 1I0 0 WS 0. WS X 38 40 0 0 WS 0 0 WS 0 WS ' 1 0 WS X 0 WS } 1 11NS WS X 42 0 0 M, 0 WS, X IWS, 1 X 24 0-1 o"A1 0 0 0 ' 0_0_ 1NS 1 It26000 0 0 0 0 WSr- t-- m 28 0 0,0 0-0*M 0 0 WS c 30 32 0 0 0 0 0 0 o 0 0 WS 0 wS , WS 0 1- J 34 36 0 0 0 _0 OWS 0 0 WS 0 WS 1 0 0 WSJ 0 WS' 1 38 40 O 0 I 0 j WSt 0 WS 0_ 0 WS 1 0 WS 2 0 wS WS9' 0 ; WS 12 2a o' o i o 0 1 0 0 0 ovvS 26 6 016 0 0'6 olo,ws 28 0 0—, 0 0 0 WS 0 0 WS 1 30 32 0 0 0 1 0 0'-o 0 0- WS o" o WS 0 0 MS I o WS1 34 0 i 0-f 0 00 WSO 1IS 1 36_ O j 0 WSI 0 0 WS 0 1WSS 2- 38 0 O WS 1wS 0 0 WS 0 WS 2 40 0 0 0 W8,WS 24 0 1 0 I 0 l o 0 0 0 0' WS 28 0 0 O I O 0 0 0 0 WS 28 0 0 0 0 0 0 0+ 0 I WS 30 0 0 0 0 0 WS, 0 0 I WS 32 0 0 0 0 0 WSTa- 0 0 0 tWS 34 0 10 0 0 •wS q wslwS 38 Ort 0 0 0 0 WS wS 1 38- 0 0 1 0 0 0 WS 0 1.'WS j 1 40 0 o r 6--: o f ws o I ws 11 24 28 0 0 4 0 0 0 0 0 0 0 0 .--0-,--6 I 0 0 1 0 0 0 oL 28 0 t 0 I 0 0 0 0 0 0 0 c 30 0 0i0 0- 0 0 0a 0'0 NN 32 0 1 0' 0 0 0 0 0 I Q 0 m 34 9 1 0 1 0 0 0 0 0 1 o l ws 1 •WS36 38 0 1 0; 6-j 0 t 0 I 0 0 0 O 0 0 0 O j 0 0 0 1 40 0 1 0, 0 I 0 0 I 0 0 1 0 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 EVJP • Eastern Specifier Guide • 08/0412015 Reinforced Load Bearing Cantilever Detail 2'6• 2'-0• The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load - bearing cantilevers up to a maximum length of 2'-0". Cantilevers longer than 2'-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALC• software. 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 loading that exceeds the loads shown shall be analyzed with BC CALC• software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC° software. m• min. plywood/OSB or rlmboard closure. Nall with ad nail Into each flange. \ Structural Panel reinforcement F05 BCI• Joist blocking required for cantilever Uplift on back span shall be considered In all cantilever designs Non -Load Bearing Wall Cantilever Details 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 I' ch II '1 BCI'Joist blocking Back sst CIi loWood Structural Wood backer block /2x Closure Panel Closure Seepage 6 ofEastem 2x8, inimum SpecifierGuideBCI Joist r \ blocking J, Drywall Ceiling or Maximum wood Structural Panel Soffit s Beck Span Not to exceed 4'-0• These details apply to cantilevers with uniform loads only. It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALCe software. Minimum I%Times Cantilever Length Back Span Web Stiffener Requirements see web StiffenerNOTES Small Gap: min•. Nal" nc Schedale Web stiffeners are optional except as noted 2• mex. chart Web below 2• min. stiffener vnath Web stiffeners are always required in hangers max: that do not extend up to support the top flange of the 8CI4 Joist Web stiffeners may be Gap required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer' s installation requirements. IN— Inc Cf. Web stiffeners are always required in certain 2• min. roof applications. See Roof framing Details on 4• mex. Tight Fit Websuffener required when page 14. concentrated i oaWeb stiffeners are always required under concentrated loads that exceed 1000 pounds. Web stiffenena sidesoftheplied to both Install the web stiffeners snug to the top flange joist web in this situation. Follow the nailing schedule for Stiffener Specifications For Structural Lateral BC I* Joist Capacity Restraint Minimum Series Min. Thick) inH HangerWidth 4500s 1.8 Va" 9:" 25/+a' 6000s 1.8 W. 2she' 6500s 1.8 1" or 1 Y.." 25/,a' 60s 2.0 2W W 25/+a' 90s 2.0 2x4 lumber (vertical) intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCIa 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 %i panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI° Design Properties on page 24 or the BC CALC• software. ol N Section view Maximum s Back Span not to exceed 4'- 0• BCI• Joist Series Stiffener Nailing Joist Depth Schedule Bearing Location End Intermediate 4500s 1.8 9'/ i' 2-8d 2-8d 117/ e' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 5000s 1.8 9'/ 2" 2-8d 2-8d 11%' 2-8d 3-8d 14" 2-8d 5-8d 6000s 1.8 9%:" 2-8d 2-8d 11781' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 6500s 1.8 9'/ i' 2-8d 2-8d 117/ e' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 60s 2.0 11Ma" 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6- 9Os 2.0 live" 3-16d 3-16d 14" 5-16d 5-16d 16" 1 6-16d 1 6-16d Boise Cascade EWP • Eastern Specifier Guide • 08/04r2015 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'% Load Duration BCI® 4500s 1.8 Series 1%" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 91/" BCI® 4500s 1.8 117/e" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 91/2' BCI® 5000s 1.8 11'/e' BCI® 5000s 1.8 14" BCI® 5000s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total 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 1 163 168 180 188 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 1 100 51 86 75 101 19 1 57 79 76 90 1 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 48 74 22 50 67 42 68 23 1 1 144 61 24 25 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. Bo:se Cascade EV+ P • Eastom Specifier Guide • 08/04/2015 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'r Load Duration BCI® 6000s 1.8 Series BCI® 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 9'/2" BCI® 6000s 1.8 117/6" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'/2' BCI® 6500s 1.8 11 yell BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 208 212 11 141 174 181 189 192 153 174 181 189 192 12 112 160 166 173 176 121 160 166 173 176 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 75 117 107 122 124 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 68 104 90 106 21 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 51 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 29 30 Boise Cascade EWP • Eastem Specifier Gutde - 08104/201 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11'% Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 3'/2" Flange Width 117/1i' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11'/e' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 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 77 122 110 122 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 144 20 57 110 82 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 129 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 55 95 74 95 56 112 79 118 105 119 24 49 91 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 105 27 47 81 50 100 67 101 28 1 42 78 45 91 61 97 29 1 41 1 82 55 1 94 30 1 1 50 1 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 U960, 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. Base Cascade EWP - Eastem Specifier Guide • 08/04/2015 1. FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. I / I Blocking not shown ' 1 t for clarity. R03 SAFETY WARNING Roof Framing BCI® Rafters Structural ridge VERSA -LAM* or load -bearing wall required. Blocking or other lateral support required at end supports. R05 R0 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 BCIm 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 V. 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 colladtension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or lr4 Nailer ® Mar. 4'.W o.c. 2'6' O.C. or BCIe 45009) 3'-0' o.c. or BCIe 50009) rrMinimum Heel Depth see table at right) 12 G Rafter Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 9W. 117A' or 14' Web \ BCI. 45009/50009/6000s/65009 Filler , Ceiling Joist ® 24' o.c. Maximum 3%. Minimum Bearing 2x4 Wall) Each End Maximum Span Lengths Without Roof Loads SW BCI* 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" 11'/." BCI* 4500s 1.8 / SOOOs 1.8 / 6000s 1 8 / 6500s 1.8 22'-6" 14' BCI* 4500s 1.8 / SOOOs 1.8 / 6000s 1.8 / 65005 1.8 24'-6" If roof loads present, see Notes 2 8 3 at right) Minimum Heel Depths Joist Depth End Will 2 x 4 2 x 6 9W 21,V I 11%i 3W 2IN' 14" 4'/i" W 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 milers 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. Boise Cascade EWP • Eastern Specifier Guide - 08/04/2015 Roof Framing Details Additional roof framing details available with BC FRAMER® software 2x beveled plate for slopef®1 Rlmboard / VERSA -LAM• blocking. V' greater than Ventilation cut: 1/3 of length,'/2 of depth Rimboard / VERSA -LAM* blocking. Ventilation "V• cut: a of length,'/t of depth bloc*kingblocking Tight Tit Flange of BCI• Joists may for soffit lateral be birdsmouth cut only at support. I 2'6- max stability. the low end of the Joist. Birdsmouth cut BCI• Joist Simpson VPA or USP TMP connectors or equal can Flange of BCI• Joists may I blydsmouth cut only at I flange must bear fully on be used In lieu of beveled plate for slopes from the low end of the JoISL blydsmouth cut BCI• Joist 2'6" mai peeulred3/12 to 12/12. flange must bear fully on plate, web stiffener required each side` each side. Bottom flange shall be fully supported. O10d nailsailo.c Simpson or USP lSTA24 strap, nailing per Simpson or USP LSTA24 strap where slope 2x4 one side for 135 PLF max. at 6" governing building Bode. exceeds 7/12 (straps may be required for lower 2x6 one side for 240 PLF max king slopes In high wind areas). Nailing per governing VERSA-LAM*t building code. support bation. VERSA -LAM* LVL support beam. Backer block. Thickness per ecorresponding BCI• series. 2x block BCI• blocking Holes cut Beveled web stiffener 4%0' horit for ventilation. on each side. I Blocking on both sides of ridge may be required for 2'4" 1.1LL shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. x L, st may be Backer block Lhen L exceeds i minimum 12• wide). 2.-0"cing. i Joist Nall with 10-10dnails. megHanger as required. Nail r outrigger r through BCI• g2"x_loutrIgger web. DO NOT bevel -cut Joist Iller block. Nail beyond Inside face of wall, except with 10 - lOd nails. for specific conditions In details x outrigger shown on pages 6 and J.3 of the Backer block required where top flange tched around BCI• Eastern Specifier Guide. Joist hanger load exceeds 250 Ibs. flange. Outrigger Install tight to top flange. acing no greater n 24" on -center. LATERAL SUPPORT BCI• Joists must be laterally supported at end supports including supports adjacent to 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: 1%' for all BCI° Joists. 3W 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•jolst: Rims orclosure 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 jolst: Toe -nail top flange to rim Joist with 2.10d box nails, one each side of flange. BCI• rim joist, 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 1% Inches minimum from the end of the BCI• Joist to Ilmit splitting. Sheathing to BCI• Joist: Prescriptive residential floor sheathing nailing requires 8d common nails 0 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 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacing for minimum lateral stability. 18' for BCI64500s and 5000s, 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 maybe acceptable, contact local building official and/or Boise Cascade EWP Engineering for further Information. BACKER AND FILLER BLOCK DIMENSIONS Series ac er Filler Block Thickness 4500s1.8 or'/4 wood oriels Two' A' wood panels or2x_ 5000s 1.8 4° or n'elswoodorieTwo Y': wood panels or 2 x 6000s 1.8 1%' or two %. woodanels2 x _ t'/f,* or S5°wood panel 6500s 1.8 w"oodoriels ortwo ' wo 2 x _ + W or 'A" wood panel 60s 2.0 1Si' or two'h' woodoriels2 x _+'/,; or i4" wood panel 90s2. 0 2x_lumber Oouble2x_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 BCIO 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 1% 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 specialist for specific ventilation requirements. BIRDSMOUTH CUTS BCI• Joists maybe blydsmouth 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. Bo! se Cascade EkW • Eastem Specifier Guide • 0810412015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psf] [psf] 115% and 125% Load Duration BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 1%" Flange Width 2" Flange Width 9Yz' BCI.4500s 1 8 4/12 4/12 8/12 1 or to to I Less 8/12 12/12 11W, BCI.4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 14" BCI' 4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 16" BCI' 4500s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 9V2' BCI.5000s 1.8 11W BCI05000s 1.8 14" BCI° 5000s 1.8 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/1 2 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 23'-10' 274' 201.10" 29-5" 26-T 24'-10" 32-3' 39-5' 29-3" 36-T 33'-8" 31'-Y' 4'-10' 2T-6' 21'-9" 29'-7" 27-11 26-11' 33'-8" 1 31'-9" 29'-5" Snow 20 15 122'-7" 21'-3" 19-7' 26-11' 26-3" 23'4" 39-7" 1 29.9" 266- 33'6" 31'-10" 294" 23'-6" 22--1" 20'-5" 28'-0" 26'4" 24'4" 1'-10' 29'-11' 27-7" 125% 20 1 20 21'-T 29-2" 18-T 25'-T 24'-0" 22-l' 29-2' 2T4" 26-1" 31'4" 30'-3" 2T-10" 22%6' 21'-0" 19'4" 264' 26-0" 23'-0" 30'-5" 28'-5" 26'-2" 25 10 22'4" 21'-5' 19-11' 26-11" 26-T 234' 30'-2" 27-(r 26-11' 37-3" 31'-T 29-10' 23'-7' 22W 20'-9" 28'-1" 264" 24'-9" 1'-1I" 30'-2" 28'-1" 25 15 21'-7" 204' 19-10" 26-T 24'-7 274" 28'-7 27-5" 266" V-1" 294" 28'-3" 22'-6" 21'-2" 19'4" 6'-10" 26-3" 23'4" 3a-3" 28'-8" 26'-7" 12" O.C. 30 10 21'A` 206" 19-1" 26-T 14'-5" 22-T 29-T 27-9' 2641" 30'-7 294" 29-9' 22'-7" 21'4" 19'-11' 6-10125'-5" 23'-9" 30'-4" 28'-11"'27'-0" Snow 30 15 20'-9" 19-71 16-2" 24'4' 23.4" 21'4r 26-7" 26-11" 24'-T 29-5" 27-9' 26-10" 21'-T' 20'-6' 18'-11" 26-9" 24'-4" 22'-7" 286" 2T-8" 26-8" 115% 40 10 198' 18'-11' 1T-10' 23-2" 224' 21'6" 26-T 24'-11" 24-7 27-V 254" 26'-1" 20'-6" 19'A" 18'-7" 24'-5" 23'-5" 27-2" 27-2" 26-8" 26-2" 40 15 19-5" 194" 17-l' 274" 21'4' 20-C 24'-1" 23-7" 2T-11" 26-r 25'-7 24%W 20'-7' 19-1" 17'-10' 23'A" 22'-9" 21'-3" 5'-10" 264" 24'-1" 50 10 18v 1T4' 16'-T 21'-2° 20'-l(r 19-9" 27-2" 10" 27-5 24'A' 24'-4" 24'-0' 19'-0" 18'-3" 17'-3" 22'A" 21'-9" 2a-7" 4'-10" 24'6' 23'-5" 50 15 17-11" 1T" 1ti-3" 204" 2(Y-T 19.4" 9' 21'-3" 23'6" 23-3" 22'-T 19'-0" 18'-1"16'-11 1'-10'i21'-5" 20'-2" 23'"22'-10' Non- Snowl 125% 1 20 20 20 1 10 1 15 20 21'-7' 2016" 196' 20% 19-3" I 18'-3" 18'-11" 17-9- 16-10" 2S-T 24'-4" 23'-3- 24'-3' 22--11" 21'-9" 274" 21--1" I 2(1-0" 29-3' 2T-2" 25'4" 2T-7" mr 24'-5' 25'-7" 24'-T 27-T 31'-5" Mr 2T-1" V-T 29-2" 20.7 294" 26-7' 24'-11" 226" 21'4" 20'4" 21'-3" 20'-0 19'-0 19%8" 18'6" 17'6" 6'- 1 Ol 25'-5" 24'4" 264" 3'-10' 27A" 1 2S6" 22'-0" 0'-10' 30'6" 8'-11 2T-2" 28'-9" 2T-1" 6-10' 26-8, 25-0" 23-9" 25 25 10 15 2a.6' 19-T 19-5" 19-5" 19-1" 174" Zf-a' 22 4" 2Y-1"1 21'-9" 21'4" 2174" 26-1" 24W 26-7' 23-9" 24'-5" 27-11" 2T-11" 26-0" 2r-e 264 26-T' 24'-5" 21W 20'-5" 20'-2" IT-? 18'-10' 1 17'-9- 26-6' 24'-0'.. 24'-1" 2'-10" 22'-5" 21'-2" 28'-1" 26-2" 2T4" 26-6" 25'6" 24'-1" 16" O.C. 30 10 19-T 18'-T 1T4' 27-5" Mr 20'-T 24'-5" 24'-0" 23-5' 2(i-1' 254' 25.0" 20'-5" 19'4" 18A' 24A" 23'-1" 21'6" 26'-3' 24'-5" Snow 30 15 16-T 17-T 16-W 21'-1" 20'-T 19-T 23-0" 27-5" 21'-9" 24'-T 24'-0" 23'-3" 19'-7" 18'6" 17'-2" 22'A' 22'-0" 2a-5" 24'-8" t2Y-2" 23'-3" 115% 40 10 1T4" 1T-1" 16-2" 2a-l' 19-9' 19-T 21'-10" 21'-T 21'-1" 23! 4" 23-0" 27-7" 18'-T' 17'-10' 16'-10' 21'-T' 21'-3" 2a-l" 23'6" 22A" 40 15 16-IT 164" 15'6' 19-1" 18'4" 18'-7' 217-10" 20-5' 19-10" 27-3' 21'-10" 21'-3" 18'-l" 17'4" 16'-1" 20'6" 2a-1" 19'-3" 274" 21'-11'' 21'4" 50 10 16'-2' 16-IT 16-T 18W 19-1" 1T-9" 19-11' 19-T 19-5' 21'-l' 21T-T 1T-2" 16'6" 16-8' 19-8" 19-5' 18'A"21'-2" 20'-10' 50 15 15'4' is-r 1 14'4" Tr-T 1rz 1ti-10" 19-7 19-10" 19-5 21'-4" 29-5 20-1' 19A' 16'A" 164" 15' 4" 18'-10 i 18'6" 18'-1" 20'-7" 120'-2" 19-9" Non- 1 20 10 2174" 19.2" 1 1T-T 24'-7' 27-l(r. 21'-2" 26-10" 26-11` 24'-1" 29-T 29 " 264" 21'-2" 19'-11' 18'6" 25'-2" 23'-9" 27-1" 28'-8" 2T-0" 26-1" Snow 20 15 19'-3" 18'-1" 164' 27-9' 21'4" 19.10" 24'-9' 24'-a- 27-T' 26'-5' 2S-9' 24'-8" 20'-0" 18'-10' 174" 3'-10' 22'-5" 29-8" 26-7" 266" 23'6" 125%1 20 20 18-4- 1T-2' 15'-9" 21'-7 211'-5- 18'-9" 23'-1' 22-4" 21'-3' 24'4" 23'-10" 27-T 19'-1" 17-10' 164' 22'-9" 21'4" 19'-T' 4'-10 23'-11 22'-3" 25 10 19-3" 18'-3" 1 1T-0" 21%w 21'-5" 210-2" 23'-10" 2Y-e 27A" 266" 24'-11" 24'-3" 20'-l" W-a' IT-8" 23'6" 22'-7" 21'-1" 26-7" 2S-1' 23'-11' 25 15 164' 174" 16-(r 29-5" 19-10" 19-1" 27-T 21'4" 20'-10" 23-9' 23-1" 22'4" 19%2" 18'-0" I6-8" 2 1'-11" 21'-4" 19'-11' 3'-10"23'-3" 22'-5" 19.2" O.C. 30 10 16-0" 1T-5" 16-3" 20'-5" 20'-l" 19-5" 27-3" 21'41" 21'4" 23'-10" 23'-5' 27-10" 19%2" 18'-2" 16-11' 22'-0" 21'-7" 2a-2" 3'-11" 23'6" 22'-11' Snow 30 15 16-11" 16-7" We 19-3" 18'-T 19-2' W-11" 2a-5" 19-10" 27-5' 21'-10" 21'-2" 18'-3" 17'-4" 164" 20'A" 2a-2" 19-2" 22'6" 22'-0" 21'-3" 115% 40 10 16-2' 15-11" 15-2' 18'-3" ig-T 1T4" 19-11' 194" 19-3" 21'4" 21'4' 2VI 17'4" 16-9" 16-10' 19'A" 19'4" 18'-10' 21'-5" 21'-1" 2a-8" 40 15 164" 16-T 14'4' 17-5' 17•1" 16-7' 18'-11' 19-7" 194' 20'-3' 19-10' 194' 16'6" 16'-2" 15'-2" 1V-8" 18W 1T-10' 20'4" 2&-0" 19-5" 50 50 10 15 14'-T , 14'-1"t13'-10" 14'4" 14'-1" 1G4" 1G4" 15-9" 16'-7 15!- 18'-2" 1T4" i 18'-0" 1 1T-7 1T$" 16-9' 19-5' 18'4" 19-3' 44- 18-11" 1T-11" 15' 10' 15'-2" 15'6" 14'-11' 14' 1" 14'" 17'-11"i 1T-2"I16-11"1 17'-9" 1_T-5" 16'6" 19'-7" IVA"118'-5",18--0" 19'-e 19'-0" 13-T 15-0" Non- Snow 125% 20 20 20 10 15 20 16-19, 1T-10" 1641' 1T-9" 16-9' 16-11' 16'6' 15'-5" 14'-T' 27.0" 20'-3" 19-11- 21'-1' 194" 19-3" 19-T 194' 17•5' 24'-0" 22'.1" 20'A" 23'-5" 21'-5' 19-11' 27.4" 2U•T 19-0" 25'-T 23-T 27-1" 25'- 27.11' 21'-3" 24-3" 27-0" 20-4" 19'-T' 18'6" 17'-8" 18'6" IT-5" 16'-T' 17'-2" 16'-1" 15'-3" 2T 4" 1'-10' 20'" 22'-0" 20'-9" 19-8" 20'-5" 19'-2" 18'-2" 25'-9" 2T-9" 22'-2" 26-0" 23'-1" 21'-5" 23'-3" 21'-9" 2a-5" 25 10 1T-3" 16-10 16-9' 196" 19-2" 16-T 21'-3" 2a-10" 20'-3" 27-9" 27-3" 21'A" 18'6" 17'-T' 16'4" 21'-0" 20'-7" 196" 2-10" 22'-5" 21.4. 25 15 16-l' 16-7" 14'-10" 19-2" 1T-9" 17-1" 19-10" 194' 194" 21'-3" 2a-8" 19-11" IT-3" 16-8" 16-5" 19'-7" 19-1" 18'4" 21'4" 20'-9" 20'-0" 24° O.C. 30 10 164" 15'-10" 164' 18 3' 1T-11" 1T4' 19-11- 19-7- 19-1" 21'-3' 20-11' 29-5' 17'4" 16-10 16-8" 19'-T' 19'-3" 18'-9" 21'-5" 21'-0" 2a6' Snow 30 15 16-2" 14'-T 14'4" 1T-2" 16-T 16-3" 18'-T 19-3" 1T4" 2a-0" 194' 16-11" 16'-3" IVA1' 14'-11' 18'-5" 18'-0" 1T-5" 20'-1" 19'-8" 19'-0" 115% 40 10 14'4` 14'-2" 13'-11" 164" 164" 15-9' 1T-10" 1T-T' 17-7' 19-T 19-9' 18'-5" 15'6" 15'-3" 14'-7" 17'-7" 17'4" 16'-11' 19-2" 18'-10" 18'6" 40 15 13'4" 13'-5' 13-1' 164" 15-3" 14'-10' 16-7' 16-7 17-9' 17-3" 14'-9" 14'-5" 14'-0" 16'-8" 164" 16-11' 18'-2" 17'-10" 1T-4" 50 15 17-T + 17 ' 117 14'-3' 14'.T I16- 11"1 I1197I-41"- 13'-0' 15'4" 1411 14'41' 13'-9" 15'-T 115 4' 14'- 16-W 16 -T 15-3 1 X-6' 13'-4" 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. Boise Cascade EV P • Eastem Speafier Guide • 08'04Q015 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. Roof Span Tables t Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psq [psf] 115% and 125% Load Duration BCI® 6000s 1.8 Series 25/4' Flange Width BCI.6000s 1.8 _ - 4/12 4/12 8112 or to to I Less 8/12 12/12 BCI.60041.8.. _ 4/12 4112 8/12 or to to Less 8/12 12/12 BCI.6000S 1.8 _ 4/12 4/12 8/12 or to to Less 8112 12/12 BCI'6000s 1.8 - 4/12 4/12 ! 8/12 or to to Less 8/12 12/12 Non- 20 10 26'-0" 24'-6" 22'-9" 30'-11" 29'-7' 27'-0" 35'-2" 33'-2" 30'-9" 38'-10" 36'-7" 34'-0" Snow 20 15 24'-7" 23'-1" 21'-4" 29'-3" 2T-6" 26-4" 3S-3" 31'-3" 28'-10" 36'-9" 34'-6" 31'-10" 125% 20 20 23'-6" 22'-0" 20'-2" 27'-11" 26'-1" 24'-0" 31'-9" 29'-9" 27'4" 35'-1" 32'-10' 30'-2" 25 10 24'-8" 23'4" I 21'-8" 294' 27'-9" 25'-10" 33'4" 31'-6" 294' 36'-10' 34'-10" 37-5" 25 15 23'-6" 22'-2" 20'-6" 28'-0" 264" 24'-5" 31'-10" 29'-11" 27'-9" 34'-11" 33'-1" 3a-8" 12" O.C. 30 10 2T-T' 224" 20-10" 284r 26-T' 24'-9" 31'-11" 30'-2" 28'-2" 35'-1" 33'-5" 31'-2" Snow 30 15 22'-7" 21'4" 19-9" 26'-11" 25'4" 23'-6" 30-7' 28'-10" 26-9" 33'-0" 31'-11" 29'-7' 115% 40 10 21'-5" 20'-7" 19-5" 25'-0" 24'-6" 23'-1" 29-0" 27-10" 26-3" 31'4" 30'-9" N-O.. 40 15 21'-1" 20'-0" 18'-T' 25'-1" 23'-9" 27-2" 2T-11" 2T-1" 25'-2" 29'-10" 29-3" 2T-10" 50 10 19-10" 1 19'-1" 18--1" 23'-T' 22'-8" 21'-6" 26'-9" 25'-9" 24'-0" 28'-8" 28'-3" 2T-1" 50 15 19-10" 18'-11" 1T-8" 23'-T' 27-W 21'-0" 26-8" 25'-3" 23'-11" 27'-5" 2T ' 26'-5" Non- 20 10 2X-6" 27-2" 20-7" 28'-0" 26-5" 24'-6" 31'-10' 30'-0' 2T-10" 35'-2" 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" 28-11" 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 10 22'-4" 21'-1" 19'-8" 26'-T' 26-1" 2T-5" 30-3" 28'-T' 26-7" 37-5" 31'-7" 29'-5" 25 15 21W 2a-1" 18'-7' 25'4" 23'-10" 22'-1" 28'-3" 2T-2" 25'-2" 30-3" 29-5" 2T-9" c. O.C. 30 10 21'-4" 20'-3" 18'-10" 25'-5" 24'-1" 22'-5" 28'4" 2T4" 25'-6" 30'-4" 29'-9" 28'-3" Snow 30 15 2a-6" 194" 1T-11" 24'4" 23'-0" 21'-4" 26'-8" 26'-0" 24'-3" 28'-6" 27'-10" 26-10" 115% 40 10 19-5" 18'-7" 1 T-7" 23'-1" 27-2" 20'-11" 25'-5" 25'-0" 23'-10" 27'-7' 26'-9" 26'-2" 40 15 19-1" 18'-1" 16-10" 22'-2" 21'-6" 20-1" 24'-2" 23'-8" 27-10' 25'-10' 264" 24'-8" 50 10 18'-0" 17'-3" 16'4" 21'-3" 20'-0" 19'-0" 23'-2" 27-11" 2744" 24'-9" 24'-0" 24--1" 50 15 1T-11" 1T-1" 16'-0" 20'4" 20'-0" 19'4, 22'-2" 21'-10" 21'4" 23'-9" 23'4" 22'-10" Non- 20 10 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" 194. 18'-2" 24'-11" 23'-5" 21'.7" 28'4" 26'-T' 24'-T' 30'-8" 29-5" 27'-2" 125% 20 20 19'-11" 1 18'-8" 1T-2" 23'-9" 22'-3" 20'-5" 26-10" 264" 23'-3" 28'-8" 27'-8" 25'-9" 25 10 21'-0" 19'-10" 18'-6" 24'-11" 23'-T' 22'-0" 2T-8" 26-10" 25'-0" 29-7" 28'-11" 27'-8" 25 15 20'-0" 18'-10" 17'-5" 23'-8" 22'-5" 2a-9" 25'-9" 26-1" 23'-T' 2T-T' 26-10" 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" 2T-8" 2T-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'-3" 20-10" 19-8" 23'-7' 22'-10" 22'4" 24'-9" 24'-5" 23'-11" 40 15 1T-10" 1T-0" 15'-10" 20-2" 19'-10" 18'-10' 22'-0" 21'-T' 21'-0" 23' 6" 23'-1" 22' 6" 50 10 9-5" 19-2" 18'-3" 21'-1" 20-10" 20'-6" 22'-T' 274' 21'-11" 50 15 16'4" 16'-1" 15'4" 18'.7" 18'-3" 1T-10" 20'-3" 19'-11" 19-5" 21'-8" 21'-3" 20-10' Non- 20 10 20'-6" 194" 1T-11" 24'4" 23'-0" 21'4" 2T-9" 26-2" 24'-3" 29'-9" 28'-11" 26-10" Snow 20 15 194" 18'-2" MAWW 23'-0" 21'-8" 2a-a' 26-8" 24'-8" 22'-9" 27'-5" 26-7' 26-2" 125% 20 20 18'-6" 17-3" 16-11" 22'-0" 20'-7" 18'-11" 23'-11" 23'-1" 21'-7" 25'-7" 24'-9" 23'-T' 25 10 19'-5" 18'4" 17-1" 22'-8" 21'-10" 20'4" 24'-8" 24'-2" 23'-2" 26-5" 26-10" 25'-2" 25 15 18'-6" 1 T-5" 16-2" 21'-2" 20-7" 19'-3" 23'-0" 22'-5" 21'-8" 24A" 24'-0" 23'-2" 24" O.C. 30 10 18'-7" 1T-7" 16'-5" 21'-2" 20-10' 19-6" 23'-1" 22'-8" 22'-2" 24'.9" 24'-3" 23'-8" Snow 30 15 17'-7" 16-9" 15'-T' 19-11" 19'-6" 18'-T' 21'-9" 21'-3" 2a-6" 23'-3" 22'-8" 21'-11" 115% 40 10 16-9" 16'-2" 15'-3" 19'-0" 18'-8" 18'-2" 20-8" 204" 20-0" 22'-1" 21'-9" 21'-4" 40 15 16-11" 15'-T' 14'-8" 18'-0" 1TA" 17'-2" 19'-8" 19-3" 18'-9" 21'-0" 20-7" 19-8" 50 10 164' 14'-11" 14'-3" 17'-4" 1T-1" 16-10" 18'-10" 18'-0" 18'-4" 19'-10" 19'-5" 18'-9" 50 15 14'-7" 14'4" 13'-11" 1 16-7' 164" 15'-11" 177-11" 17'4" 16'-6" 18'-3" 17-8" 16-10" EWP • Eestem Speafier Guide • 08/04/2015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psfl [psq 115% and 125% Load Duration BCI® 6500s 1.8 Series 29/,s' Flange Width 9'/:" BCI° 6500s 1.8 11'/:_' BCI.650_0s 1.8 4/12 1 4/12 8/12 or to to Less 1 8/12 12/12 14" BCI.6500s 1.8 16" 8CI.6500s 1.8 4/12 , 4/12 i 8/12 or to to Less 8/12 1 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 26'-10" 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" 34'-l" 31'-8" 40'-0" 37'-8" 35'-0" Snow_ 20 20 15 25'-5" 23'-10" 22'-0" 30'-2" 28'-4" 26'-l" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125% 20 1 24'-3" 22'-8" 20'-10" 28%9" 26-11" 24'-9" 32'-8" 30'-7" 1 28'-2" 36'-l" 33'-10" 31'-1" 25 10 25'-5" 24'-1" 22'-5" 30'-3" 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" 34'4" 31'-7" 12" O.C. 30 10 24'-4" 23'-0" 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 31'-l" 29'-0" 36'-3" 34'-4" 32'-l" 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" 21'-3" 20'-0" 26%4" 25'-3" 23'-10" 29'-11" 28'-8" 27'-1" 33'-0" 31'-8" 29'-11" 40 15 21'-9" 20'-7" 19'-3" 25'-11" 24'-6" 22'-10" 29'-5" 27'-10" 25'-11" 31'-5" 30'-9" 28'-8" 50 50 10 1 15 20'-6" 20'-6" 19'-8" 19'-6" 18'-8" 18'-3" 24'-4" 24'-4" 23'-4" 23'-2" 22'-2" 21'-8" 27'-8" 277-0" 26'-7" 26'-4" 25'-2" 24'-8" 30'-2" 28'-11" 29'-4" 28'-5" 27'-10" 1 27'-3" Non- 20 1 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" 31'-9" Snowl 20 1 15 23'-0" 21'-7" 19'-11" 27'-4" 25'-8" 23'-8" 31'-l" 29'-2" 26-11" 34'-4" 32'-3" 29%9" 125%1 20 1 20 21'-11" 20'-6" 18'-11" 26'-l" 24'-5" 22'-5" 29'-8" 27%9" 25'-6" 32'-9" 30'-8" 28'-2" 25 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'-l" 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'-9" 26'-0" 24'-6" 28'-7" 28'-2" 27--1" 40 15 19'-9" 18'-8" 17'-5" 23'-4" 22'-2" 20'-8" 25'-5" 24'-11" 23'-6" 27'-2" 26'-8" 25'-11" 50 50 10 15 18'-6" 18'-6" 17'-9" 17'-8" 16'-11" 16'-6" 22'-l" 21'-5" 21'-2" 21'-0" 20'-1" 19'-8" 24'-5" 23'-5" 24'-1" 23'-0" 22'-10" 22'-4"1 26'-1" 25'-0" 25'-9" 24'-7" 25'-3" 24'-0" Non- 20 10 22'-10" 21'-6" 20'-0" 27'4" 25'-7" 23'-9" 30'-10" 29'-l" 27'-0" 34'-0" 32'-1" 29'-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-l" 22'-3" 29'-2" 27'-5" 25'-4" 32'-3" 30%3" 27'-11" 125% 20 20 20'-7" 19'-3" 17'-9" 24'-6" 22'-11" 21'-1" 27'-10" 26'-1" 24'-0" 30' 2" 28'-9" 26'-6" 25 10 21'-8" 20'-6" 19'-l" 25'-9" 24'-4" 22'-8" 29--1" 27'-8" 25'4" 31'4" 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" O.C. O.C. 30 10 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 19'-10" 18'-9" 17'-5" 23'-6" 22'-3" 20'-8" 25'-7" 25'-0" 23'-6" 27'-5" 26'4" 25'-11" 115% 40 10 18'-10" 18'-1" 17'-1" 22'-4" 21'-5" 20'-3" 24'-4" 24'-0" 23'-0" 26'-l" 25'-8" 25'-2" 40 5P5015 18'-6" 17'-6" 16'-4" 21'-3" 20'-10" 19'-5" 23'-2" 22'-9" 22'-1—' 21'- 5" 20'- 6" 24'- 9" 23'- 9" 22'- 10" 24'- 4" 23'-8" 0 10 15 17'- 5" 17'- 3" 16'- 8" 16'- 7" 15'- 10" 15' 6" 20'- 5" 19'- 7" 19'- 10" 19'- 3" 18'- 10" 18'- 5" 22- 3" f 21'- 4" 1 22'_ 0'_ 21'- 0' I 23'- 6" 22'- 2" I 23'- l" 21'- 2" Non- Snow[: 120#20 125% 21'- 1" 20'- 0" 19'- 1" 19'- 11" 18'- 9" 17'- 10" 18'- 6" 17'- 4" 16'- 5" 25'- l" 23'- 9" 22'- 8" 23'- 8" 22'- 4" 21'- 3" 22'- 0" 20'- 7" 19'- 6"' 28'- 6" 27'- 0" 25'- 3" 1 MA I" 25'- 5" 24'- 2" 25'- 0" 23'- 5" 22'- 2" 31'- 4" 28'- 11" 26- 11" 29'- 9" 28'- 0" 26'- 0" 27'- 7" 25'- 11" 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" 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'-l" 24'-4" 23'-11" 22'-11" 26'-0" 25'-7" 24'-11" Snow 30 15 18'-4" 17'-4" 16'-1" 21'-0" 20'-6" 19--1" 22'-10" 22'-4" 21'-7" 24'-5" 23'-11" 23'-l" 115% 40 10 17'-5" 16'-8" 15'-9" 20'-0" 19'-8" 18'-9" 21'-9" 21'-5" 21'-0" 23'-3" 22'-11" 22'4" 40 15_ 16'-9" 16'-2" 15'-1" 19'-0" 18'-7" 18'-0" 20'-4" 19'-3" 21'-7" 20'-9" 19'-8" 50 50 1 10 15 16'- 1" 15'- 5' 15'- 5" 15'- 2" 14'- 8" 14'- 4" 18'- 3" 17'- 3" 18'- 0" 16'- 8" 17'- 5" 15'- 11" 20'-8" 19'-6" 19'-0" 17'-11" 17'-4" 1 18-5"_ 16'-6" 19'-10.. 18'-3" 1 19'-5" 17'-8" 18'-9" 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. 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. Boi<_e Cascade EWF - Eastem Speofier Guide • C8.0412015 Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load pso [psq 115% and 125% Load BCI® 60s 2.0 Series 25/4' Flange Width Duration BCI® 90s 2.0 Series 3'/i' Flange Width I IYV BCIO 60s 2.0 14" BCIO 60s 2.0 4/12 ! 4/12 8/12 or to to Less 8/12 12/12 16" BOO 60s 2.0 11i/V BCIO 90s 2.0 14" BCI. 90s 2.0 4/12 1 4/12 T 8/12 or to to Less 1 8/12 I12/12 16" BOO 90s 2.0 4/12 or Less 4/12 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 to 8/12 8/12 to 12/12 4112 or Less 1 4/12 to 8/12 8/12 to 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" 36'-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" 34'-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" 1 33'-0" 30'-4" 39'-11" 37'-5" 34%5" 44'-3" 1 41'-5" 38--1" 25 10 32'-5" 30'-7" 28'-6" 36'-10' 34'-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" 40'-11" 25 15 30'-11" 29'-1" 26'-11" 35'-2" 33'-1" 30'-7" 38'-11" 36'-8" 33'41" 35'-4" 33'-3" 30'40' 40'-1" 37'-9" 34'41" 44'-4" 41'4" 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'-9" 34'-0" 32'-1" 29'-9" 38'-6" 36'-4" 33'-9" 42'-8" 40'-3" 37'-4" 115% 40 10 28'-2" 27'-0" 25'-6" 32'-1" 30'-9" 29'-0" 35'-6" 34'-1" 32'-2" 32'-3" 30'-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'-0" 36'-0" 34'-0" 31'4" 39'-10" 37'-9" 35'-2" 50 50 10 15 26'-1" 26'-1" 25'-0" 23'-9" 29'-8" 28'-6"- 27'-0" 32'-11-" 631'" 29'-11" 29'-10" 28'-8" 27'-2" 33'-10" 13T-1 32'-5" 30'-10' 37'-6" 35'-11" 34'-2" 24'-10' 23'-3" 29'-8" 28'-3" 26'-5" 32'-11" 31'-4" 29'-3" 29'-10" t 28'-5" 26'-7" 0" 32'-3" 30'-1" 37'-6" i 35'-8" 33'-5" Non- 1 20 10 30'-11" 29'-2" 27'-1" 35'-2" 33'-2" 30'-9" MA I" 36'-9" 34'-1" 35'4" 33'4" 31'-0" 40'-1" 37'-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" 33'-11" 31'-2" 40'-1" 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" 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" 5'-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" 5'-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" 3'-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" g331R43 3'-3" 40 15 25'-1" 23'-9" 22'-2" 28•-7" 27•-1" 25'-3" 31'-8" 30'-0" 2T-11" 28'-9" 27•-2" 25'-4" 32•-7" 30'-10" 28'-9" 1'-10" 50 10 23'-7" 22'-8" 21'-6" 26'-10' 25'-9" 24'-6" 29'-9" 28'-7" 27'-1" 27'-0" 25'-11" 24'-7" 30'-7" 29'-5" 27'-11" 0'-11' 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" 30W" 29'-2" 27'-3" 11"0'-3" Non- 1 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" 41'4" 39'.4" 36'-7.. Snowl 20 1 15 27'-6" 25'-10' 23'-10' 31'-3" 29'-5" 27'-1" 34'-8" 32'-7" 30'-1" 31'-5" 1 29'-7" 27'.3" 35'-8" 33'-6" 30'-11" 39'-6" 37'-1" 34'-3" 125% 20 r 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 1 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10' 30'-7" 31'-6" 29'-10" 27'-9" 35%9" 33'-10" 31'-6" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24'-9" 22•- V 29'-11" 28•-2" 26'-1" 33•-1" 31'-2" 28'-11" 30'-1" 28•-4" 26'-3" 34•-1" 32•-1" 29'-9" 37'-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'-1" 28'-7" 26'-8" 34'-2" 32'-4" 30'-2" 37'-10" 35'-10" 33'-6" Snow 30 15 25'-3" 23'-10' 22'-2" 28'4" 27'-1" 25'-2" 31'-10" 30'-0" 27'-11" 28'-10" 27'-3" 25'-4" 32'-9" 30'-11" 28'-8" 36'-3" 34'-3" 31'-10" 115% 40 10 24'-0" 23'-0" 21'-9" 27'-3" 26'-2" 24'-8" 30'-2" 29'-0" 27'-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" 23'-8" 28'-1" 27'-0" 25'-7" 26'41" 25'-6" 23'-10' 30'-7" 28'-11" 27'-0" 33'-10" 32'-1" 29'-11" 50 10 15 22'-2" 22'-2" 21'-3" 21'-2" 20'-3" 19'-9" 25'-3" 23'-9" 24'-2" 23'-0" 23'-0" 21'-11" 25'-10' 23'-9" 25'-3" 23'-0" 24'-5" 21'-11" 25'-4" 25'-4" 24'-4" 24'-2" 23'-1" 22'-7" 28'-8" 28'-8" 27'-7" 27'-5" 26'-2" 25'-7" 31'-10" 29'-8 30'-7" 1 28'-8" 29'-1" 27'-5" 50 Non- 20 10 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30'4" 29'-0" 27'.0" 34'-10' 32'-11" 30'-7" 38'-7" 36'.5" 33'-10' Snow 20 15 25'-6" 2T-11" 22A" 28*-11" 27•-2" 25•-2" 32•-1" 30'-2" 27'-10' 29'-1" 27.-4" 25'-3" 33'-0" 31'-0" 28'-8" 36'-7" 34'-4" 311-9•• 125% 20 20 24'-3" 22'-9" 20'-11' 27'-7" 25'-10' 23'-10' 30'-7" 28'-8" 26'-4" 27'-9" 26'-0" 23'-11" 31'-5" 29'-6" 27'-1" 34'40" 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" 31'-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" 26'4" 24'-4" 31'-6" 29'4' 27'-6" 34'-11" 32'-11" 30'-6" O.C. c. 30 10 24'-5" 23'-1" 21'-7" 27'-9" 26'-3" 24'-6" 30-4- 29'-1" 27'-2" 27'-11" 26'-5" 24'-8" 31'-7" 29'-11" 28'-0" 35'-0" 33'-2" 31'-0" Snow 30 15 23'-4" 22'-1" 20'-6" 26'-7" 25•-1" 23'-4" 27•-4" 26--1" 24•-5" 26'-9" 25'-3" 23'-5" 30'-3" 28•-7" 26'-7" 33•-7" 31-4. 29.4• 115% 40 10 22'-2" 21'-3" 20'-1" 24'-9" 24'-1" 22'-10' 24'-9" 24--1" 23'-1" 25'-4" 24'-4" 23'-0" 28'-8" 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 50 10 15 20'-6" 19'-0" 19'-8" 18'-4" 18'-9" 17'-6" 20'-8" 19'-0' 20'-2" 18'-4" 19'-6" 17'-6" 20'-8" 19'-0" 20'-2" 18'-4" 19'-6" 17'-6" 23'-5" 23'-4" 22'-6" 22'-4" 21'-5" 20'-11" 25'-7" 23'-6" 24'-11" 22'-9" 24'-1" 21'-8" 25'-9" 23'-8" 25'-2" I22'-11" 24'-4" 21'-10" 1 Boise Cascade EVdP • Eastem specifier Guide • 08/0412015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration 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 1.8 Series 13/" Flange Width 9Y2' BCI® 4500s 1.8 11 W BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI04500s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% U240 Snow 115% I Non- Snow 125% U240 Snow 115% I Non- Snow 125% U240 Snow 115% Non - Snow 125% U240 6 315 343 338 367 353 383 356 387 7 270 294 289 315 302 329 305 332 8 236 257 253 275 264 287 267 290 9 210 228 225 245 235 255 237 258 10 189 205 202 220 211 230 214 232 11 172 187 184 200 192 209 194 211 12 147 160 169 183 176 191 178 193 13 125 136 156 169 162 177 164 179 14 108 118 107 139 151 151 164 152 166 15 94 102 88 121 131 141 153 142 155 16 83 90 73 106 115 126 137 133 145 17 73 80 61 94 102 111 121 125 136 18 65 67 51 84 91 99 108 113 123 19 58 58 44 75 82 73 89 97 102 111 20 49 49 38 68 74 63 80 87 92 100 21 43 43 33 61 67 54 73 79 83 90 22 56 61 1 47 66 72 76 82 23 51 54 42 61 66 69 75 24 47 48 37 56 60 54 64 69 25 43 43 32 51 56 48 59 64 26 1 47 51 42 54 59 27 44 48 38 50 54 28 41 44 34 47 51 46 29 43 47 41 30 1 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 U240. 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. 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. Boise Cascade E" • Eastern Specifier Guide • 08/0412015 Roof Load Tables - - — - - -- -- - i Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 31/2' per foot or less. For steeper slopes, see pages 15-18. BCI® 5000s 1.8 Series 2" Flange Width 9'/2' BCI® 5000s 1.8 11W BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load I Deflect. Total Load I Deflect. Total Load Deflect. Span Length Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 4 125% U240 Snow 115% Non -Snow 125% U240 6 315 343 338 367 353 383 7 270 294 289 315 302 329 8 236 257 253 275 264 287 9 210 228 225 245 235 255 10 189 205 202 220 211 230 11 172 187 184 200 192 209 12 157 171 169 183 176 191 13 145 158 156 169 162 177 14 125 136 120 144 157 151 164 15 109 118 98 135 147 141 153 16 95 104 81 122 133 132 143 17 85 89 68 108 118 124 135 18 75 76 58 96 105 114 124 19 65 65 49 87 94 82 103 112 20 56 56 42 78 85 71 93 101 21 48 48 37 71 77 61 84 91 22 42 42 32 64 70 54 76 83 23 59 62 47 70 76 68 24 54 54 41 64 70 60 25 48 48 37 59 64 54 26 43 43 33 55 59 48 27 51 55 43 28 47 50 38 Base Cascade EWP - Eastent Specifier Guide - 08/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) and •. • Duration Use of these tables should be limited to roof slopes of 3'/z' per foot or less. For steeper slopes, see pages 15-18. BCI® 6000s 1.8 Series 25/16" Flange Width 9'/2" BCI® 6000s 1.8 117/a" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Total Load I Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non - Snow 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 145 158 135 161 175 167 182 170 185 15 126 1137 111 150 163 156 169 159 173 16 111 1 121 92 140 153 146 159 149 162 17 98 101 78 126 137 137 149 140 152 18 86 86 66 112 122 108 130 141 132 144 19 74 74 56 101 110 92 120 130 125 136 20 63 63 48 91 99 80 1 108 117 119 129 21 55 55 42 83 90 69 98 107 112 122 22 48 48 36 75 79 60 89 97 88 102 111 23 42 42 32 69 70 53 82 89 78 93 101 24 1 61 61 47 75 81 68 86 93 25 54 54 42 69 75 61 79 86 26 49 49 37 64 69 54 73 79 27 43 1 43 33 59 63 48 67 73 65 16- 28 1 55 57 44 63 68 1 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. 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. Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration 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 29/16" Flange Width 9'/z" BCI® 6500s 1.8 117/e' BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115ek Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 1250 L/240 Snow 115ek Non - Snow 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 154 168 147 161 175 167 182 170 185 15 140 152 121 150 163 156 169 159 173 16 123 132 101 140 153 146 159 149 162 17 109 111 85 132 144 137 149 140 152 18 94 94 72 125 135 118 130 141 132 144 19 80 80 61 112 122 101 123 134 125 136 20 69 69 53 101 110 87 117 127 119 129 21 60 60 46 91 99 76 108 118 113 123 22 52 52 40 83 87 66 99 107 96 108 118 23 46 46 35 76 76 58 90 98 84 103 112 24 41 41 31 67 67 51 83 90 74 95 103 25 60 60 45 76 83 66 87 95 26 53 53 40 71 77 59 81 88 79 27 47 47 36 65 69 53 75 81 71 28 43 43 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 51 51 39 60 66 52 31 46 46 35 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 47 47 36 35 43 43 33 Boise Cascade EWP - Eastern Specifier Guide - 08/04/201S Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration 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 25/16" Flange Width BCI® 90s 2.0 Series 3'/2' Flange Width 11'/s" BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 117/a" BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Total Load !Qeflect I Total L ad Defled I Total L ad Deflect I Total Load Delle I Deflect, Total Load Total Load Deflect Span Length Non- iSnowSnow o o f Snow o Non- Snow 0 Snow 0 I Non- Snowlo Snow o Non- Snow f o f Snow o Non- Snow o I f I Non - Snow Snow o o fI NA 6 413 449 413 449 413 449 507 551 510 555 514 559 7 354 385 354 385 354 385 434 472 437 476 441 479 8 309 336 309 336 309 336 380 413 383 416 385 419 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 12 206 224 206 224 206 224 253 275 255 277 257 279 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 15 165 179 165 179 165 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 206 191 208 192 209 17 145 158 145 158 145 158 178 194 180 196 181 197 18 137 149 137 149 137 149 169 183 170 185 171 186 19 130 141 123 130 141 130 141 160 174 161 175 162 176 20 123 134 106 123 134 123 134 152 165 153 166 154 167 21 118 121 92 118 128 118 128 144 157 134 145 158 147 159 22 106 106 81 112 122 112 122 138 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82 82 63 103 112 91 103 112 120 120 92 127 138 128 139 25 73 73 56 99 106 81 99 107 107 107 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 91 99 87 86 86 65 113 123 94 114 124 28 52 52 40 76 76 58 88 96 78 77 77 59 109 110 84 110 119 29 47 47 36 69 69 52 85 92 71 70 70 53 100 100 76 106 115 102 30 43 43 32 62 62 47 82 84 64 63 63 48 91 91 69 102 111 93 31 56 56 43 76 76 58 57 57 44 82 82 63 99 108 85 32 51 51 39 69 69 53 52 52 40 75 75 57 96 101 77 33 47 47 36 63 63 48 48 48 36 69 69 52 92 92 71 34 43 43 33 58 58 44 44 44 33 63 63 48 85 85 65 35 53 53 41 40 40 31 58 58 44 78 78 59 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to U240. 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 Cascede EVJ • Eastcm Specifier Guide - oa,0412015 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 CALL° software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. BCI® Design Properties BCI® Joist Series Depth inches] Weight plf] Moment ft-Ibs] El x 10e lb -in 2) K x 10e Ibs] Shear Ibs] End Reaction [Ibs] Intermediate Reaction [Ibs] 1Y2" Bearing 3'/2' Bearing 3'W Bearing 5Y.." Bearing No WSM WSM l No WSI'1 WSMNoWS01WSMNoWSMWS(21 9% 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 1 2525 2750 4500s 11'/. 2.4 3025 260 6 1625 950 1425 1425 1475 1 2250 2850 2525 3000 1.8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 1 2525 3350 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 1 2525 2750 5000s 11'/. 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1.8 14 2.9 4130 430 8 1825 950 1525 1 1475 1725 1 2350 3050 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 3200 2525 3350 912 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6000s 11% 2.8 4060 335 6 1675 1175 1425 1425 1475 2500 2850 2900 3000 1.8 14 3.1 4815 490 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 9% 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6500S 11'/a 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 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 325060s11% 2.0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 3200 3650 0 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 3200 3750 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 435090S11% 2.0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 44500 16 4.9 130501 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. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) SW1' + W 11 A 384 EI K 0 = deflection [in] w Uniform load [lb/in] I = clear span [in] El = bending stiffness [lb -in 2] K = shear deformation coefficient [lb] BCI® Closest Allowable Nail Spacing Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) Nail Size All BCIm 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 inches End of Joist inches 8d Box (0.113'e x 2.5') 2 1'/2 4 1'/2 8d Common (0.131'e x 2.5') 2 1'/2 4 3 10d & 12d Box (0.128'e x T, 3.25') 2 1'/2 4 3 16d Box • (0.135'e x 3.5') 2 1 %2 4 1 3 10d & 12d Common & 16d Sinker (0.148*o x T, 3.25') 3 2 6 4 16d Common 0.162'e x 3.5' 3 2 6 4 BCI® Dia hra m Table (1) Dia hra mCapacity m(1) Ib/ffBCI°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 1% 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 EWP • Eastem Specifier Guide • 08/04/2015 Boise Cascade Rimboard Boise Cascade Rimboard Product Profiles I/a" ill 15/,1i' 13441 BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARD® OSB BOARD®* 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. 0 Perpendicular See chart for vertical load capacity. All Min. Bid nails at 6' o.c. per IRC. Connection per design professional of record's specification for shear transfer. t& Parallel See chart for vertical load capacity. G Exterior Wall sheathing MAL"Ise thickness SCI•/AJ5•loists \ Perpendicular or parallel to rim tp W dla through ttons (ASTM A307 Grades Aaa. SAE J429 Grades 1 or 2, or higher with washers and nuts) or W die lag screws (full penetrHlon), staggered Min. connection for 40/10 tut deck loadlnc DeckJolstlengni Connection 12W & leas 2 rows W bon or lag screw, 20 o.a 13M ptf mu. 12'•1•— I&V 2 caws W bon or lag sow, 16' o.a (450 fin mac) Note: For snow Inds proeter (furs 40list. andbr dead bads greater than 10,size tannecuon per max fill values shown above. Treated Ledger. Use only fasteners that at* approved for use with corresponding wood treatment CASCADE' Rlm ooerd Notes: `-V Design of moisture control by others (only structural components shown above). For information on deck lateral bad connections to meet the 2009/20121RC, contact Boise Cascade EWP Engineering. Min. 8d nails at 6' o.c. per IRC. For use of proprietary screws to attach ledger, eonsuh screw manufacturer literature. Connection per design professional of For further information on residential deck design, see AWC DCA 6, Prescriptive record's specification for shear transfer. Residential Wood Deck Constfuctan Guide. Boise Cascade Rimboard Properties Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal PerpendicularUniformFLateralCapacityFlexuralStressElasticitySheartoGrain Product I Ib/ft Ib/in Ib/in Ib/in lb/in 1" BC RIM BOARD° m m1" BC RIM BOARD OSB 3300 3500 180 Limited span capabilities, see note 2 1'/a" BC RIM BOARD• OSB (71 4400 3500 180 Limited span capabilities, see note 2 15/ta" VERSA -LAMB 1.4 1800 I') 6000 4450 Permitted per building code for all nominal 2" thick framing floor diaphragms 1800 1,400,000 225 525 1'/." VERSA -LAM° 2.0 3100 (1) 5700 4300 Permitted per building code for all nominal 2" thick framing floor diaphragms 3100 2,000,000 285 750 NotesProduct Closest Allowable Nail Spacing - See ICC ESR 1040 for further 1" BC RIM BOARD°m 1W' BC RIM 15/ta' VERSA -LAM 1'/." VERSA -LAM° Narrow Face [in] product information. 1" BC RIM BOARD° OSB m BOARD° OSB m 1.41800 m) 2.0 3100 (1l 2. See Performance Rated 8d Box (0.113'la x 2.5') 3 3 3 3 Rim Boards, APA EWS W345K for further product information. 8d Common (0.131"o x 2.5') 3 3 3 3 10d & 12d Box (0.128'e x 3", 3.25') See publication note 2 for 3 3 16d Box (0.135'e x 3.5') 3 3 4 4 10d & 12dCommon 8k ffurthernailinginformation. 16d Sinker (0.148'o-x 3', 3.25_) 6 616dCommon (0.162'o x 3.5') Boise Cascade EWP • Eastern Specifier Guide • 08104/2015 VERSA -LAM® Products I An Introduction to VERSA -LAM® 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. VERSA- Beam- Architectural- Specifications.- - - 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 Notes 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-LAMO 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. Allowable Holes in -VERSA-LAM° -Beams See Note 3 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. '/a span 5. The maximum round hole diameter permitted is: End Bearing Beam Depth Max. Hole Diameter 5,w, 7'/4" 1" 9%" and greater 2" a Depth a Depth a Span __4'" 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 Cascade EV%P - Eastem Specifier Guide • 08/04/2015 VERSA -LAM® Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and lateral restraint et bearin & A" air space required Strap per code If top plate is not continuous over header. Verity hanger capacity with hanger between manufacturer VERSAJCconcretecolumandwood. olumn connector per design 1® Tdmmers 1®of professional record Slope seat cut Bevel cut r Beam to concrete/masonry walls Bearing framing into wall t Wood top plate must be flush with Inside of wall Strap per code If Sloped seat cut 1 Hanger top plate Is not Not to exceed t continuous Inside face I of bearing. DO NOT bevel cut VERSAIAM• beyond Inside face of wall without approval from Blocking not shown for dlarlly. Boise Cascade EWP Englneedng Moisture barrier between concrete and woodorBCCALCsoftwareanalysts veK3A-r-Am- mstanation notes Minimum of IV air space between beam and wall pocket or adequate barrier must be VERSA -LAM' beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or top bearing framing). your region's Specifier Guide Multiple -Member--Connectors-- Side-Loaded 1. Design values applNy to common bolts Nat conform fo AN51/ASME Ste 818.21-1981 fASTM A301 Grades ASB, SAE J42 Grades 1 or 2, or higher). A washer not less then a standard cut washer shall de 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 W bolts and 2W for bolls. Bolt holes shall be the same diameter as the bolt 2 The nail schedules shown apply to bath sides of a 3-member beam 3. 16d box nails = 0.135' diameter x 3.5' length, 16d sinker naffs = 0.148' diameter x 3.25' length. 4. 7' wide beams must be top -loaded or loaded from both sides llessersideshallbenolessthan45%of opposite side). Top -Loaded Applications For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing(') Maximum Uniform Load From One Side 2) 13/." plies Depths 11Y." 8 less 2 rows 16d box/sinker nails 12" o.c. 400 pit Depths 14" - 18" 3 rows 16d boxlsinker nails @ 12" o.c. 600 Pit Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 pit 3) 13/."" plies nt Depths 11l/." & less 2 rows 16d box/sinker nails @ 12" o.c. 300 pit De the 14" - 18" 3 rows 16d box/sinker nails dill 12" o.c. 450 pif De th = 24" 4 rows 16d box/sinker nails 12" o.c. 600 pff 4) 1M.." plies Depths 18" S less 2 rows W bolts § 24' o.c, staggered 335 pff Depth = 24" 3 rows 'A' bolts 24• o.c., staggered eve 8' SOS pill 2) 3'' S" plies Depths 18" 8 less 2 rows'h' bolts @ 24' o.c., staggered 855 pit Depth 20" - 24" 3 rows IN bolts 4b 24' o c., staggered eve 8' 1285 pff 1. The nail schedules shown apply to and by 25%for n"os bad rook 7. Connection values are based upon both sides of a 3-member beam where the building code avows. the 2012 NOS. 2. 16d box nails = 0.135 diameter x 3.5' length, 16d 0.148' 5 Use allowable load tables or 8C 8. FaalenAfasler TrwsLok, Simpson sinker nails = diameter x 3.25' length. CALC• software to size beams. 6. An equivalent specific gravity of Strong•Tia SOW or SDS, sndUSP INS screws may also be used to 3. Beams wider than 7' must be designed by the engineer of record. 0 5 may be used when designing specific connpcbons with VERSA connect multiple member VERSA. Gsubeams, contactaEngineeringactBoiseCascfurthadeifor4. At values in these tables may beincreasedby15%for srto%Wb rook LAM . tarmati Boise Cascade EWP • Eastern Specifier Guide • 08,'04/2015 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 13/V x 14" is found to adequately support the design loads 3. Calculate the maximum pit load from one side the right side in this case) Max. Side Load = (18' / 2) x (40 + 10 psf) = 450 pit 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 13/." VERSA -LAM*, 3 members. 5. The proper connecbon schedule must have a capacity greater than the max. side load: Nailed: 3 rows 16d sinkers @ 12" o.c. 525 pit is greater than 450 pit OK Bolts: 'A" diameter 2 rows @ 12" staggered. 755 pit is greater than 450 plf OK VERSA -LAM® Floor Load Tables VERSA -LAM® 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] SpanS P ft] I%' VERSA -LAM' 2.0 3100 Double Ply 1'/.' VERSA•LAM' 2.0 3100 or 3W VERSA -LAM 2.0 3100 Triple Ply13W VERSA -LAM' 2.0 3100 or SY4 VERSA -LAM 2.0 3100 Quadruple Ply I-W VERSA -LAM' 2.0 3100 or 7' VERSA -LAM 2.0 3100 7'/." 9'h" 117.' 1 14" 7'/4' F9W 11W 14" 16" 18" 24" 91FJ11%i' 14" 16" 1 18" 1 20" 24" 11Y." 1 14" 1 16" F 18" 20" 24" 763 1063 1424 1795 1525 2126 2849 3590 4387 5232 5226 3189 4273 5384 6580 7848 7845 7838 5697 7179 8773 10483 10459 10451 6 762 1525 1.814.4 2.4/6.1 3.3/8.24.11f0. 1.8/4.4 2.4/6.1 3.3/8.2,1.11103 5/12.61 6115 6115 2.416.113.318.2.4.1110.9 5/12.6 6/15 1 6115 6115 3.318.2!4.1/10.15112.61 6115 1 6115 1 6115 479 1 746 979 1207 957 1 1492 1957 2414 2886 3402 3913 2237 2936 3622 4328 5103 5876 5870 3914 4829 5771 6803 7834 7828 8 322 1 724 3.719.3 643 1447 2171 1.513.7 2.315.7 317.5 1.513.7 2.3/5.7 317.5 3.7/9.3,4.4/11.1 5.2113 6115 2.315.7 3/7.5 13.719.3.14.41111.115.21131 6/15 18I15 3/7.5 3.7/9.3,4.4111.1 5.2113 6115 1 6/15 243 551 27.1 487 1102 1489 1817 2148 2502 3126 1653 2234 2726 3222 3753 4322 4688 2978 3635 4296 5003 5763 6251 10 165 370329 35'198.7 741 1447 1111 2171 2894 1.513 2.115.3 1 513 2.115.3 2.917.1 3.518.7,4.11104 4.81121 6115 2.115.3 2.917.1 3.516.7,4.1110 3 1.8/1T9 6/15 2.017.1 3 518.7.4.11101 4.8/12 5.5/13.8 6115 182 413 665 808 364 825 1330 1 1617 1 1904 2209 2839 1238 1 1995 1 2425 1 2856 3313 3800 4259 2659 1 3233 3807 4417 5067 5679 11 124 278 544 247 557 1087 1 - 835 1 1631 1 - 2175 1.5/3 1.7/4.1 2.817 3.418.5 1.513 1.714.4 2.817 3.4/8.5 4/10.1,1.7/11.71 6115 1.714.4 2.817 3.4/8.5 4110.1 4.7111.7,5.4113.4 6115 2.817 3.418.5 4/10.1,4.7111.75.1/13.4 6/15 139 317 585 1 728 279 634 1170 1 1456 1 1709 1977 2601 950 1755 2184 2564 2955 3390 3901 2340 1 2912 1 3418 3953 4519 5201 12 95 214 419 1 686 191 429 837 1 1372 1 - 643 1 1256 20S6 1675 1 2745 1 - 1.5/3 11.5137 2.716.8 3.418.4 1.5/3 11.5137 2.7/6.8 3.4/8.4 3.919.94.6/11.4, 6/15 1.513.712.716.813.418.413.919.914.6111.4, 5.2113 6115 2.7/6.8 3.4/8.4 3.9/9.9,4.6/11.4, 5.2113 6/15 109 248 488 882 217 498 978 1324 1550 1789 2399 744 1484 1988 2328 2883 3059 3598 1952 2847 3101 3577 4078 4797 13 1513 1.513.1 2.4 6.1 3.3/8.3 1.53 1.513.1 2.416.1 3.3 83 3.919.7,4.5111.2 8/15 1.513.1 2.488.1 3.3/83 3.9/9.7,4.5/11.25.1/12.7r 6/15 2.416.1 33/8.3 3.919.7.'4.5111.25.1112.71 6/15 88 198 390 585 173 395 779 1171 1418 1633 2226 593 1169 1758 2128 2449 2786 3338 1558 2342 2837 3265 3715 4451 14 60 135 264 432 120 1 270 1 527 864 1290 1 405 79112.115.313.217.913.819A 1296 1935 1 - 1055 1728 2S80 1.513 1 1.613 2.1/5.3 3.2/7.9 1.513 1 1.513 2.1/5.3 3.2/7.9 3.8/9b 4.4111 6115 1.513 14.4111 15112.51 6115 2.1/5.3 3.217.9 3.819.8 4.41It 5/12.5 6115 70 1 160 316 509 139 320 631 10111 1307 1502 2076 479 047 1527 1960 2253 25SS 3113 1262 2036 2814 3003 3410 4151 15 49 110 214 351 98 220 429 70312.9/7.4 1049 1493 329 643 1054 1573 2240 058 1405 2098 2987 1.513 1.5/3 1.B14.8 2.9/7.4 1.5/3 1.S13 1.814.E 3.6/9.5,4.3/10.Si 8/15 1.5/3 1.8/4.8 2.9/7.4 3.8/9.5,4.3/10.94.9/12.3 8/15 1.8/4.8 2.9/7.4 3.8/9.54.3/10.94.9/12.3 6/15 57 131 259 1 427 113 262 518 854 1151 1390 1944 393 777 1281 1727 2085 2364 2917 1036 1708 2303 2780 3151 3889 16 40 00 177 289 80 181 353 570 864 1230 271 530 868 1298 IBIS 707 1158 1728 2461 1.513 1.5/3 16/4 2.6/6.8 1.513 1 1.5/3 1 1.614 2.616.E 3.8/8.9,4.3/10.7 6115 1.513 1 1.814 2.616.8 3.6189,4.3/107.4.9112.2 6115 1.614 2.6/6.8 3.6/&9.4.3/10.1.4.9/12.2 6115 108 215 355 93 217 1 430 1 710 1 1018 1274 1626 325 645 1065 1527 1911 2196 2739 860 1420 203E 2547 2929 3652 17 75 147 241 67 151 295 483 720 1026 226 442 724 1 lost 1 1539 2111 58911.513.612.315.013.3/8.4,4.2110.9 1 965 1 1441 1 2052 2814 1.513 1.5/3.8 2.3/5.9 1.513 1 1.513 1.5/3.8 2.3/5.9 3.3/8.4,4.2/10.5 6115 1.513 11.5138 2.315.9 3.318.414.2110.9 4.8/121 6115 4.8/12 6115 90 180 1 298 77 181 1 360 596 1 894 1134 1701 271 540 894 1341 1701 2051 2552 720 1 1191 1788 2268 2735 3402 18 64 124 1 203 56 127 1 248 407 1 607 864 191 372 610 910 1296 1778 498 1 813 1214 1728 2371 1.513 1.513.2 2.115.2 1.513 1 1.513 1.513.2 2.115.2 3.117.8 419.9 5.911141 1.513 11.513.212115.2 3.1/7.8 419.0 4.8/1195.9114. 1.5132 2.115.2 3.117.8 4/9.9 4.8/11.95.9114. 76 152 252 65 152 304 504 758 1016 1592 220 457 757 1137 1524 1863 2388 609 1009 1516 2032 2484 3184 19 54 105 173 48 108 1 211 346 516 735 162 1 316 519 774 1102 1512 422 691 1032 1470 2016 1.513 1 1.513 1.9/4.7 1.513 1.513 1 1.513 11.914.71 2.817 3.7/9.45.8/14. 1.513 1 1.513 1.914.7 2.817 37/9.4,46/11AS8114. 1.513 19/4.7 2.817 3.7/9.4,4.6/11.45.8/14. 65 130 215 54 129 259 430 1 647 1 915 1496 194 389 646 971 1373 1678 2243 519 861 1 1295 1830 2237 2991 20 46 90 148 41 93 181 298 1 442 1 630 1493 139 271 445 664 945 1296 2240 362 593 1 885 1260 1728 2987 1.5/3 1.513 1.7/4.2 1.513 1 1.513 1 1.513 1.714.2 2.5/8.3 3.618.95.8114. 1.513 1 1.513 1.7/1.2 2.5/6.3 3.6/8.9,4.3/10.85.8/11. 1.5/3 1.714.2 2.516.3 3.6/8.94.3110.85.8114. 96 160 95 192 320 482 692 1 1304 142 1 288 480 724 1038 1382 1 1956 384 1 840 I 06S 1 1383 1842 2608 22 68 111 70 136 223 332 473 1 1122 104 204 334 499 710 974 1683 272 445 665 947 1299 2244 1.513 1.5/3.5 1.513 1.513 1.5/3.5 2.1/5.2 317.4 5.6113. 1.513 1 1.513 15/3.5 2.1/5.2 317.4 3.9/9.95.6113. 1.513 1.5/3.5 2.1/5.2 317.4 3.919.95.6/13. 72 122 1 71 145 243 368 529 1092 106 217 365 552 793 1095 1638 290 4W 736 1057 1460 2184 24 52 86 54 105 172 256 365 864 80 157 257 384 547 750 1296 209 343 512 729 1000 1728 1.513 1.513 1.513 1 1.513 1 1.613 1.814.4 2.5/6.3,5.1/12. 15/3 1 1.513 1 1.513 1.814.4 2.516.3 3.418.6 5.11112A 1.513 1 1.513 1.8/4.4 2.5/6.3 3.4/8.8,5.1/12. 56 94 54 111 188 288 412 927 80 167 282 429 618 855 1390 223 1 376 572 824 1139 1853 26 41 87 42 1 82 135 201 287 680 63 1 IN 202 302 430 520 1020 165 270 403 574 787 1 1359 1.513 1.513 1.513 1 1.5/3 1 1.5/3 1.5/3.7 2.1/5.3,4.7111.e 1.513 1 1513 1 1513 1.5/3.7 2.1/5.3 2.9/7.34.7/11. 1.513 1 1.513 1.513.7 2.115.3 2.017.34.7/I 74 1 87 148 226 326 792 61 1 130 222 338 489 678 1188 174 1 296 451 352 904 15M 28 54 66 108 161 230 44 51 99 162 242 344 472 816 132 216 322459 630 1088 1.513 1.5/3 1.513 1.513.2 1.8141.1.4110 1.513 1 1.513 1 1.513 1.5/32 1.814.E 2.5/63,4.4/10. 1513 1 1.513 1.5/32 1.8/4.8 2.5/63,4.4/f0. 59 68 118 180 262 639 102 176 271 1 393 546 959 137 235 361 1 523 728 1279 30 44 54 88 131 187 442 80 132 197 1 280 384 664 107 176 282 1 373 512 885 1.5/3 1.513 1.513 1.513 1 1.6/4 3.6/9.5 1.513 1 1.5/3 1 1.5/3 1 1.614 2.2/5.5 3.8/9.5 1.5/3 1 1.513 1 1.5/3 1 1.6/1 2.2/5.5 3.8/9.5 Total Load values are limited by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its awn weight. Live Load values are limited by deflection equal to L/360. 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 CALCa software it the length of any span is less than hag 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-py, 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 CALL• software. Boise Cascade EWP • Eastom Specifier Guide • 08104/2015 VERSA -LAM® Roof Load Tables VERSA -LAM® 2.0 3100 (115% 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] i 1W VERSA -LAMB 2.0 3100 Double ly VERSARLAMM 2 0 32.0 3100 or Triple Sy1VERSASLAA--LL 2Mo 3.0003100 or1 Ouadruple VERSAdAM 2 0 3M0D2 0 3100 or 7W 91W 11W 14" 7'/1' 9'W 11'/" 14" 1 16" 1 18" 24" 9'/d' I 11Y." 1 14" 16" 18" 1 20" 1 24" 11%" 1 14" 1 16" 1 18" 1 20" 1 24" 878 1223 1839 2065 1755 2446 3278 4130 5047 1 5232 5226 3669 4917 1 6195 7570 7848 7945 7838 6556 1 8260 1.10094 110463 10459 10451 6 215 2.817 3.819.4,4.7111. 215 2.817 3.819.4,4.7/11.85.8/14.5, 6115 6115 2.8/7 38/9.447/11.85.8114.5 6115 6/15 6115 3.8/9.4,4.7/11.85.8/14.5 6115 6/15 6/15 598 ase 1128 1389 1197 1717 2252 2779 3321 3915 3913 2575 3379 4168 1 4981 1 5872 5876 5870 4505 55M 6642 7829 7834 7826 8 482 965 1.814.8 2.6/6.8 3.5/8.6,4.3110. 1.8/4.8 2.616.8 3.518.64.3110.65.1/12.71 6115 1 6115 2.6/6.8 3.5/8.64.3110.65.1/12.71 6115 1 6115 1 6115 3.5/8.84.3110.65.1/12.71 6115 6115 6/15 328 1 637 1 857 1046 651 1 1274 1714 2092 1 2472 2880 3126 1912 2571 3138 3709 4320 4695 4688 3429 4184 4945 5759 6259 6251 10 247 1 556 494 1 1111 1667 1.5/3.1 2.416.1 3.318.2 4110 1.513.1 2.418.1 3.318.2 4110 4.7111.95.5113.8. 6115 2.416.1 3.318.2 4110 14.7/11.95.5113.8 6115 1 6115 3.318.2 4/10 4.7111.95.5113.8 6115 6115 244 526 765 931 487 1052 1531 1861 2192 2543 2939 1577 1 2298 1 2792 1 3288 1 3814 1 4265 4259 3062 3723 4383 1 5085 1 5687 5879 11 lea 418 371 835 1253 1.513 2.215.E 3.218.1 3.9/9.8 1.5/3 2.215.8 3.2/8.1 3.9/9.84.6/11.65.4/13.4 6115 22/5.8 3.218.1 3.9/9.84.6/11.65.4/13.4 6/15 1 6115 3.2/8.1 3.9/9.84.6/11.65.4/13.4 6115 1 6/15 187 1 421 1 674 838 374 948 1 1347 1676 1968 1 2276 2601 1 1272 1 2021 1 2514 2952 3414 3903 3901 1 2694 1 3353 3936 4552 5203 5201 12 143 1 322 1 628 286 643 1 1258 965 1 1884 I - 2512 1 - 1.5/3 2/4.9 3.117.8 3.919.7 1513 1 2/4.9 13117.8 3.9/9.74.5/11.15.2/13.1 6/15 2/4.9 3.1/7.8 3.9/9.7i4.5/11.35.2/13.1 8115 6115 3.117.813.9/9.714.5111.35.2/13.11 6115 1 6/15 146 332 1 573 762 292 1 665 114E 1 1524 1 1765 1 2060 1 2399 997 1719 1 2287 2678 3089 3522 3598 2202 1 3049 3571 4119 4696 4797 13 112 253 1 494 1 - 225 1 506 988 759 1482 1 - 1978 1 - 1.5/3 1.714.2 2.917.2 3.819.5 1.513 1.714.2 2.9/7.2 3.8/9.5,4.5/11.25.1/12.9 8115 1.7/4.2 2.9/72 38/9.5,4.5/11.25.1/12.95.9/14.71 6115 2.917.2 3.819.5,4.5111.25.1/12.95.9/14.71 6115 116 1 265 493 674 1 233 1 530 1 987 1349 1 1634 1 1880 2226 796 1 1480 1 2023 1 2450 1 2821 1 3208 3338 1973 2697 3267 1 3761 1 4278 4451 14 90 1 203 396 648 1 180 1 405 1 791 129E 608 1 1187 1 1944 1582 2593 1 513 11513.6 2.7/6.7 3.619.11 1.513 1.5/3.8 2.7/8.7 3.6/9.1 44111-51112.71 6/15 1.5/3.8 2.7/8.7 3.6/9.1 4.4/11 5.1112.75.8114.4 8/15 2.7/8.7 3.8/9.1 4.4/11 5.1/12.75.8/14.4 8/15 94 215 423 588 1 188 429 846 1173 1505 1730 1 2076 644 1268 1759 2258 1 2595 1 2948 1 3113 1691 1 2348 3011 3459 3928 4151 15 73 165 322 527 146 329 643 1054 494 965 1581 128E 1 2108 1.513 1.513.1 2.516.1 3418.5 1.5/3 1.513.1 2.5/6.1 3.4/8.5,4.3/10.95/12.5 6/15 1.5/3.1 2.5/6.1 34/8.54.3/10.95/12.55.7/14.2 6115 25/6.1 3.4/8.54.3110.95/12.55.71142 6115 e 1801 1941 2402 2723 2- 3202 3830 3889 16 60 138 265 434 121 271 530 868 1296 407 95 1 0 19" 1060 1737 2593 1.513 1.513 2.215.4 3.2/7.9 1.5/3 1.513 2.215.4 3.2/7.9,4.1110.24.9/12.3 6115 1.513 2.2/5.4 3.2/7.94.1110.24.9/12.1 5.61141 6115 22/5.4 3.217.9,4.1110.21.9/12.3 5.61141 6115 63 1 146 289 455 127 292 577 910 1173 1 1468 1829 438 1 866 1365 1760 2201 2531 2743 1154 1 1820 1 2346 2935 1 3374 1 3657 17 50 113 221 362 1 101 226 442 724 1081 1 - 339 1 683 1086 1621 884 1448 1 2161 1 513 1.513 1.914.8 317.5 1 1.513 1 1.5/3 11.914.81 317.5 3.9/9.8 4.8/12 6/15 1.5/3 11.914.81 3/7.5 3.9/9.8 4.8112 5.5/13.8 6115 1.9/4.81 317.5 3.919.8 4.8112 15.5113.8 6115 53 122 242 399 106 244 1 484 799 1045 1 1307 1728 367 1 728 1 1198 1567 1 1961 2364 2598 1 968 1 1598 2089 2614 3151 3451 18 42 95 186 305 85 191 1 372 610 910 1 1296 286 1 5S8 1 915 136E 1 1944 744 1 1220 1821 2593 1.513 1 1.513 11.714.31 2.8/7 1.513 1 15/3 11.7/4.31 2.817 3.6/9.14.5/11.4 6115 1.513 11.714.31 2.817 3.6/9.1,4.5/11.45.5/13.7 6115 1.714.31 2.817 13.619.14.5111.45.5113.71 6115 103 205 339 89 206 410 677 936 1171 1634 310 615 1016 1404 1757 2147 2450 820 1354 1872 2342 2862 3267 1g 81 1S8 259 72 162 316 519 771 1102 243 475 778 1161 1653 83311.5/3.812.516.313.4/8.6.4.3/10.85.3/13.116115 1037 1548 2204 1.513 1.513.8 2.516.3 1.5/3 1 1.513 1.5/3.8 2.5/6.1 3.118.64.3/10.fl 6115 1.513 1.5/3.8 2.5/6.3 3.1/8.643110.85.3113.1 ails 88 1 175 289 1 75 1 176 350 579 843 1055 1551 263 525 868 1265 1583 1934 2326 699 1157 168E 2110 2579 3101 20 69 136 222 fit 139 271 445 664 945 208 407 687 996 1418 543 889 1327 1890 1.513 1513.4 2315.6 1.513 1.513 1513.4 2.315.8 3.3/8241/10.21 8/15 1.513 1.5/3.4 2.3/5.8 3.3/8.24.1/10.2 5/12.5 8/15 1.5/3.1 2.3/5.8 3.3/8.24.1/10.25/12.5 8/15 65 130 1 216 54 1 130 1 260 431 1 649 869 1 1407 194 1 390 647 973 1303 1 1593 2111 520 1 862 1297 1738 2124 1 2815 22 52 102 187 48 1 104 1 204 334 1 499 710 157 306 501 748 1065 1461 408 668 997 1420 1948 1.5/3 1513 1.914.7 1.513 15/3 15/3 1.914.7 28/7 3.7/9.3 6/15 1.5/3 1.5/3 1.9/4.7 2.8/7 3.719.3,4.5/11.3, 6115 1.513 1.914.7 2.817 3.7/9.3,1.5111.3 6/15 99 1 164 98 197 329 496 711 1259 146 1 296 1 493 744 1 106E 1 1334 1889 395 1 658 992 1422 1779 2518 24 79 129 80 157 257 384 547 121 1 236 1 388 578 1 820 1 1125 314 1 15 768 1094 15M 1.5/3 1.613.9 1 1.513 1 1.513 1 1.6/3.9 2.3/5.9 3.318.35.9/14. 1.513 1 1.513 1.6/3.9 2.315.9 3.318.3,'41110.4 5.9114.1 1.513 1.6/3.9 2.315.9 3.3/8.34.2/10.45.9/14. 76 128 75 153 256 387 555 1069 112 229 383 580 833 1132 1604 305 511 773 1110 4110 2139 26 62 101 63 124 202 302 430 1020 95 185 304 453 645 885 1529 247 405 604 860 1180 2039 1'513 1.5/3.3 1.513 1.513 1.513.3 2/5 2.8/7.1'5.4113. 1.513 1 1.513 11.5/3.31 215 2.fl17.1 3.8/9.85.1/13. 1.5/3 1.5/3.31 215 2.8/7.1 3.8/9.615.4/13. 60 101 58 120 202 300 441 919 87 180 303 459 661 914 1378 240 404 612 982 1219 1937 28 49 81 51 99 1 162 1 242 344 816 76 148 243 363 517 709 1224 198 1 324 484 689 945 1633 1.5/3 1.513 1.5/3 1 1.513 1 1.513 1.7/4.3 2.4/6.1 5/12.6 1.513 1 1.513 1 1.513 1.714.3 2.416.1 3.418.4 5112.6 1.513 1 1.513 1.7/4.3 2.4/61 3.4/84 5/126 81 95 1 161 1 246 355 797 68 143 242 369 1 533 738 1196 190 323 492 710 984 1594L30: 68 80 132 197 280 664 62 121 198 295 420 578 998 161 283 393 560 768 1327 1.5/3 1.5/3 1.513 1.5/3.7 2.1/5.3,4.7/11. 1.513 1.513 1.513 1.513.7 2.115.3 2.917.3,4.7/11. 1.513 1.513 1.513.7 2.115.3 2.917.3,4.7/11. Total Load values are limited by shear, moment or deflection equal to LI180. 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 measuredcentertocenterofthesupports. Analyze multiple span beams with the pC 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 EV/P • Eastern Specifier Guide • 08&C4/2015 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. I% inch members deeper than 14 inches are to be used as muhiple-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® Roof Load Tables 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-LAM'2.0 3100 Double Ply VERSA-LAM 20 31003100 or Triple ly? VERSASLAM 2.0 3100100 or Ouadrupl a?VERSA-LAM -L100 0 3100 or 7Y..- 9'fi" I 117" 14" 7'/2" 1 9'i4" 1 11%" 1 14" 1 16" 1 18" 24" 9'A- 113/4' 1 14" 1 16" 1 18" 1 20" 24" 111W 1 14" 1 16" 1 18" 1 20" 24" 954 1330 1782 2245 1908 1 2660 1 3564 4491 5234 5232 5226 3990 5348 16736 1 7851 7846 1 7845 7838 7128 18981 10487 10463 10459 10451 2.2/5.5 3.117.64.1/10.25.1/12. 2.2/5.5 3.1/7.64.1/10.2S.1/12.9, 6115 6115 8/15 3.1/7.64.1/10.25.1112.9, 6115 6115 6115 6115 A110.25.1/129, 8/1S 8115 6115 8115 640 1 933 1225 1511 1279 1867 1 2449 3022 3611 3919 3913 2800 3674 1 4S32 1 5417 5879 1 S876 870 4899 6043 7222 7838 7834 7828 8 482 1 - 965 2/4.9 2.917.1 3.819.4,4.6111. 214.9 2.917.1 3.619.4,4b/11.8,5.5113.6 6115 1 6/15 2.917.1 3.8/9.4,4.6111.65.5113.8 6115 1 6115 6115 3.8/9.4,1.6111.65.5113.8 6115 6115 6115 328 693 1 932 1 1138 651 1 1386 1 1864 2275 1 2689 1 3132 3126 2079 1 2791 13413 1 4033 1 4698 1 4695 4688 3729 4550 5378 1 6263 6259 6251 10 247 556 404 1 1111 1 . 1667 13.618.9,4.4110.65-2112.91.513.1 2716.8 3618.9,'4.4110. 1.5/3.1 2.7/6.8 3.6/8.9,4.4/10.95.2/12.9 8115 8115 2.7168 3.6/8.94.4/10.95.2112.9 8115 1 8115 1 8115 6115 6115 6115 244 552 833 1012 487 1104 1665 2024 2384 2765 2839 1656 2498 3037 3576 4148 4265 4259 3330 4049 4767 5531 5887 5679 11 186 418 815 371 835 1631 125312.315.813.518.8,'4.3110.7,5112.615.8114.6 2446 3262 1.513 2.3/58 3.5/8.8,4.3110. 1.513 2.3/5.8 3.5/8.8,4.3/10.7 5/12.8 5.8/14.6 6115 6115 6115 4.3110.7, 5112.E 5.8114.6 8/15 8115 187 1 424* 3.416.4 912 374 848 1465 1823 2141 2475 2601 1272 2198 2735 3211 3713 3907 3901 2031 3647 4281 4951 5209 5201 12 143 322 286 643 1256 985 1884 251213.418414.2110.54.9112.35.7114.31.513 214.92/10. 1.513 2/4.9 3.4/8.4,4.2/10.54.9112.35.7/14.3 8115 214.9 3.418.4,1.2110.54.9/12.35.7114.3 6115 8/15 6115 1 6/15 146 332 1 623 829 292 1 665 1 1247 1658 1 1942 1 2240 2399 997 1 1870 1 2487 1 2913 1 3360 1 3804 3598 2494 3318 1 3884 4480 1 4808 4797 13 112 253 1 494 810 225 506 988 1619 759 1 1482 1 2429 1 - 1976 3238 1.513 1.714.2 3.1/7.84.1/10. 1.513 1.7/4.2 3.1/7.84.1/10.4,4.8/12.1 5.8/11 8115 1.7/42 3.1/784.11104,4.8/12.1 5.6/11 6115 6/15 3.117.8,4.1110.4,4.8112.115.61141 6115 1 6115 118 1 265 521 1 734 233 530 1043 1467 1777 2046 2226 796 1 1564 1 2201 1 2666 3068 3345 3338 2085 2934 1 3554 4021 4459 1 4451 14 90 1 203 398 1 648 180 405 791 1296 608 1 1187 1 1944 15821 2593 1.513 11.513.61 2817 1 4/9.9 1.5/3 1.5/3.8 2.8/7 14199 14.8112IS.5/13.8 8/15 1.513.8 2.817 1419.9 4.8/125.5/13.9 8115 8115 2.8/7 4/9.9 4.8/12S.5/13.8 8115 1 6115 94 1 215 1 423 1 638 188 429 846 1 1278 1 1838 1882 2076 644 1268 1914 2456 2823 3120 3113 1691 2552 3275 3763 4159 4151 15 73 1 165 1 322 1527 148 329 643 1 1054 1 1573 49411.513.112-516.113.719.2.'4.7111 985 1581 2360 1286 2108 3146 1.513 1.513.1 2.5/6.1 3.7/9.2 1.5/3 1.5/3.1 11 3.7/9.24.7111.85.1113.8 8/15 8S.4113.6 8115 1 $115 2.5/6.1 3.719.2,4.7/11.85.4/13.6 6115 1 6115 77 178 1 347 1 580 153 352 695 1120 1443 1 1742 1944 528 1042 1680 2165 2613 2923 2917 1389 2240 2887 3484 3897 3889 16 60 136 265 434 121 271 530 888 1298 407 1 795 1 1303 1 1"4 1 - 1080 1737 2593 1.5/3 1 1.513 2.215.1 3.518.6 1.513 1.513 2.2/5.4 3.5/8.8,4.4/11.15.4113.4 8115 1.513 2.2/5.4 3.5/8.84.4/11.15.4/13.4 6/15 1 6/15 2.2/5.1 3.518.6,4.1/11.1,15.4113.4 6115 1 6115 83 146 289 476 127 292 1 577 951 1 1277 1 1597 1 1829 438 868 1 1427 1915 2395 2749 2743 1 1154 1902 2553 3193 1 3865 3657 17 50 113 221 362 101 228 1 442 724 1 1081 1 1539 339 663 1086 1821 2308 884 1448 2161 3078 1 513 1.5/3 1.914.8 3.117.8 1.513 1.51311.914813.117.8.4.21110.55 2113.1 8/15 1.513 1.9/4 8 3.1/7.8,4.2/10.55.2/13.1 8/15 8115 1.9/4.8 3.1/7.8,4.2110.55.2/13.1 6/15 1 6115 53 122 242 399 108 244 484 799 1137 1422 1726 367 728 1198 1705 2133 2572 2588 068 1528 2274 2845 3429 3451 18 42 95 186 305 85 191 372 810 910 1296 288 558 915 1366 1941 74111.7/4.312.817 1220 1821 2593 1.513 1.513 1.714.3 2.817 1.513 1 1.513 1.714.3 2.817 1 419.9 4.9112.3, 6115 1.513 11.714.31 2.817 419.9 4.9112 35.9114 9, 8115 1419.9 4.911215.9114.1 6115 103 1 205 1 206 410 677 1016 1275 1634 310 615 1016 1521 1912 233E 2450 820 1354 2032 2549 3115 3267 19 81 1S8 3989 72 162 316 519 774 1102 243 475 778 1161 1853 2268 633 1037 1548 2204 3021 1.513 1.513.8 2 1.513 1.513 1.513.8 2.5/6.3 3.7/9.34.7/11.1 8/15 1.513 1.5/3.8 2.5/6.3 3.7/9.3,4.7111.75.7/11.3 8/15 1.5/38 2.5/83 3.7/93,4.7/11.75.7114.3 6/15 88 1 175 1 289 75 176 350 579 869 1149 1 1551 263 1 525 868 1303 1 1723 2105 2326 699 1157 1737 2207 2807 3101 20 89 138 222 62 139 271 445 664 945 208 407 667 996 1418 19" 54311.513.412.315.613.418.4,'4.4111.1'5.4/13.E 1 889 1 1327 1 1890 1 2593 1.513 1.5/3.4 2.3/5.6 1513 1 1513 1513.4 2.315.8 3.418.4,'4.4111.1 6/15 1.513 1513.4 2.3158 3.4/8.44.4/11.15.4/13.6. 5/15 6115 85 1 130 1 216 54 1 130 260 1 431 649 1 928 1 1407 194 390 1 647 973 1393 1735 2111 520 1 882 1 1297 1857 1 2313 2815 22 1 52 1 102 1 167 46 1 104 204 1 334 499 1 710 1 - 157 1 306 1 501 748 1065 1461 408 1 688 1 997 1420 1 1948 1.513 1 1.513 11.014.7 1.5/3 1 1.513 1 1.513 11.9/4.71 2.817 1 419.9 1 8/15 1.513 1 1.513 11.914.71 2.817 1 419.9 4.9112.3. 6115 1.513 11.9/4.71 2.8171 419.9 41/12.3 8115 99 1 164 1 98 1 197 1 329 1 496 1 711 1268 146 1 298 1 493 1 744 1 1068 1 1453 L 1932 395 658 992 1422 1937 2576 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 314 515 768 1 1094 1 1500 1 - 1.5/3 11.613.9 1 1.513 1 1.513 1.613.9 2.315.9 3.318.3 8115 1.513 1 1.513 1.8139 2.3159 3.318.31.4.5111 3 6115 1.513 1.6/3.9 2.3/5.9 3.3/8.3,4.5111.3 6115 78 1 128 75 159 1 256 1 387 1 555 1 1164 112 1 229 1 383 1 580 833 1 1150 1747 1 305 1 511 773 1110 1 1533 2329 26 1 62 1 101 63 124 1 202 1 302 1 430 1020 95 1 185 1 304 1 4S3 645 985 1529 1 247 1 405 604 860 1 1180 2039 1.513 11.5133 1.5/3 1.513 11.513.31 215 12.817.115.9114.7 1.513 1 1.513 11.513.31 215 12.817.1 3.9/9.715.9/14. 1.513 11.513.31 215 2.8/7.1 3.9/9.75.9114. 80 101 58 120 202 306 441 1001 87 180 303 459 681 914 1501 240 404 612 882 1219 2001 28 49 81 51 99 1 162 1 242 1 344 816 76 148 243 1 363 517 709 1224 108 324 484 1 689 1 945 1 1633 1.5/3 1.513 1.513 1 1.513 1 1.513 1.714.3 2.416.15.5113. 1.513 1 1.513 1 1.513 1.7/4.3 2.4/8.1 3.4/8.45.5/13. 1.513 1 1.513 1.7/4.3 2.1/8.1 3.4/8.45.5/13. 811 95 1 161 1 248 1 355 1 861 68 143 1 242 1 369 1 533 738 1 1291 190 1 323 1 492 1 710 994 1 1721 30 68 1 80 1 132 1 197 1 280 1 684 62 121 1 198 1 295 1 420 578 1 998 181 283 393 1 560 768 11327 1.513 1 1 1.513 1 1.513 1.513.7 2.1/53S.1112. 1.513 1 1.513 1 1.513 1.5/3.7 2.115.3 2.917.35.1112. 1.513 1 1.513 1.513.7 2.1/5.3 2.9/7.35.1112. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to 1-1240. Check the local budding code for other deflection limits that may apply. Where a Live Load value is not shaven, 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'soltv/are 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 an 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 arty number of plies. 1'/. inch members deeper than 14 inches are to be used as muttiple-member beams only. This table was designed to apply to a broad range of applications. It may bepossible to exceed thelimitationsofthistablebyanalyzingaspecificapplicationwiththeBCCALC'psoftware. Bo:se Cascade EVJP • Eastem Specifier Guide • 08104/2015 VERSA -LAM® Allowable Nailing and Design Values Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA- LAM•/VERSA-RIMo. Use nails as specified by Simpson Strong -Tie. VERSA -LAM° Design Values Nailing Parallel to To Glue Lines Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For W" thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use W minimum offset between rows and stagger nails). Grade Width in Depth in Weigght Ib/ft Allowable Shear jib]ft-lb] Allowable Moment Moment of Inertia in' Grade Width in Depth in Weigght Ib/ft Allowable Shear Ib Allowable Moment ft-lb]in' Moment of Inertia 0 c a 1J2 1 %2 3'/2 1.5 998 776 5.4 00 0 i g Xw 5 5'h 8.0 5237 6830 63.3 5'/2 2.4 1568 1821 20.8 5'/2 8.4 5486 7457 72.8 7'% 1 11.0 7232 12566 166.7 7% 3.2 2066 3069 47.6 9'% 14.1 9227 19908 346.3 c c g Q j 3'/2 1.8 1164 1058 6.3 9'/2 14.5 9476 20937 375.1 5'/2 2.8 1829 2486 24.3 7'% 3.7 2411 4189 55.6 11'% 17.1 11222 28814 622.9 9'% 4.7 3076 6636 115.4 11% 18.1 11845 31913 732.6 9'/2 4.8 3159 6979 125.0 14 1 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 2076 16 24.4 15960 56046 1792.0 11% 6.0 3948 10638 244.2 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 7 9'% 16.6 12303 26544 461.7 3'% 5'/2 5.6 3658 4971 48.5 7% 7.4 4821 8377 111.1 9Y2 17.1 12635 27916 500.1 9% 9.4 6151 1 13272 230.8 11'% 20.2 14963 38419 830.6 9% 9.6 6318 13958 250.1 11%a 21.4 15794 42550 976.8 11% 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 11% 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 43.2 31920 160732 1 8064.0 Design Property Grade Modulus of Elasticity Bending Horizontal Shear Tension Parallel to Grain Compression Parallel to Grain Compression Perpendicular to Grain Equivalent Specific Gravity for Fastener Design E x 10ilsi t'I F, psi t2x31 F psi 12x4) F, (psi)tmsl F.„ (psi)t2) F l ( si)I'xa> 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 1 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/1L)"" 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, (12/d)19 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% Botsc Cascade EVVF • Eastern Specifier Guide • 08l0412015 VERSA-LAM®1.8 2750 Columns E = o Allowable Axial Load(lb) 3'/:' x 3'/i' 3%' x 4%' 3V x 61/:' 3%' x 5'/:' 3'/i' x 7" J 100% 1 115% 125% 100% 115% 1 125% 100% 1 1159/. 125% 100% 1 115% 125% 100% 1 115% 1 125% 4 15,265 16,750 17,650 19,100 20,950 1 22,070 22,920 25,150 26,500 24.020 26.350 27,770 30,570 33,545 1 35,345 5 12.830 13,770 14,320 16,050 17,220 17,910 19,260 20.670 21,505 20,185 21.660 22,530 25,690 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 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 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 8,525 8.675 10,520 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 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 5,565 5,635 6,920 7,080 7,175 14 3,050 3,120 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 3Vx7V 51/:'x51/:" 51/:"x5%" 5Vx7" 5Vx7V 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 1 115% 125% 100% 1 115% 1 125% 4 31,670 34,750 36,625 5 26,615 28.560 29.705 6 21,950 23,215 23,950 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 40,000 37,450 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 34.670 32,910 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 29,360 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 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 12,195 12,405 12,385 12,775 13.000 15.770 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 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 13,320 13,520 13.420 13.790 14.010 18 8,860 9,090 9,220 9,285 9,525 9,660 11,820 12,130 12,300 12,250 12.560 12,740 19 8,110 8,310 8,420 8,500 8.705 8.825 10.820 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 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 Stresses 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 NOS), 2005 edition. For side or other combined bending and axial loads, see provisions of NOS, 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 100 psi Bending: Parallel to Gluelines (Beam): Fb = 2750•(12/d)'I9 psi Perp to Gluelines (Plank): Fb = 2500'(12/d)"Q psi Compression Parallel to Grain: Fell = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): Fcii = 750 psi Perp to Gluelines (Plank): F L = 450 psi Tension Parallel to Grain: Ft = 1650 psi VERSA-ST-U D® 1.7 2650 - - - - Allowable Design Values Product Bending Fb [psi] Compression Parallel to Grain Fc [psi] Modulus of Elasticity E [psi] Horizontal Shear F [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 850 1300 1 1,300,000 150 Western Woods # 2 Grade 675 900 1 1,000 000 135 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 Cascade E%P • Eastem SpeGrier Guide • 08/04/2015 Computer Software t o Isu wo..c t.rf•rw rr.r la• A .... lo"-t- oo --lb O Woo A- Owl BC FRAME' 'O O , .. .,• ® ... r. w I : >t peo 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. 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Thus BC CALC® is the only program needed to analyze structural wood members. i•'a.t.p1D0Q;]'Lzl'}A Voird e.. r,... w.. a w• • • ut I.w ettC.ttl i .11+dtKCCG.UD t rtttxtw.tr tt v t t uQ v \T«rOj1 u aarwl•u trtra.txan.a .. ra tMSI t2!1 at. WY Cit 4n:t•!]w r Wt.vtbII t.A tylOM wr„ Iw.Inlw wrq t1yA I»r.1 K• Alfa ! i ai trr.e, wf"iie:r t•.attr•:ttitn+.nt•1 tm ke IaWw tom) tttr p trw.i•t«sr W i M RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM:8.0GB Video: Full support for DirectX 9; Single monitors, 1280x1024 512MB; Dual monitor, 1280x1024 1GB Minimum 1024x768) 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 I a Try! BC CALC® 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/bcdeployerfndex.htm w ... r b.aw. f O..r tu uwf«t ak r u Itti r rr.r ttn IWl trt c-y~.laaiM`-! t:ttra f'atnti-„' o m"—`i"w ati 6rY.MO rr \•r •— - - [w a..r Illal..w t.. Ytltrt W VD.t. la 7\ t„A . I),o Oyrww.wr•.MH.•. Met.• ale l>A lt71 I:a\ . tatt..50.t aantt:a7 ro I•a M..00 R.7 7t wW. i rorolf wn.wN.........ta.. tat. atu.• IN 0 on a.aa.m „ m IW7 a tlotot .,..r.t.w.w..M.«w• O. r.r l0rtr.. \• \•r a r. r.rra.wrrrl. tdtwOL7 r>a.rm t0 N.l. Pa? t1,1p,.1 /t;• 9:\ NM. ..a...N«wrww.w .. fn wait. 344.t 1.,143W t •?I tMttanlf rrww•o.r[rrwr Wulra• 4.1wn.WnAr C. wlrr w.I.A.w. attelt+[ t..yvt:.~rmoon lat.tp[N:atV.ttltptlM rpOon• 19iaa>•0—ttlt , 1lfCtfttl f.[.[ CK.L•[.•.NT, MRMww1t1 •M.Nfd.1 ftw.1..1A O' IOMI-4.M r.. Tv.. tiff[.0W1W A.C'-KY KOIAKaa• IYHM.'m ase..,. eva•lye.a.w. 1 LantlrTMCtaIRrlwfll l ,W Oat ll:..'1 tfrY R' Boise Cascade EVJP - Eastem Specifier Guide • 06i ing_C_o_nneat or_s - S_imps_o_n Strong Ti I ITS IUSI SUR/L Joist gCl' Hanger Capacity i J°'st gCl' Hanger Capacity a i Joist BOO Hanger Capaedy a i Death bs Header joist Death o' D bs Header joist 4500s ITS1.81/9.5 993 6-10d 4500s IUS1.81/9.5 950 8-10d 4500s SUR/L1.81/9 1081 12-16d 2-10dx1'h" 9, W. 5000s ITS2.0619.5 993 6-10d 9,A„ WOOS IUS2.06/9.5 950 8-10d 9,A„ 50005 SUR/L2.0619 1097 14-16d 2-10dxl'S" 6000s ITS2.37/9 5 1225 6-iOd 6000s IUS2 37/9 5 950 8-10d 6000s SUR/L2.3719 1343 14-16d 2-10dx1 A 6500s ITS2 56/9.5 1225 6-10d 6500s IUS2.5619.5 950 8-10d 6500s SUR/L2.5619 1343 14-16d 2-10dx1'R' 45005 ITS1.81111.88 1068 6-10d 4500s IUS1.81/11.88 1185 10-10d 4500s SUR/L1.81111 1306 16-16d 2-10dxl''N' WOOS ITS2.06/11.88 1068 6-10d WOOS IUS2.06/11.88 1185 10-10d WOOS SUR/L2.06/11 1350 16-16d 2-IOdx1W' 11'/ V 6000s ITS2.37/11.88 1237 6-1Od 11,, 6000s IUS2.37/11.88 1185 10-10d 11,, 6000s SURIL2.37111 1385 16-16d 2-10dx15S" 6500s ITS2.56/11.88 1237 6-10d 6500s IUS2.56/11.88 1185 10-10d 6500s SUR/L256/11 1385 16-16d 2-10dxl'S' 60s ITS2.37/11 88 1237 6-10d 60s IUS2 37111.88 1185 1 10-10d I 60s SUR/L2.37/11 1385 16-16d 2-10dx1%S" 90s ITS3.56/11.88 1518 6-10d I SOS IIUS3 56/11.88 1420 1 12-10d I 90s SUR/L410 1906 14-16d 2-10dxl'S' 4500E ITS1.81/14 1075 6-10d 4500s IUS1.81/14 1420 12-10d 4500s SUR/L181/14 1675 20-16d 2-10dxl'S' 5000s ITS2.06/14 1081 6-10d I WOOS IUS2.06/14 1420 12-10d WOOS SUR/1-2.06/11 1693 18-16d 2-10dxl'N' 6000E ITS2.37114 1262 6-10d 6000s IUS2.37114 1420 12-10d 6000s SUR/L2 37/14 1693 18-16d 2-10dx1'A" 14" 6500s ITS2.56"4 1262 6-10d 14 6500s IUS2.56/14 1420 12-10d 14 6500s SURI/L2.56/14 1693 18-16d 2-10dx1' " 602 ITS2 37/14 1262 6-10d I 60s IUS2 37114 1420 12-10d 60s SURIL2.37/14 1693 18-16d 2-tOdxt''A 90s I ITS3.56/14 1520 6-1Od 90s IUS3.56114 1420 12-10d 90s SUR/L411 2050 18-16d 2-10dx1'R' 4500sl ITS1.81116 1081 6-10d 4500s IUS1.81/16 1 660 14-10d 4500s SUR/L1.81/14 1887 20-16d 2-10dx1'A" 5000s ITS2.06/16 1087 6-10d 5000s I IUS2.06/16 1 1660 14-10d WOOS SUR/L2.08/11 1920 18-16d 2-10dxl'S' 6000s ITS2.37/16 1268 6-10d 6000s IUS2 37/16 1660 14-10d 60005 SUR/L2.37/f1 1920 18-16d 2-10dx1'A" 16 6500s ITS2.56/16 1268 6-10d 16 65005 IUS2.56/16 1660 14-10d 16 6500s SURI/L2.58/14 1920 18-16d 2-10dxl'rS' 60s ITS2.37/16 1268 6-10d 60s IUS2.37116 1660 14-10d 60s I SUR/L2.37/11 1920 18-16d 2-10dxl'A" 90sITS3.56116 1 1520 6-10d 90s IUS3.S6116 1425 14-10d 90s WWI414 1 2250 18-16d 2-10dx1%P' MEN MIT 13 U / HU MIU 1XLSSU Joist BCI• Hanger Capecdy Joist gCl• Hanger Capacity Joist gCl• Hanger Capacity ago Bader Joist 4500s MIT49.5 2305 8-16 2-10dxi'S' 4500s MIU3.58/9 2305 16-16d 2-10dxI'W 4500s LSSU125 995 1 9-10d 7-10dx1'h" 9, A„ WOOS MIT4.12/9.5 2305 8-16d 2-10dxl'S' 50005 MIU4.12/9 2305 16-16d 2-10dxl'N' WOOS LSSU2.06 995 9-10d 7-10dx1YS" 6000s W359.5.2 2305 8-16d 2-10dx1'A" 9A 6000s MIU4.7519 2305 16-16d 2-10dxl',N' 97' 6000s LSSUI35 995 9-10d 7-10dx1'A" 6500s MIT39.5.2 2305 8-16d 2-10dx1'A" 6500s MIU5.12/9 2305 16-16d 2-10dxl' ' 6500s LSSUM310 1425 14-10d 7-10dxi'N' 4500s MIT411.88 2305 8-16d 2-10dx1'A" 4500s MIU3.58/11 2880 20-16d 2-10dxl'A" 4500s LSSU125 995 9-10d 7-10dx1'A" WOOS MIT4.12/11.8 2305 8-16d 2-70dx1A" WOOS MIU4.12/11 2880 20-16d 2-10dx1f'" WOOS LSSU2.06 995 9-10d 7-10dx1'A" 11Y:' 6000s MIT3511.88-2 2305 8-16 2-tOdx1/i" , „ 6000s MIU4.75/11 2880 20-16d 2-10dx1' " 65005 MIT311.88-2 2305 8-16d 2-10dx1'A" 117' 6500s MIU5.12/11 2880 20-16d 2-10dxth" 11Y1' 6000s LSSUI35" 995 9;10d 7-10dx1,A" 14" 14" 14" 16 6500s M/T5.12/18 2305 8-16d 2-tOdx1'A" 16 6500s MIU5.12/18 3455 24-16d 2-10dx1'A" 60s I MIT4.75116 1 2305 1 8-16d I 2-1Odx1'A" I 60s I MIU4.75/16 1 2725 124ml6d I 2-10dx1'A" • for more information, SOS 1 B7.12/18 1 3800 1 14-16d I 2-10dx1 N' I 90s I HU414.2 1 3780 1 26-16d I 2-10dxl'N' call Simpson Strong -Tie fw i /!orvler r, n • , • ' at 1-800-999.5099' or visit their website at www. strongtie.com ir. a r.... General Notes Bold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria end/or support conditions; contact supplier or Simpson Strong -Tie for fuller n information. THAI VPA Capacity values shown are either hanger capacity values Joist a Capacity a oast • apaaty ste a (see support requirements below) or BCI• Joist end reaction BCI Hanger b Header Joist DeathBCI Hanger b To Plate Rafter caps aUes-whichever isless. ko 4500s THA11.81/22 1181 6-10d 2-tOdxt'A" 4500s LSSU125 995 9-10d 7-10dx1'W' All capacity seat values are hangers and bevard eled et 100feners duration. 5000s THAl2.08/22 1181 6-1 Od 2-IOdx1'A" WOOS LSSU2.06 995 9-1 Od 7-10dxl' S" Use sloped Joist slope exceds per footd web stiffeners when 9A 6000s THA13522 1393 6-10d 2-10dx1'A" 9A WOOS LSSUI35 995 9-10d 7-10dxl'N' Lem lh4' clearance (XV maximum) between the end of the 6500s THA1322 1393 6-lOd 2-1OdxIW' 6500s LSSUH310 1425 14-10d 7-IOdx1'A" supported joist and the head of the hanger. 4500s THA11.81/22 1443 6-10d 2-10dx1'A" 4500s LSSU125 995 SAW 7-1Odxt'A" At max design capacity shown, hangers may exceed standard deflection by hi . WOOS THAl2.08/22 1443 6-10d 2-10dxl'A" WOOS LSSU2.06 995 9-10d 7-10dx1 N' For proper installation of the VPA, the 2-10dxl'A" joist nails WOOS THA13522 1443 640d 2-10dxl'A' , 6000s LSSUI35 995 9-10d 7-10dxl'A" through the bend tabs must be installed at approximately a 11 A 65005 THA1322 1443 640d 2-10dxl'A" 11 „ 6500s LSSUH310 1475 14-10d 7-10dx17A" 45-degree angle. 60s THA13S22 1 1443 6-10d 2-10dxl'A" 60s LSSUI35 995 SAW 7-1Odxl'A" Support Requirements 90s THA1422 1 1715 6-10d 2-10dx1'A" 90s LSSU410 1625 14-10d 12-10dxIW' Support material assumed to be Boise Cascadestructunl 4500s THA11.81/22 1600 640d 2-10dxl'A" 4500s LSSU125 995 9-10d 7-10dx1'A" composite lumber or sawn lumber (Douglas fir or southern 5000s THAl2.08/22 1600 6-10d 2-10dx1h" WOOS LSSU2.06 995 9-10d 7-10dx1'A" Mu Minnimummum support ortwidth for single- and double -joist top mount WOOS THA13522 1600 6-10d 2-10dx1'A" , 6000s LSSU135 995 9-10d 7-10dxl'S' hangers is3". 14 6500s THA1322 1600 6-10d 2-10dz1'A" 14 6500s LSSUH310 1600 1440d 7-10dxl'N' Minimum support width for face mount hangers with 10d and 60s THA13522 1600 6-10d 2-10dx1'A" 60s LSSUI35 995 9-10d 7-10dxl'A" 16d nails is I*Wand 2", respectively. 90s THA1422 1715 6-tOd 2-10dx1'A" 905 LSSU410 1625 14-10d 12-IOdxIW' Boise Cascade EVVP • Eastem Specifier Guide - 08/O4/2015 Framing Connectors -USP S_tr_uctura THO ` THE SKH Joist 8CI' Hanger apauty a I Dist BCI' Hanger Capacity aili oast BCI° Hanger Capacity De t ois De t d JoistDenthIIbsI 4500s THO17960 993 6 10d 2 10dxl'b" 4500s THF17925 910 8 10d 2 10dx1'h" 4500s SKN1720LIR 1153 9,„ 5000s TFL2095 993 6 10d 2 10dxl',N' , „ SOOOS THF20925 910 8 10d 2 10dxl'S' , „ SOOOS SKH2020LIR 1153 6000s TFL2395 1225 6 10d 2 10dxl'N' 9h 6000s THF23925 1275 12 tact 2 10dxl',V' 9b 6000s SKH2320LIR 1384 6500s TFL2595 1225 6 10d 210dxlIN' 6500s THF26925 1275 (121 10d 210dxl'/," 6500s SKH2520LIR 1384 4500s THO17118 1068 6 10d 2 10dxt h" 4500s THF17112 910 8 IOd 2 10dxl'N' 4500s SKH1720UR 1434 C 5000s TFL20118 1068 6 10d 210dx1iS" 5000s THF20112 910 8 10d 210dx1'iS" 5000s SKH2020UR 1434 6000s TFL23118 1237 6 10d 2 10dxl' S' , „ 6000s THF23118 1300 14 10d 2 10dxl'N' , „ 6000s SK 42320UR 1434 1 11 ' 6500s TFL25118 1237 6 10d 2 10dx1'k" 11 ' 6500s THf26112 1300 14 10d 2 10dx1'/i" 11 /' 6500s SKH2520UR 1434 60s TFL23118 1237 6 10d 2 10dxl'b" 60s THF23118 1300 14 lad 2 10dxi'N' 60s SKH2320L/R 1434 C 90s I THO35118 1589 11101 10d 2 10dxl'A" 90s I THF35112 1612 JU6 10d 2 10dxI'W I 90s I SKH410LIR 1900 10 45005 TFL1714 1325 6 10d 210dxl'rS'• J5000 THF17140 1075 12 10d 210dx1'rS" 4500s SKH1724LIR 1562 10 5000s TfL2014 1081 6 10d 210dx1'b" THF201401081 12 10d 210dx1'rS" SOOOs SKH2024UR 156214.6000sTFL23141262610d210dx1'b" 14„ THF23140 1350 18 10d 2 10dxl'A" 14. WOOS SKH2324UR 1562 1 6500s TFL2514 1262 6 10d 2 10dx156" THF26140 1350 18 10d 2 101:10 ' 6500s SKH2524UR 1562 160s TFL23141262610d210dxl'h" THF23140 1350 18 10d 210dxl'b" 605 SKH2324UR 1562 1 90s THO35140 1625 12 10d 210dx11W 90s THF35140 1650 20 10d 210dx1'h" 90s SKH414LIR 2050 4500s TFL1716 1081 6 10d 2 10dxl'N' 45005 THF17157 1475 24 10d 2 10dxl'h" 4500s SKH1724LIR 1690 1 WOOS TFL2016 1087 6 10d 2 10dx154" SOOas THF20157 1465 24 10d 2 10dxl'h" 5000s SKH2O24UR 1562 1 16" 6000s 15L2316 1 1268 6` 10d 2 10dx1' " 18" 16000sl THF23160 I22 10d 2 10dx1, „ 16„16000SI SKH2324UR 1690 1 THO Double T SPH THE Double HD LSSH Joist BCI* Hanger Capacity Joist BCI* Hanger Ca ctty Joist Belo Hanger Cepacit flbsl HaadeL Joist ago s yI HeaderJoist 4500s THO35950 2050 (101 10d 2 10dx1'iS" 4500s THF35925 1370 (121 10d 2 10dxl' " 4500S SOOOs THO20950.2 2330 10 16d 6 10d „ 5000s THF20925.2 1390 12 10d 6 10d 9,,N, 3114 9h6000sTHO23950.2 2825 10 16d 6 10d 9f' 6000s THF23925-2 162! 14 10d 6 10d 114 0 AO 0 6500sTHO2S950.2 2825 (101 16d 6 10d 6500s THF25925.2 1390 (121 10d 6 10d 4500s THO35118 2050 10 10d 210dx1'b" 4500s THF35112 1825 16 10d 210dxl'A' 5OOOs 5000s THO20118-2 2330 10 16d 6 10d 5000s THF20112-2 1855 (161 10d 6 10d , 6000 S 23 0 0 11Y" 6000s THO23118-2 2925 10 16d 6 10d 11,, 6000s THF22118-2 1855 16 10d 6 10d 114 6500s THO25118.2 2925 10011 6 10d 6500s THF25118.2 1855 16 10d 6 10d 60s 11HO23118-2 3212 10 16d 6 10d 60s THF23118-2 1855 (161 tad 6 10dA. 90s I BPH71118 3455 (101 16d 6 10d 90s MD7120 2255 16 16d 6 10d 4500s THO35140 2315 12 10d 2 10dxl'N' 4500s THF35140 2320 16 10d 2 IOdxt'b" 6000 23 5000s THO20MO.2 2330 10 16d 6 10d 5000s THF20140-2 2320 20 10d 6 10d 14" 6500s 23 0 0 , 6000s THO23140.2 3350 12 16d 6 10d 6000a THF23140-2 2540 20 10d 6 10d 0 6 14 6500s THO2SI40.2 3350 12 t6d 6 10d 14 6500s THF25f40.2 2500 20 10d 6 10d L 3 6 60s THO23140.2 3535 12 16d 6 10d figs THF22140-2 2540 20 10d 6 10d 90s BPH71141• 3455 10 16d 6 10d 90s HD7140 2820 20 16d 8 10d W 4500s TH035180 2359 12 10d 2 tOdxliS" 04500sTHF17157- 2 2425 22 10d 2 10dx1%," 16"23 19 5000s THO20160.2 2330 10 16 10d — — — — — 19 6000s THO23180.2 3137 12 16d 6 tad THF23160.2 3050 24 10d 6 10d16 65005 THO251A0.2 3137 12 16d 6 10d 16 HF25180.2 30006act60S THO23180-2 3535 12 16d 6 tact THF23180.2 3050 24 10d 6 10d 'uSP For more information, 11 6 Od HD7480 3385 4 16d 8 Od STRUCTURAL contact Adjustable Height Joist Hanger Variable Pitch Joist Connector W41 4 CONNECTORS' USP Structural Connectors I_ r, 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 MSH TMP support conditions- contact supplier or USP Structural eonnecte s (or f rthe n(0 at0 oistle gel° Hanger apauty b Headero's Dist De BCI° Hanger Cepauty fibs] To Plate s Rafter r u r i rm i n. 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 e , s Joist slope exceeds /. per foot. Leave % 4" clearance ('hi'maximum) between the end of the supported joist and the head of the hanger. 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 Ilr or southern pine species). Minimum support width for single- and double -joist top mount hangers is 3": (1'fi" for THO hangers). Minimum support width for face mount hangers with tad and 16d nails is 13/." and 2", respectively. s 9," 5 s IMP 75 Od ' " 5000s Os SOOOs 6000s 3 T 2JV35 6 Od 10d 1' ' Od ' " s 5 d W 500s 4500s 5fi 10d 4 i 10d ' 5000 6500s 322 322 6 6 Od6 6000s SOOOs Od ' " 3BCI Od 0 60s Od + " 0s S 422 862 6 10d 6 0 90s 6 10 41' 14 500 1 6 Od d'" 14' 0 6 0 0 '" 5000s 6000s M 2322 550 6 lad 4 Odx1' " 5000s Od ' " 6000s M 23 525 6 10d 4 10 x '' 6500s 322 0 SOOs Od + " s 50 6 Od d ' " s 3 5 0 90s 90s 0 d 16" SOOs 22 1668 6 0 16„ OOs TMP175 1150 1041(4 l0dx1W 0 Os 0 Os TMP21 1 1290 6 6000s 6500s 232 2 66 6 0 Od t " 6000s 0 Od ' 0 s 5 550 0 60s 23 Od Od 60 ioise Cascade EWP • Eastern Specifier Guide • 08/04/2015 r—,: .-. 'fir'— ••'•' • Y cr«i r a 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 at http://www.bc.com/ sustainability/certification-audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products throughout North America can now be ordered FSCO Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEEDO points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes and LEED for New Construction Boise Cascade I Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI® Joist, VERSA -LAM®, and ALLJoisr 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. 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. If in doubt, ask! For the closest I r Boise Cascade EWP distributor/support center, call f1-800-232-0788' 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. For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Your Dealer is: If no dealer is listed, call 1-800-232-0788 Boise Cascade Engineered Wood Products Great products are only the beginning® Copyright m Boise Cascade Wood Products, L.L.C. 2014 ESG 0810412015 t• fi Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORn ropy MiTek® RE: WPO151 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: W PO151 Model: 1826 S Tampa, FL 33610 4115 Lot/Block: 151 Subdivision: Wyndham Preserves 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: FBC2014/TP12007 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 17 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. I Seal# I Truss Name I Date111/30/17- 1 I T12621909 1 All 12 1 T 126219101 A2 1 11 /30/171 13 I T12621911 1 A3 1 11/30/171 14 1 T1 2621912 1 A4 1 11/30/171 15 1 T126219131 A5 1 11/30/171 6 1 T12621914 A6 11/30/17 17 T12621915 A7G 11/30/17 18 1T126219161131GE 111/30/171 19 1T126219171 132 1 11/30/171 110 1 T126219181 CJ1 1 11/30/171 111 I T126219191 CJ3 1 11/30/171 112 1 T126219201 CJ5 1 11/30/171 113 1 T12621921 1 EJ7 1 11/30/171 114 1T12621922 1 EJ7G 1 11/30/171 15 1 T12621923 1 HJ7 11/30/17 16 1 T12621924 1 M1 GE 11/30/17 117 1T126219251 M2 1 11/30/171 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: Magid, Michael 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 ANSI/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. eult.01tic SANFORO 10, pgRTNE 1 7 - 3 6 4 5 PEL S. a j C E N SF .',p. No 5368 STATE OF 10 0 N A Michael S. Magid PE No.53661 Mtrek USA, Inc. Fl. Cert 66M 6904 Parke East Blvd. Tampa R. 33610 Data: November 30,2017 Magid, Michael 1 of 1 Job Truss Truss Type oty ply T12621909 WP0151 A1G Hip Girder t 1 Job Reference(optional) TA.. Mzy30 f-SG 517flf7 Pw 1 Builders FtrslSr•UrCe. Tampa: darn city. rlonaa sues a ui ............. _.....--_...__...._ ...- ---- -- - ---- -- -_ -"- _ I D,5c7Af685PE1 PxJ638d3NKNz4S6e•W MvYEgW xXO71901gnj7LUlgjbfeBxrMrFOgucuy0zfu 0-0 3 9 14 3: 2 11.8.8 16.3.7 21-00 24.2.2 28-0-0 29-0-0 1- 0-0 3.9.14 3.2.0 4 8.9 4.6.13 a 8.9 3 2.2 3.9.14 5. 00 12 Sx8 = 20 11 3x8 = 4x6 = 4 18 19 5 20 21 6 22 23 7 Scale = 1:51.8 3x12MT20HS= I 1e 24 25 " 26 14 27 — 28 29 3X12MT201-15= 20 II 30 = Sx8 = 4x10MT20HS= 20 II 3x8 = 2x4 11 LOADING( psf) SPACING- 2.0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 "Except' 4. 7: 2x4 SP No.1 BOT CHORD 2x4 SP No.l WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 2=2106/0-3-8, 9=2106/0.3.8 Max Horz 2=38(LC 8) Max Upl1112=-497(LC 4), 9=-497(LC 5) CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 1.00 Ven(LL)-0.3413.15 >983 240 MT20 244/190 BC 0.98 Ven(fL)-0.7913-15 >422 180 MT20HS 187/143 WB 0.80 Horz(rL) 0.22 9 rVa rJa Matrix) Weight: 141 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5.7-8 oc bracing. FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except When shown. TOP CHORD 2.3=4669/1091, 3.4=-4546/1116, 4-18— 5409/1339, 18-19=-5409/1339, 5.19=-5409/1339, 5- 20=-5409/1339, 20-21_ 5409/1339, 6-21=-5409/1339, 6-22=-4244/1054, 22- 23=-4244/1054, 7-23=-4245/1054, 7-8=-4547/1115, 8.9=4668/1091 BOT CHORD 2-17=-980/4227, 1rill 7=-980/4227, 16-24=-966/4207. 24-25=-966/4207, 15-25=-966/4207, 15. 26= 1265/5409. 14-26=-1265/5409, 14.27=-1265/5409, 13.27=-126515409, 13. 28— 1265/5409, 28-29=-1265/5409, 12-29=-1265/5409, 11-12— 966/4226, 9. 11=-966/4226 WEBS 4-16=46/584, 4-15=-349/1464, 5.15=-526/252, 6-13=0/383, 6-12=-1432/344. 7- 12=-210/1284 NOTES- Continued on page 2 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUI1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B: Encl., GCpl=O 18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip D0L=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 lb uplift at joint(s) except Qt=lb) 2=497, 9= 497. 8) " Semi -rigid pitchbreaks with fixed 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 suppon concentrated load(s) 210 lb down and 168lb up at 7-0-0. 111 lb down and 88 lb up at 9-0-12, 111 lb down and 88 lb up at 11-0.12, 111 lb down and 88 lb up at 13.0.12, 111 lb down and 88 lb up at 14.11-4. 111 lb down and 88 lb up at 16-11-4, and I I I lb down and 88 lb up at 18.11.4, and 210 lb down and 168 lb up at 21- 0.0 on top chord, and 340 lbdown and 87 lb up at 7.0-0, 85 Ib down at 9.0-12, 85 lb down at 11.0-12, 85 lb down at 13-0-12, 851b down at 14.11.4, 85 lb down at 16.11-4, and 85 lb down at 18-11-4, and 3401b down and 871b 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 (8). LOAD CASE( Sl Standard WARNING - Verfr), dasfpn parametam and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M/F7473 rev, faVZW f6 BEFORE USE Design va ild for use orgy with Mliek®conneclotS. this design Is IxEed only upon parameters shown. and Is for an individual bu llatrlg component, rat a buss system. Before use. the building designer must verify the aplwlCabElfy of design P310metem and plop eriy Wogorole this design Into the ove1c91 only. Additional temporary and permanent tracing WOW building design. Bracing trxlkated Is to prevent budding of Individual truss web and/or chord members Is atwoys required tot stability and to reveni collapse with possible personal trVLQy and popedy damage For general gtldalce tegadrlg the as systems. seeANSI/TPI I Quality Criteria. OS&•&9 and &CSI Building Compoent storage, deltvory, erection and bracing of trusses and fnn 6904 Parka East Blvd.kribrlcallon, Tatlpa. FL 33610 Safety Information avallatxefromteasWaleInstitute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type oty ply T12621909 W P0151 A t G Hip Girder 1 1 Job Reference(optional) BOOM raelsource, 1arrye, mans any, rroaaa saaaa ID:5c7Af685PEIPxJ638d3NKNz4S6e-W MvYEg W xXO71901gnj 7LUlglbfeBxrMiFDgucuy0zfu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4— 54, 4-7=-54, 7.10=-54, 2-9=-20 Concentrated Loads (lb) Vert: 4— 163(F) 7_ 163(F) 16=-340(F) 12=-340(F) 18— 111(F) 19=-111(F)20=-111(F) 21=-1II(F)22=-111(F) 23=-111(F)24— 61(F)25=-61(F)26=-61(F) 27=-61(F) 28=-61(F) 29— 61(F) Q WARNING - Vorlly dodpn Pararnetwe and READ NOTES ON 7NI5 AND INCLUDED M/rEK REFERANCE PAGE MIF7471 rev. le,9111015 BEFORE USE. Design valid for use only with Mltek®connectots. this design Is txred only upon parameters shown. and Is lot an Individual buldlne component, not a tans systern. Before toe, the lxAdi ng despgnet must vedty the app111cabllty of design p oiamelors and pxopedy Incorporate this design Into the overall building design. 9aci ng fndkated Is to prevent txtCldtng of individual truss web and/or chord members only. Additional tempotay and permanent txacing MiTek• is always tecitetod (of statAlty and to prevent collapse wlln possItAe personal Inprty and pxorrorty darnage for general gtddanee regarding the fabrication. storage, delivery. erection and Lxackng of fames and MISS systems. seeMSI/IPI I Cuadlty Criteria, OSS49 and SCSI SuDdling Component 6904 Parks East Blvd Safety Information ovdtatAe born truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type oty ply T12621910 W PO151 A2 Hip 1 t Job Reference (optional) tsurldats "61boutce, I aripa. mint "y, morrgn js as ......,.y ... .....__...__...._ ..._ .._. .. __ _ . __ .. . _e_ . 10:5c7Af685PEIPx1638d3NKNz4S6e=ZTwROWZIJFrnAtsLOea1WD253?IgRFrUtPS6Ly0zft 1-0.0 4.9t4 940 i 14-0.0 19-0.0 232.2 28.0-0 29-0-0 1-0.0 4.9.14 4.2-2 6-0-0 6-0-0 4-9-14 1-04 4x6 = 30 = 4x6 = Scale = 1:50.1 Ig 3x6 = tz 3x6 = 3X8 = 3x4 = 3x8 = 9-0-0 1000 900 , LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.17 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(rL) -0.48 10.12 >686 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.25 Horz(TL) 0.11 8 nla We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 131 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb(size) 2=1087/0-3-8, 8=1087/0-3-8 Max Horz2=48(LC 12) Max Uplift2=-193(LC 8), 8=-193(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2146/1011, 3-4=-1854/840, 4-5=-1684/817, 5-6=-1684/817, 6-7=-1854/840, 7.6=-2146/1011 BOT CHORD 2-12=-845/1939, 11-12=-742/1874, 10.11=-742/1874, 8-10=-854/1939 WEBS 3-12=-304/269, 4-12=-153/473, 5-12=-340/168, 5-10=-340/168, 6-10=-153/473, 7-10=-304/269 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=4.2psh BCDL=3.Opsh h=15ft; Cat. 11; Exp B; Encl., GCPI=0.18; MW FRS (envelope) and C-C Exledor(2) 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 gnp 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.Opst 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 100lb uplift at joint(s) except at=lb) 2=193. 8=193. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - VeA/y datign parametare and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIF7472 rev. IM02,2015 BEFORE USE. Design valid for use only with Mllek® connectors tills design IS lased oNy upon parameters Yawn. and is for an Indt ttca holding component. nor a tans system. Bolore use. the Ixilldlno designer must verity the ap plbatAlty or design parameters and pop3rly Incorpaiale it%design Into Ira overall tx&di ng design. Bracing Indicated 1s to prevent txtekling of Individual truss web and/or chord members only. Ack llbnc9 temporaryand permanenl txockng Welk' is atwoys requited lot stability and to pxevenl collapse with p os*)Ie personal k*jry aid property damage. For general guidance regalcing the fabricalkxn, storage. dollveM erection aKl bracing of trusses and truss systems. seeANSI/fll I Gualily Criteria. DS8-69 and SCSI Building Component 6904 Parke East Blvd. Safety Inlotmolton available from [cuss Plate Institute. 218 N. lee Street. Sudlo 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss russ I ype oty ply Tt262t9ft W POt 51 A3 Hip 2 1 Job Reference(optional) Builders FitstSource. Tampa: Plant Coy, Florida 33566 7 640 $ Aug t6 2oi 7 mi i ek inaustnes, tnc 1 nu Nov 30 14:66 69 l"r rage 1 ID:5c7Af685PEIPxJ638d3NKNz4S6e :ZTwROWZIJFunAtsLOeal WD?y34LgPwrUtPSSLy0zft 01-0.0 5-9-14 11.0.0 17.0.0 22.2.2 28.0 0 1-0-0 5.9-14 5.2.2 6-0-0 S-2.2 5.9-14 i1 5x8 = 4x6 = 30 i 13 1z 1V a 3x4 2x4 It 3x4 = 3x8 = 2x4 II 30 = Scale = 1:50.1 LOADING (psi) 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 YES Code FBC2014/TPI2007 CSI. TC 0.51 BC 0.60 W B 0.34 Matrix) DEFL. in (loc) Well Ud Veri(LL) -0.11 10-12 >999 240 Ven(TL) -0.28 10-12 >999 180 Horz(rL) 0.10 7 We n/a PLATES GRIP MT20 244/190 Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4.15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1087/0.3.8, 7=1087/0.3-8 Max Horz 2=57(LC 12) Max Uplift2— 188(LC 12), 7=-188(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2169/990, 3-4=-1658/803, 4-5=-1488l785, 5.6=•1659/803, 6-7=-2168/990 BOT CHORD 2-13=-816/1938, 12-13=-816/1938, 11.12=-539/1488, 10-11=-539/1488, 9.10=-825/1938, 7-9=-825/1938 WEBS 3-12=-513/317, 4-12=-100/377, 5-10=-99/377, 6-10=-513/317 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2pst; BCDL=3.Opst; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 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 lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=188, 7=188. 7)'Seml-dgld pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. b Q WARNING - Verrry design parameters and REAO NOTES ON TMs AND WCLUOEO WTEK REFERANCE PAGE MIF7473 rev. 140MI6 BEFORE USE Design vaild for use only wpm Hiek®connectots. Inls design Is based only upon paamelersshown, and Is la an IndtAdual building Component. nol a Inns syslem. Before use. the building designer must vedly the allxtlk:a1AlfV of design pars petersand Ixoporly Incogxxate thisdoslgn into the overdl L-Kddtng design Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional lempwary and permanent bracing M iTek' prevent is aAwaysrequired for stability and to pevent cdlapse with possible personal Injury and Ixop erty damage. Fof general guidance regarding me 6904 Parke East Blvd labtk:alkxt. storage, delNery, erection anal bracing o1 trusses and Inrss systems seeANSI/rPII Quality Criteria. DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Irdormallon ovdlaMefromTrussRateInstitute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314 Job Truss Truss Type 0 ry ' T12621912 WPo151 A4 Hip 2 t Job Reference(optional) Budder$ rirst5outea, Tampa. plant cry, 1-10naa a31aa • •a•• • ^•v • -^ •••---•••--• •• ID:5c7At685PE1PxJ638d3NKNz4S6e-SIt IILXB3dNIPKR2v89pallBIT0ePn iilx-•- grry0zfs 1-0 0 6.9.14 13-0-0 15-0 0 i 21.2.2 28.0-0 29-0.0, 1-0.0 6-9.14 6.2.2 2-0-0 6.2.2 6.9.14 1-0-0 Scale = 1:50.1 4x6 = 4x6 = g 2x4 II 3x4 = 3x4 = 2x4 II 30 = 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 YES Code FBC2014/TP12007 CSI. TC 0.48 BC 0.66 WB 0.64 Matrix) DEFL. in Ven(LL) -0.13 Verl(TL) -0.31 Horz(rL) 0.10 loc) Well Ud 9.10 >999 240 9-10 >999 ISO 7 n/a rVa PLATES GRIP MT20 244/190 Weight' 133 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.4-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib tsize) 2=1087/0.3-8, 7=1087/0-3-6 Max Horz 2=67(LC 16) Max Up1If12=-200(LC 12), 7=-200(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2130/988, 3-4=-1481r/49, 4-5=-1308/741, 5-6=-1481/749, 6-7=-2130/988 BOT CHORD 2-13=-807/1899, 12-13= 807/1899, 11-12= 807/1899, 10-11=-454/1308, 9-10=-814/1899, 7.9=814/1899 WEBS 3.13=0/287, 3.11=-702/400, 4.11=-141/349, 5-10= 141/349, 6-10=-702/400, 6-9=0/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=3.Opsf: h=15ft; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) 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 five 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 lb uplift at joint(s) except Qt=lb) 2=200, 7=200. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING - Vedry d"Iffn paramebn end READ NOTES ON THIS ANDWCLUDED MITEK REFERANCE PAGE MIF7473 rov. 140MIS BEFORE USE Design valld for use orgy with MRekO connectors. this design It based orgy upon parameters shown. and is for an IfdlActual txAdirng component. not a Was system. Before use. The Wildingg cosigner roust verify the appOcalAity of design paraneterss and Txopedy, Worporato Ink design into the overall building design. ®acing indicated Is to prevent buckling of IndNldued truss web and/or chord members only. Additional Temporary and permanent bracing M iTek' Is always regrurtd rot stability drd to aevenl colla im vnlh possBAe personal Inlay and property damage. For general guidance regarding he kttxicallon, storage, dellvery. erecton and Lxacing of trues and Iran systems, seeANSI/IPI I Cuaflry Criteria, OSB-69 and SCSI Building component 6904 Parka East Blvd. Safely Information avUkAAe from Truss Plate Institute. 218 N. Lee Street. Sulte 312. Alexandria. VA 22314 Tampa. FL 33610 russ russ ype ty Tt2621913 Ob POt51 AS Cormmn 7 1 Job Reference Lionel tsusaers musuipurce. i arnpa, ram ,fly. mronaa jctaoo a. d o • • m„ a „_. • •,. ••_ - •- • • • -r- . 10:5c7A1685PEIPxJ638d NKNz4S6e-wxbgshYggxVb000FSrg26xlJ9tg28Kt8xBuZCDyDzfr 1.0-0 7.3.14 14-0.0 20.8-2 28-0-0 29-00, r 1-0-0 7.3-14 68.2 6.8-2 7-3-14 1-0.0 Scale = 1:49.3 4x6 = Ig 3x6 = 3x4 = 3x4 = 30 = 3x6 = ti-6.10 8-10.13 9-6.10 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.60 Ven(LL) -0.24 10.12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(TL) -0.57 2-12 >582 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(fL) 0.09 8 IVA n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 122 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1087/0-3-8, 8=1087/0.3.8 Max Horz 2=72(LC 12) Max Uplift2= 205(LC 12), 8=-205(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2047/993, 3-4=-1814/908, 4.5_ 1734/928, 5-6=-1734/928, 6-7=-1814/908, 7-8= 2047/993 BOT CHORD 2-12=-809/1837, 11-12=-426/1214, 11-13= 426/1214, 13-14=-426/1214, 10-14=-426/1214, 8-10=-814/1837 WEBS 5.10— 291/655, 7-10= 403/350, 5-12=-291/655, 3.12=-403/350 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=151t; Cat. 11; Exp B; End., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' 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, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=205, 8=205. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verify dosrpn panmatms end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MO.7473 rev. 1 &OW015 BEFORE USE. Design vdid for use only wltil Mllek®conne,•clots. this design Is based only upon pxsrarnelets shown. and Is lot to Individual br®dtrlg component. not a truss system. Before use, the building deskfnet must verily the afXxicabtilly of design pxvometem and pxopetly Incorporate this design into the overall betiding design. Bracing Indicated Is to lxovenl txrcklkV of Intllvktucx Intss web anal/or chord members arty. Additional lemporary and Ixrmanent txaculg M!Tek' is always rec"ied for slabfllly aril to prevent cdlaple Win poss"a personal Way and property damage. Fa Oenerd guldonce regarding the faixlcollon. slotage, delivery, erection and bracing of Misses and tntss systems. seeANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Perks East 8Nd Safety Intormation avdlatxe Dorn truss Nate Institute, 218 N. Lee Sheet. Sulle 312, Alexandfla. VA 22314. Tempo, FL 33610 Job puss TrUSS Type a H ' T12621014 wPo151 A6 Roof Special 1 t Job Reference(optional) Builders FkslSource. Tanga. Plant City. Florida 33566 7.640 s Aup 16 2017 MTek Industries. Inc. Thu Nov 30 14:56.S7 2017 Page i10:5c7A1685PEIPxJ638d3 OKNz4S6e•0883412SbEdSeebROYBHf8rXOG20tl6HAre6lgyDzfq 1-0-0 - 01-0I 5.. 2.19. 10-0 •a _-0 2. 2 r 28- 0-0 2-0 54. 7-2 -00234.9.14 .0-- 004 10 4.2-04X6 = 4x6 = 4 c 3x8 = 4x6 = Scale = 1: 51.0 o)g 3x4 - 15 14 1Z I M = 20 II 4x12 = 3x4 = 2x4 II 3x8 = LOADING (psi) SPACING- 2- 0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ven(LL) -0.18 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(TL) -0.50 9-11 >670 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.11 9 n/a Ida BCOL 10.0 Code FBC2014frPI2007 Matrix) Weight: 144 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.7-8 oc pudirts. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.4.0 oc bracing. WEBS 2x4 SP No. 3 REACTIONS. (lb/size) 2= 1087/0-3-8, 9=1087/0-3-8 Max Horz 2=52( LC 12) Max Uplift2-181(LC 12), 9-229(LC 13) FORCES. (lb) - Max. Comp./ Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=- 2192/991, 3-4=-1721/820. 4.5-1860/928. 5.6=-17631878, 6-7=-1672/825. 7-8-1842/848, 8-9=- 2141/1019 BOT CHORD 2-15=-821/1962, 14.15= 821/1962, 13-14= 733/1878, 12.13=-733/1878, 11.12=-733/1878, 9-11=861 /1936 WEBS 3- 14=-481/280, 4- 14-523/1147, 5-14-741/386, 6.14-253181. 6.11-284/159. 7-11=-171/484, 8.11=- 315/270 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=3.Opsf: h=1511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS 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 fora 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 100lb uplift at joint(S) except Qt=lb) 2=181. 9=229. 7) 'Semi-rigfd pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING • Verify dedgn parameters and READ NOTES ON THIS AND INCLUDED M/TEN REFERANCE PAGE M9.7473 rev. Id0 MIS BEFORE USE. Design valid lot use orgy vAIn Mllek®conneclors. Ms design Is Ixaed orgy upon parometers shown. and Is tot an Individual fxAUIng cornponenf, not a lam system Bc kxe trso. the Ixlldng designer rntrst verity the aplAlcabslty of design polamelers and rAol>mlV htcol orato this design Into the over.., building design. Bracing Indicated Is to prevent budding of Indlvklural Inks web and/or chord members only. Addlloral temporary and permanent Ixoclrng M iTek' is ..ways required for stabBlly, and to prevent collarAe with possmle personal Init+y and property damage. For general g0danee regarding he IatxInatbn, storage, delivery, erection and rxaclng of Inures and Inm systems, seeANSI/111I I Quality Criteria, 0SB•69 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallatxe Rain In= Plate institute. 218 N Lee Street. Su11te 312. Alexandria. VA 22314. Tempe, FL 33610 Job Truss Truss Type tyFly T12621915 WPOf51 A7G Roof Special Girder t 1 Job Reference tarsal TA.. •1..., M ,CG Le lf1,T Oan t Builders F'vstSeulcs. Tamps. Plant Gay. Florida =66 ..o-... a ^vr, 4 w .... ,,, o. .. .... ID:5c7Af685PEIPxJ638d3NKNz4S6e-sKiRHNt4MYmJGnAdaGtW BMNeRgM Wc49ROVNIH6y0zfp 1-0-04-7.14 5 2.1A 9.10-0 12 e•0 16.10-0 21-0-0 24.2.2 28-0-0 -0-0 1- 0.0 4.7.14 -7• 4.7.2 2.10.0 4-2.0 a•2-0 3.2.2 3.9.14 1-0-0' Scale o 1:52.4 06 11 3x8 = 1/ to 11 1. 3x12 MT20HS = 2x4 II 5x8 = 6x8 = Sx8 = 7x10 = 20 11 2x4 II LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) -0.27 12.13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ven(rL) -0.61 12-13 >549 180 MT20HS 167/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.90 Horz(TL) 0.13 9 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 171 lb Fr = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-0-11 oc punins. 5- 7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-11 oc bracing. SOT CHORD 2x6 SP No.2 'Except' 9. 15: 2x6 SP M 26 WEBS 20 SP No.3 REACTIONS. ( lb/size) 2=1636/0-3-8, 9=2494/0-3-8 Max Horz 2=52(LC 31) Max Uplift2=-318(LC 8), 9=-566(LC 9) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3630/679, 3-4=-3235/675, 4-5=-3208/674, 5-6=-5740/1287, 6-7— 5740/1287, 7- 8— 5867/1342, 8.9=-5603/1261 BOT CHORD 2-17=-632/3307, 16-17=-632/3307, 15-16=-947/4842, 14-15=-947/4842, 13-14=-945/4838, 13- 18— 1176/5505,12-18=-1176/5505,11-12=-1120/5126,9.11=-1120/5126 WEBS 5-13=-357/1198, 6.13=-304/120, 7-13_ 324/601, 7-12=-327/1700, 8-12= 199/430, 8- 11=-340/129, 4-16=-456/2241, 3.16=-419/181, 5-16=-2694/634 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=4.2psh BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCp1=0.18; MW FRS (envelope); 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 lb uplift at joint(s) except 61=1b) 2=318, 9= 566. 8) ' Semi -rigid pitchbreaks with fixed 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) 260lb down and 168 lb up at 21- 0.0 on top chord, and 1453 lb down and 333 lb up at 19-9.8, and 340lb down and 87 lb up at 20.10-15 on bottom chord. The designtselection 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4.5=-54, 5-7=-54, 7-10=-54, 2-9— 20 Continued on a e 2 Q wARNWG - VerOy design parameters and READ NOTES ON THIS AND INCLUDED WINK REFERANCE PAGE MO.7472 rev. 14OW015 BEFORE USE Design vdkl for use orgy with M 16" corgwctors. Iris design is based only upon parameters shown. and B for an Individual building component. not a ltttss system. Before use. the Ixlldnp deslgot must verity the a1X1I1calbIlly of design parameters and prop etly 6lc04301010 "* design Into the overall only Additional lem otary and permanent bi Ing WOW talkingdesign. acrng InrOcated is to prevent bucaing or Individual truss web and/or chard members is always tectulred lot stadllly aril to pteveni collapse wllh ponUo personal Ufltay and property darnago For general gtdddnce tegarding the falrlcallo n, storage. delivery, erection and tracing of trusses and truss systems seeANSI/IPI I Quality Criteria, DSB-69 and SCSI Building Component 6004 Pltke East Blvd. Tertpa. FL 33610 SafetyInformationavdladefromIrusPealeInstitute, 218 N. lee Street. Sutle 312, Alexarxldu. VA 22314 Job Truss Truss Type oty ply T1262191S WPOIS1 ATG Roof Specral Girder 1 t Job Reference (optional) oueaers haSlJOurce. I ampa. r-M., lnny. rKKlae ssaOG 4S e-sKi ..... _.....___...__...._. ..._ .._- __ . _ _ _ _ 10:Sc7Af685PEIPxJ638d3NKNz4S6e-sKiRHN24MYmJGnAdaGrW BMNeRgMWc49ROVNfH6y0zip LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7_ 163(B)12=-340(6)16= 1453(B) WARNING • Verily dedyn Paremotere and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M/F7472 rev. 1062M16 BEFORE USE. DesIW1 vald for use only vA91 Mllek* connoctots. Ms design Is based only upon p3famelers shown. and is lot an individual b uld01g comporenl. not a inns system. Belote use, the Ixildklg designer must vedfy the cy1111k,cAAlly of de*p parameters and properly hcorfotate Mis design Into the overall bxAdhg design. Bating lrWk:aled Is to prevent budding of IndNldtal truss web and/or chofd members only. Additional temr"M and petmanent bracing M iTek' Is always required for stability and to prevent collapse vAln posfblo personal"and properly damage. fob general guidance regarding the fabricatkrL storage, delivery. erection ana bxaclrlg of Mrssos and tuns systems, seeANSI/IPI I Quality Cdfenh, OSS-09 and SCSI Building Component 6904 Parke East Blvd. Safety Infotmallon avcJlatie 90m truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tempe, FL 33610 Job I cuss Truss Type Qty Fly T12621916 WPOt51 B1GE Common Supported Gable 1 t Job Reference banal Builders FitslSource. Tampa. Plant City. Florida 33566 7.640 s n.y i u 201 r m" an ,,,v..,., 65.. ti. .- ID:5c7Af685PE1 PxJ636d3NKNz4S6e•sKiRHNZ4MYmJGnAdaGiWBMNmzgZ2cINROVNIH6y0zfp 1 OO 9-10-0 1".0 1-0-0 9.10-0 9-10-0 Seale = 1:35.3 4x6 = g 30 = 17 16 15 14 13 12 11 3x4 = Sx6 = Plate Offsets (XY)-- 114.0-3-0 0-3-01 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) -0.00 1 rVr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Ven(rL) 0.01 1 ntr 120 BCLL 0.0 ' Rep Stress Incr YES W8 0.05 Horz(TL) 0.00 10 We Na BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 88lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3 REACTIONS. All bearings 19-8-0. lb) - Max Horz 2=57(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 10, 2, 15. 16, 17, 13, 12. 11 Max Grav All reactions 250 lb or less at joint(s) 10, 2, 14. 15, 16, 13. 12 except 17=275(LC 23). 11=290(LC 24) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (&second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cal. II; Exp 8; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 20 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc 7) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2, 15, 16, 17, 13, 12, 11. 10) N/A 11) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING . Verify dssrpn parameters and READ NOTES ON rNIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rov. rd03/20r6 BEFORE USE. Design will for use only wlln Mllek®conneclots. R* design is homed only upon parameters shown. and Is lot an indMdual IxMlrlg Component. rat a tam system. Reloro use, the b ulldhq designer must verity the applicability of design parameters and property Incorporate Rks Uoslan into The overall building design Bracho Indicated Is fo prevent Lwcaing of IndK4dnK9 truss web and/or chard members orgy Addltloral temporary and permanent bracing MiTek' is always recµtred to stability and to prevent collapse with possible personal Inkay and property damage. For general guidance tegarding the fabrication, storage. delivery, erection and bracing of tames and Inca systems, weANSI/FPI I Quality Criteria, OSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlatxe morn Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandlo. VA 22314. Tampa. FL 33610 Job Truss Truss Type 0H ' T12621917 WP0151 82 COW" 3 t Job Reference(optional) uuxaere rvstaource, tarrpa. rom any, rmnaa aaaoo u . _ ....... _.. ..- ..._.._. ._.__ __ __.. . ID:5c7Af665PE1PxJ638d3NKNz4S6e-K W GpUiai7suAbdgBzE1kZvAo4ryLi7ad97DpYyDzfo 1-0-0 5.2.14 9.10-0 14.5.2 19.8-0 1 0-0 5.2.14 4-7.2 4.7.2 5-2-14 Scale - 1:34.1 4x6 = 34 = 3x6 = Sx8 = LOADING (psf) TCLL 20.0 TCOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.44 BC 0.95 WB 0.21 Matrix) DEFL. in Vert(LL) -0.17 Ven(TL) -0.47 Horz(TL) 0.05 loc) Well Ud 6-7 >999 240 6.7 >500 ISO 6 We n/a PLATES GRIP MT20 244/190 Weight: 83lb FT = 20%. LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5.2 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/slze) 6=718/Mechanical, 2=784/0-3-8 Max Horz2=57(LC 16) Max Uplift6=-130(LC 13), 2=-150(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1377/697, 3-4=-1034/503, 4-5=-1035/503, 5-6=-1395l708 BOT CHORD 2-7=-579/1235, 6-7=-592/1257 WEBS 4-7=-204/553, 5-7= 402/322, 3-7_ 380/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUI1=140mph (3-second gust) Vasd=108mph; TCDI-=4.2psf; BCOL=3.Opsf; h=151t; Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) 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 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=130, 2=150. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNINO - VMry dedyn peramofon and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M/167473 rev. IM> MI S BEFORE USE. valid tot use ordy vAlh M11ek9 connectors Bds design is based only upon paramelers Mown. and Is loran hdlNdual building component. rat Etatrimsystem. Before use. the building designer must verify the aplllkablilfy, of design Parameters and Ixoperly Incorpotato IttS design Ingo Iho overall txBdlrtg design Bracing indicated Is to prevent txtcldlrlg of Individual trim web and/or chord members only. Addlllonal lemporary and permomnt bracing WOW is always required for stablilly and to Ixevent eollog a wllh possible ptxsonai Yyttry and Ixopeny damage Fa general guidance regarding frto Building Componentlalxtgk:allom stoae, delivery, ereellon and tugs systems. oftftmesandtugsystems. seeANSVWII Quality Criteria, OSS-89 and BCSI W East 6904 PerksEastBlvd.. Safety Information avadafAe from trim Rate Ins11Me. 218 N. Lee Shekel. Suite 312. Alexandria. VA 22314. Te ark nF33610 p russ ruse Type h' T12621016 wP01sl CJI Jack -Open 6 t Job Reference (optional) flUddere FnfstbOUMS. tanpa. rant Wy. l•ronap stsaao ;..,.y ... ,... ...___...__. ..._. ..._.._. .. _..----.. . _a_ . ID:5c7Af685PEIPxJ638d3NKNz4S6e-olg8i3bKu90I V5KOhhl_HnT7SUGy4CfkspsmM_yDzln 140 1-0.0 1-0-0 1-0-0 Scale = 1:6.6 20 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Doc) Well Ind PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 rVa n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=-4/Mechanical, 2=121/0.3.8, 4=10/Mechanical Max Horz 2=25(LC 8) Max Uplift3=-4(LC 1). 2=-51(LC 8) Max Grav3=10(LC 8). 2=121(LC 1). 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD Rigid celling 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=3.Opsf; h=15ft; Cat. Il; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exterlor(2) 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 glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. O WARNING - vadrydedpn peramotors end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. f6621015 BEFORE USE. Design etild tot use only with f4tek8 connectors. rhis design Isbased only upon paamelefs snows. and Is fa an Individual bulding component. rat a Utm system, before use, the building deslglor must verify the apWlcabllty of design Ixuanetefs and ixopeily tncogboiate this design into the overall building design. Bracing Indicated Is to revent buckling of kWlvldual trim web and/or chord members only Addl9onal lemporary and permanent txocing M iTek' It always requited rot stability and to prevent collapse wllh possible personal guy and property damage. For general guidance regadhU he fabricotkxx stordlgo. delivery. ereclion arM lxacing or trusses and truss systems. soeANSI/TPI I Quality Criteria. DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Ulm Rate institute. 218 N. Lee Sheet. Salto 312. Alexandria. VA 22314. Tempe. FL 33610 Job I russ Truss Type 0ty T12621e19 WPOISI CJ3 Jack -Open 6 1 Job Reference o tronat 9UI10ere Ftr9ISOUfee, rarrga, vianr "y. Flame 33000 ...+......y . . - ID:Sc7Af685PEIPxJ638d3NKNz4S6e-ojgBt3bKu901V5K0hhL HnT72UFj4CfkspsmM_y0zfn 1-0-0 3-0.0 1 0-0 3-0.0 Seale = 1:10.9 2x4 = LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(TL) -0.01 2-4 >999 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 We Pla BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0.0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/sfze) 3=63/Mechanical, 2=178/0-3.8, 4=28/Mechanical Max Horz 2=49(LC 12) Max Uplifl3=-36(LC 12), 2= 47(LC 8) Max Grav3=63(LC 1), 2=178(LC 1), 4=56(LC 3) FORCES. (lb) - Max. CompJMax. 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=3.Opsf; h=15ft; Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS 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 five 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 lb uplift at joint(s) 3, 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNWG - veA/y dedgn paremetwe and READ NOTES oN THIS AND INCLUDED MnEK REFERANCE PAGE MA4473 rev. I&MMIS BEFORE USE Design valid lot use only vdttt tAlek® connectors. this design is based only upon parameters shown. and Is lot an IrKlMdual building component, not a taiss system. Belore t se, the building designer rand verify the apAllcCdAlly of design pxaanelers and Ixoperly Wotoralo MIS design Into the overall Additional temporary and permanent bracing M iTek' building design. ®acing Indicated Is to Ixevenl buckling of lndWtK]I truss web and/or Chard members only. Is always reeµdred la stability and to rxevenl Collapse wllh possible personal Initay and property, damage. For general guidance regarding the falrk:atlon, storage, ak.4lvery, erection and bracing of InAsses and truss systems, secANSI/1P11 Quality Cdteda. OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovdtab>le torn truss Plate Institute. 218 N. Lee Street. Sulle 312. Nexandrio. VA 22314. Tanya. FL 33610 Job Truss type oty ply T1zezlezo WPOf51 CJ5 1. r.ss Jack•Opon 6 f Job Reference(optional) tsulwars rxafJOurce. laripa, r0.1 l.ny. rloflaa JJDoo ......o.-..y... .... ..... .. ...___...__. ..._. ..._.._. __..._..____.. __ ID:5c7Af665PEIPxJ638d3NKNz4S6e-ofgBr3bKu901V5KOhhl HnT3wUCg4CfkspsmM_yDzfn 1-0-0 5.0-0 r— 1.0,01 5-0.0 Scale. I:IS. I 2X4 = LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.28 Ven(TL) 0.08 2-4 727 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a rlla BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 17lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No 2 REACTIONS. (Ib/size) 3=122/Mechanical, 2=247/0-3-8, 4=48/Mechanical Max Horz2=75(LC 12) Max Upldt3=-66(LC 12), 2=-48(LC 8) Max Grav3=122(LC 1), 2=247(LC 1), 4=96(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0.0 OC puffins. 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=3.Opsf; h=15it; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlerlor(2) 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 lb uplift at joint(s) 3, 2. 6) - Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING • Vorlfy dotfyn panunoters and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGE MO.74n rev. IOA=I6 BEFORE USE. Design valkl for use only Mill Mllek® connectors. Inls design ft based only upon paramoters shown. and is for an individual building component, no, a arm system. Before use. tho, Ix/lding designer must vedfy the c44Alca1)Blfy of design Ixxaanelers and Ixopedy lncapofale it* design Into the overall IxAding design. ®acing Indicated Is to txovent buckling of Individual truss wob and/or chord members only. Additional temporary and permanent blackg MOW Is always reed for stability and to Ixevent collapse YAM posfl7le personal k*jry and poperly damage. For general guidance regarding the fatx1catbn, storage, delivery. erection and Lxocing of tames and Irtm systems. seeAN51/fPl1 Quality Criteria, OSS-69 and aCSI Building Component 6904 Porker East Blvd. Safety Information available Dan truss Rate Institute. 218 N. Lee Street. Suite 312. Aloxanxlda. VA 22314 Tampa. FL 33610 Job rues Truss Type oty Fly Tt262t921 WP0151 EJ7 Jack -Open 9 1 Job Reference (optional) Buddere Firsisource. Tarlpo. Plain City. Florida 33566 7.640 s Aug 16 2017 M-Tek Indusines. Inc. Thu Nov 30 14:57.01 2017 Pape 1 ID:5c7Af685PEIPxJ638d3NKNz4S6e-HVOZV PcyfT8u7FvCFOGDp_?9BuTKptvt5TcKuRyOzfm 7.0-0 1 0 0 7.0-0 30 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 TCDL 7.0 Lumber DOL 1.25 BC 0.51 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3= 1 65/Mechanical, 2=31810-3-8. 4=8 1 /Mechanical Max Horz2=101(LC 12) Max Uplif13=-81(LC 12), 2=-58(LC 12) Max Grav3=165(LC 1), 2=318(LC 1). 4=125(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:19.1 DEFL. in (loc) Well Ud PLATES GRIP Ven(LL) 0.10 2.4 >834 240 MT20 244/190 Ven(TL) -0.26 2-4 >308 180 Horz(TL) -0.00 3 rVa Na Weight: 23 lb FT = 209b BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rlgid 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=3.Opsh h=1 Sit; Cat. II; Exp B: Encl.. GCpi=0.18: MW FRS (envelope) and C-C Exterior(2) 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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This taus 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 lb uplift at joint(s) 3, 2. 6) 'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. A WARNING - Verlry doallln paramorars and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGE MR-7473 rev. 14WMIS BEFORE USE Design vaild for use only wllh Ml1ek0 connectors this doslon Is based only upon lxuomelers shown. and Is loran k)dlvkW budding Component. not a truss system. Before use, the building designer must verify the c44AIcabllty of design parameters and Ixopedy Incorporate Ihh design Into the overall building design. Bracing Indicaled Is to prevent buckling of Individual Ifuss web and/or chord members only. Addtlorna temporary and permclnenl bracing MiTek' Is always regJred lot slot Ally and to Ixevent collapse wllh possNle personal "and Ixoperly damage. For general guidance regardng tine faulcatlon, storage, delivery, erection and bracing of fntssas and truss systems. seeANSI/1PI I Qualify Criteria, DS11-69 and SCSI Sulldlny Component 6904 Parke East Blvd. Safety Information avcflade from truss Plate Institute. 218 N. Lee Street. Sulle 312. Alexarndria. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty Ply r12621622 WP015I EJ70 JACK -OPEN GIRDER 1 2 Job Reference Clonal Buildw$ Fir6151ource. Tampa. Plant Gay, Fiona 33556 r.-v s Ault i o ev i r mn ek invvxn ... i R a V. Avi W. , ID:5c7Af685PEIPxJ638d3NKNz4S6e-Hv02vPcyfr8u7FvCFOGDp_ C uUJpfet5TcKuRyOzfm 3-8.2 _ 7.0-0 r 3-8.2 3.3-14 30 = 2x4 11 2x4 II LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ven(LL) 0.11 1-3 749 240 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Ven(rL) 0.24 1-3 330 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.02 Horz(rL) 0.00 rVa We BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 REACTIONS. (Ibdslze) 1=1120/0.3.8, 3=1473/Mechanical Max Harz 1=88(LC 8) Max Uplifll=-208(LC 8), 3=-313(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown Scale . 1:21.5 PLATES GRIP MT20 244/190 Weight: 63 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 7.0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with I Od (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9.0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vt11t=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope): cantilever tell and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=208, 3=313. 8) 'Semi -rigid pltchbreaks with fixed 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) 698 lb down and 150 lb up at 2.0-12, and 698 lb down and 150 lb up at 4-0.12, and 700 lb down and 148 lb up at 6-0-12 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 4=-698(F) 5- 698(F) 6_ 700(F) 0 WARNWG - Verily deOgn parametwe and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7479 rov. IM3,2015 BEFORE USE. Design valld for use only with W leik® connectors. This design Is based only upon parameters shown. and Is lot an Indlvldual building cornlrorwnl. not a Ina s system. Before use. the IxOcling cleslgnet must verify the applicability of design Mai nefers anal piopody Incorporate this design Into the overall b ui cling design. Bracing kxticaled Is to prevent bucatng of Irxllvldual truss web and/or chord members only. Additional temporary and permanent txacing WOW Is always rectulied Ion stability and to prevent collapse with possible personal k*xy and Ixopedy damage. For general guidance regarding the falxkallon. slotago, deltvery. erection aril bracing of trusses and truss systems. sec-ANSI/IPI I Quality Criteria. OSS-69 and SCSI Building Component 6904 Parke East Blvd. safety Information avatiabie from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexonefrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type oty ply T12621923 wP0151 HJ7 Diagonal Hip Girder 3 1 Job Reference (optional) LI.T.L I...I...u..c In,. TA„ Nnu M t1•S7•n9 7n17 Pwee f euadafe FdelSOarte, r amps, ream .fly. rlorraa aoaoo • •- -- - •-o W - -- ! ----- - - -- I O:Sc7A1685PE I PxJ638d3NKNz4 S6e•15yy71caQnGIkPUOp6nSMCYOT HgnY280J 7LtOry0zf I 1.5.0 5.2.9 9.10.1 1-5-0 5-2.9 4.7.8 Scale = 1.21.8 N 2x4 = • 5.2.9 4- LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Ven(LL) 0.04 6-7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Ven(TL) 0.10 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 5 rVa rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=129/Mechanical, 2=449/0.4-9, 5=307/Mechanical Max Horz2=108(LC 4) Max Uplift4=-69(LC 4), 2=-107(LC 4), 5=-60(LC 8) PLATES GRIP MT20 244/190 Welght: 41 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-812/163, 8-9=-786/176, 3.9=-751/167 BOT CHORD 2-11=-21lf750, 11.12=-21lf/50, 7-12=-211/750, 7.13=-211f750, 6-13= 211/750 WEBS 3.7=0/296, 3.6— 799/225 NOTES- 1) Wind: ASCE 7-10: VUII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psl; h=151t; Cat. II; Exp B: Encl., GCpi=0.18; MW FRS (envelope); 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 lb uplift at )olnt(s) 4, 5 except 01=11)) 2=107. 6)'Semi-rigid pilchbreaks with fixed heels' Member end hAty 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) 51 lb down and 80 lb up at 1.4.15, 51 lb down and 80 lb up at 1-4-15, 24 lb down and 36lb up at 4.2-15, 24 lb down and 36 lb up at 4.2-15, and 47 lb down and 76 lb up at 7-0-14, and 47 lb down and 76 lb up at 7-0.14 on top chord, and 2 lb down at 1.4.15, 2 lb down at 1-4-15, 19 lb down at 4.2.15, 19 Ib down at 4-2-15, and 39 Ib down at 7-0.14, and 39 ib down at 7-0.14 on bottom chord. The designtselection 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=d.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-4-54, 2-5=-20 Concentrated Loads (lb) Vert. 8=42(F=21, B=21) 10=-91(F=-46, B=-46) 13=-39(F=-20, B=-20) WARNING - Verily dedgn parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE MO.7479 tev. MOW015 BEFORE USE Design vdld for use only Win MlteM connectors. this design B based only upon po7ameters shown. and Is for an hdMdual Ixddkrg component, not a ufm system. Beforo use. the lxBdklg designer must vedty the appllcabslly of design parameters and property Incorporate the design Into the overall building design. Bracing fndlcaled Is to prevent lxtcaltlg of Individual buss web aril/or chard members only. Additional temporary, and permanent bracing is always reol lred tot slatAlly and to prevenl collapse wllh possible personal Ilrkay cod property damage. for general guidance regadlrrp the WOW fcxxlcotlon. storage, delNery• erection and bracing of tames and trim systems. seeANSI/fPI I Quality Criteria, OSS-89 and SCSI Building Component safety Information availalAe from truss file Institute. 218 N Lee Street. Suite 312. Alexand4a. VA 22314. 6904 Parke East Blvd. Tampa. FL 33610 runs Type 1y . Ply T12621924 W POf 51 Mi GE JTussMonoprtch Supported Gable 2 1 I Job Reference(optional) N 4 57 02 2017 P 1 Builders FBstsource. Tarttpa. Plant City. Florida 33666 7 640 s Aug 16 2017 MTek Industries. Inc Thu ov 30 1 Pa I D:5c7Af685PEIPxJ638d3NKNz4S6e-15yy7icaOnGlkPUOp6nSMCYU?HxiY61OJ7LtOtyDzfl t-04 4.8-0 0 4-8-0 2x4 = 2x4 II 2x4 II LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) 0.00 1 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Ven(rL) 0.00 1 r r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 20 SP No.3 REACTIONS. (Ib/size) 5=45/4-8-0, 2=147/4-8-0, 6=197/4-8-0 Max Horz2=77(LC 9) Max Uplifts=-13(LC 9), 2- 41(LC 8). 6=-58(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:14.4 PLATES GRIP MT20 2441190 Weight: 20lb FT=20°/. Structural wood sheathing directly applied or 4-8-0 oC purllns, 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_-3.0psf; h=15it; Cat. II; Exp 8: Encl., GCpi=0.18, MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2.0.0 oc. 5) This truss has been designed for a 10.0 psi 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 lb uplift at joint(s) 5, 2, 6. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 0 wARNING . Vedry design parmttotars and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M067473 rev. 10413MIS BEFORE USE Design valid lot use only wllh MltekS connectors [his design is based only upon parameters shown. and Is lot an lndlvkW txtddfrlg component. not a truss system. Before use. the Ixdldng designer must verify the applicability of design parameters and propedy incorporate this design Into the overall Additional temporary and permanent bracing MiTek' Lxdlc*V design. Bracing indicated Is to prevent budding of IrWlvWttat Inns web and/or chord members only. is always required for sdatAity and to prevent collapse with poss011e personal frlb+y and property damage. For General guidance regarding B10 fabrication. storage, dolNefY. erection and tracing of fames and truss systems. seeANSI/iPII Quality Criteria. DSB•69 and SCSI Wilding Component 6904 Parke East Blvd. safety Information available from bras Rate Ins11Me. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty ply T12621925 WPo151 M2 Monopdch 4 1 Job Reference (optional) uT.L 1.w.....:.e In.. T1... Nm. M tA S7 n19n17 Pnew t Budder FasiSource. Tanya. rant cry, i-sonoa a:roba .........,, ._ ._....... _.....---...__..._. N- ---- -- -- ID:5c7Af685PEIPxJ638d3NKNz4S6e OIWKKSd0840cMZ3bNpIhuP5cnhEUH2PAY yJyOzfk 1-0-0 4.8-0 10.0 4-" Scale = 1.14.4 2x4 = 2x4 11 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 7.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014ITP12007 Matrix) DEFL. In (loc) Well Ud Veri(LL) -0.02 2.4 >999 240 Ven(TL) -0.05 2-4 >999 180 Horz(TL) 0.00 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=143/Mechanical.2=238/0-8-0 Max Horz 2=77(LC 9) Max Uplift4— 38(LC 12), 2=-62(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 19lb FT = 200S Structural wood sheathing directly applied or 4-8-0 oc puffins, 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=3.Opsf; h=15fh Cat. If: Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit 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 100lb uplift at joint(s) 4, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - verityy design parametm and READ NOTES ON rHIS AND INCLUDED MITEK REFERANCE PAGE MA7473 rev. f&V"016 BEFORE USE Design valld for use orgy vAlh MlleW conneclois [his design is based orgy upon parameters shown. and B for an individual IxddlrlD component. not a lass system. Wrote use. the btLdng designer must verity the applicability of design pxnarneters and popedy incorporate this design Into the overallAdditionallemporaryandpeffncmnlIxaclrXJ MiTeWbuildingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Is always resulted for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the 6904 Parke East BlvdfabilcatlorLsloroge. delivery, etectlon aril bracing of IrLrssesand inns systems soeAN51/rPlI Quality Criteria. DSB-89 and SCSI building Compponenl Safety Information available Dorn Ire Hale Institute. 218 N. Lee Siteel. Stare 312. Alexandria. VA 22314. Tampa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in Mi ek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vory but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/rPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown In ft-in-sixteenths Drawings not to scale) 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI t section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved Nl1C MiTek° MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wone at Joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. S. Unless otherwise noted. morsture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated. or green lumber. 10. Comber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size. orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and In oil respects. equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. if no ceiling Is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others 16. Do not cut or otter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable envkonmentoL health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 1 ' 1 FJI 41-00-00 9-1/2- BCI 6000s-1.8 l II FA 21-00-00 16- BCI 6000s-1.8 l 6 FJ4 21-00-00 16' BCI 6000s-1.8 1 2 FJ5 16-00-00 16- BCI 6000s-1.8 1 2 FJ6 4-00-00 16- BCI 6000s-1.8 1 2 BM2 4-00-00 1-3/4- x 16- UERSR-LAM 2.0 31002SP 2 Rml 12-00-00 1-1/8- x 16- BC RIM BOARD OSB 1 10 CT V n II II A m N Ft m N ul m m T III A mm m wn r cur tlI mmPlp m 0•I-0 1411-0 28-0.0 6-4-0 mm H3 r H3 FJ6` FJ6 H3 2828-0.0 BEOM HE16Hi 5UMILE Hanger List H1 HTU26 H2 HGUS26-2 H3 IUS 2.37116 NOTE5: ALL TMSfS 141MAS Va VALLEY E Wit DE OONLETELT DEOLED a[EEC ED D[TAIL M5 FOR AIERNE D[MN6 Ea1MBNNTS ALL [ALLEYS ARE TO R EOM/ENTUNALLT ALL 01MAS AE DESI W TO[ 2 ec. NAXMN SPAC44L LN.E% OMME NOTED ALL WALLS 5110M ON RAOeENi ELAN AIMOLMOEED TO DE LOAD DEM26 ME%0NE[[15E NOTED SY42 TAWAS N151 DE DISTALLED WNH THE for DENL LW. ALL [OOF TV" KVMRS toot 5DOWN MnO L1LE550T1E[WM[AOfED ALL ROOM TW%5S IW8[S to N %r4w THA4121W MOMMSE NOTED TISLATM 1114 10LSO.EI 1X1ADfxATIMOF ILWSMO YM ALL f"M AmIQD11WN IMSVN OIOTME[ SLATWS 1110 NO AFTI OF 11WV lATM Wit OE aaW DEFM An HUMAS WILL DE DLLT VEM ALL 000610 VAIM AL1M10D U, fMf WL CUT NDMRA ODDS 10 TILL LIwb1 Yq 1b KNBuilders FirstSource Orlando PHONE: 407• 85r2100 FAX 407.OSI.7111 Plant City PHONE: 613• M9.7g51 FA% DI)-)SI•A)2 Ashton Woods D 1826 N AM" Lot 151 I: 1214/ 17 Josh W l t lR RECORD COPY n City of Sanford Building and Fire Prevention Permit # Product Approval Specification Form 5 oIn c 1 7 - 3645 Project Location Address aLA U 4 SANFORD ARVI" As required by Florida Statute 553.842 and Florida AdministrativeCode 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.floridabuildina.or4. 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 1. Exterior Doors Manufacturer Product Description Florida Approval # include decimal Swinging Therma Tru Fiber Classic FL15000-R2 Slidina MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Hard i 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 Corp Roofing-CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shinales 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 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates En ineered 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 Applicant's Signature Applicant's Name Please Print) June 2014 s 6/9/2017 Florida Building Code Online Business Professional SOS Home I Log In 1 User Registration I Hot Topics I submit surcharge I Stats a Facts I Publications I FSC Stay I SOS Site Nap I Links I Seardl Florida W •'' Product Approval USER: Public User id: Product Aoproval Menu > Product or Apollution search > Application List > AppGcation Detail 0 OFRCE OF THE FL FL15000-R2 SECRETARY Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.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 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. Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Indeoendence,odf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA101/1.S.2/A440 200S ASTM 01929 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 https:/Moridabdlding.orgtpr/pr ppp dtl.aspx?param=wGEVXQwt0quS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8p/p2fuCfc2MRiSC82vi%3dp/o3d 1/3 6/9/2017 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option O 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 XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II 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.t.odf 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.) 15000.2 b. 'Fiber -Classic" or "Smooth -Star" 6'8 "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 15000.2.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 1S000.2 for Design Pressure Ratings, any L15000 R2 AE EVAL ISOOO 2 odf 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.) 15000.3 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 FL15000 R2 If INST IS000.3.ndf 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 FL1S000 R2 AE EVAL ISOOO.3.odf 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.) 15000.4 d. 'Fiber -Classic' or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 If INST 15000 4 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 15000.4 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 1S000 4 odf additional use limitations, Installation Instructions and Created by independent Third Party: Yes product particulars. (This product approval requires the use of "l" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 e. "Fiber-Classlc" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https:/Aaridabtilding.org#/pr app ol.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHO3yMKg2Hy8%2fUCfc2MRiSC82w%3d%3d 20 619/2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 It INST 15000.S.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 FLLS000 R2 AE EVAL LS000.5.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.) 15000.6 f. 'Flber-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 FL1S000 R2 H INST IS000.6.11df 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 FL1S000 R2 AE EVAL 15000.6.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]' part number doors, which have been stained or painted within 6 months of Installation.) peck Ha]:t Contact Lis :: 2601 Blair StonoRoad. 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 mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact aM.487.139S. 'Pursuant to section 4SS. 27S(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Deponent with an email address If they have one. The emalls 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 ran be made available to the pudic To determine If you are a licensee under Chapter 4SS, F.S., please•dldc here . Product Approval Accepts: Credit Card Safe hUps:// Ooridabtlilcing.orgtprtpr app odaspx?param=wGEVXQwtDgLG73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8a/o2fuCfc2MRiSC82wa/a3da/aid 313 3 TE$ ;ml $ D 'bz= Ile t . }•4 Si: f.•.' ' , Vr1. 1 a•i rI 1 I• I'; •..r.n \ 1`\ j UWMAX rt•.iY . s•t-^3.v?••ri ,. i....i••hi';. a2f• .L. i• is t•i• ff/I* 1\\ ° 9 n,Fy..tJi:, r :i :a',1. t w >.rta,}•r.,;a.7: ,fcq<` 8_ $- r •.i. 'e:C .i::-t::'i::..'i' •C i - ai ; .5 6 fr,a•,rj ° _ Pmawmm J HOWZWAL CROSS SMNsmax,4l.L f• 3 S:x; rt ti r.•I Ii 11 ll • •' l.u' 1 .flu• : j .J C ICI f one ins - utcN mLE Ti7P aASSlO R DOOR PANEL Fiber Classic cm 2< 12 ° aFBFRC(ASSIc) 6 (l790t C1A557C) c" NSS. 5 z VFRIM CROSS SEMON om sn fK a J DOOR PANEL me m !FS s audio fa, a FL-15=3 e 1 • aIs 3 ar 12 G 1 b.9w MAX PANEL W1DTL: 7.125 MAII D.LA. W10T SIDEUTE PANEL Smooth Star UTGLASS r 1/2, MIN. CLASS 1HK. 118. TEMPERED GLASS AR SPACE 1 8 PERFD GLASS 1/2' MIN. CLASS THK. a. TEMPERED CLASS AIR SPACE T4PERED GLASS E i Jtr Wit 1 1 l MOMZONT/LL CROSS SECTION m 4 swam PANEL we is 42 PLASItC TIP 11iE FRAME 34 PI A31TC LIP UTE FRAME L7 TRI10ED PVC EXTRUDED SNC y L 1971 IDS SIDD LELM PANELSIM N 1. 4ocinq for Item #29 k F41 ((ila home acrawa) 1531•--{ tSS-^I was I) o r From ttrs bottom aP on aWea a (2with (7) more spaced at 9.875' as than om ( j 2 aerc N LS oK an JK e wmws bobti top and bottom of 2.125' in from each 42 SIDELRE TOP de 8OTMU RAIL J9 SIOE1JtE BANK SIDE S11LE cor^ FRO -in JOINTED PONOEROSI PWE, SCwo.43 FaNCER JO POP ONDEROSI PINE SC-0.43 W ta: IFS i 146 1 f1-13000.3 Aar -. W -a a 13 77 .1SMM. OWK Of S' fir e o i %•ti dam• • n cod a: 4; •t;• T, The aidsOb it dhueR sat into the Jamb wRh (i?) 4e. Rem 143 a Be x 2' pfh. Mood screw. Thera am 13 4) at each wrt/ocl Jamb, from the top down at 1-1/ MIN 1e 11 18 115 ; 3i ; 48.5' & Sr. Titers cre (2) at the header at 4' from Me outside eomem theof EMIL Mp.) some. Thera are (2) at the •f 4' from the Jam$ Outside comers. n i'i'x NORQONTAL CROSS SECTION 48 7 1-1/4' MIN. I49 S. (TYp) JrMR17 13 B 45 4J 44 S G,I: , 4 • : yh t 1r i TO ACTTVC 36 L t 34 43 SEE NOTE I 35 s i{ Jri9 Y 43 21 Otto 24 2 H. T.& i01812or, , 1K • tso. 2 HORIZONTAL CROSS SECTION 31HORITON'AL CROSS SEC110N as er. ifs a 7 18 FL—id000.3 0 L er 12 w O 1 l II MUWONSHOWN FOR 1 II H' 49 II REFERENCE OPENING TYP. HERO 1 MULLION II k JAMBS a SHOWN FOR II I REFERENCE II 2X BUCK I I I I INII II ASTRAGAL SHOWN FOR 11 1 ]l o I I 1 REFERENCE tl 1 II 8 II It 1 II yµ..M:• DOUBLE BUCK W/SIDEI_RES ANCHORING MPSONRY OPENING GYJNCRETEA Q=NOi6: I. dnrhorlboofarvolfhaaomasmaybea*LdWlomohWhfhemh 2X BUCK edge awance to marfarjoinlr. 2 Concrete anrhorfocaffonsnoted as MAX. ONCOMIrmuatbeadAafndto mablah fNa min. edge dbtcnce to m*fwjoh% adagondcancrate anchors maybe requfted to ennn Me'AMOL ON C 04Wdimai9an cre notexceeded. 3. Canorete andartatH»r„ t: r rrw TAPCON aco1. 1/4` ULTRACONd' 4. s} 1 1 9MASO RY1OPENING NGTYP. HEAD 1 R JAMBS 1 2X BUCK 1 Ifs ASMAGAL 1 SHOWN FOR 1 REFERENCE I 1 I BUCK ANCHORNC 1 I II II MULLION II II SHOWN FOR II 49 REFERENCE 11 II MASOTYP. HCAOOPENNNtdo JAMBS I I 11 II II II II II II II 2X BUCK ti { I it I MULLION e d cq aII SHOWN FOR II REFERENCE li II 11 II I 1---- 4' 1 7 b e e z i c c O2 4 12 3i 48 N.T.S. ; a M JOt c as Lis twWc o FL— I5004J o j sue ,aMAr lawtaae' ldod 8a , BOTr4} d x Y AK' Z7 TYP. 27 TYP. Typ. s • • v o v 90 04S ( S 710' 6 s O NOA6T-- i SEE NOTE T 8 4 7 II0O- ur AS. MAIL Nm 0 24 1Z THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP aac or. THE BOTTOM. cwxm w s FL- 15m.3 u THERMAITRU THERMA TRU DOORS TIN lw"Yenta, Ow, a0"O"Ow, ON aa917 FIBER CLASSIC"/ "SMOOTH STAR' 8'0INSMNG w/&w/OUTSIDELITES FIBERGLASS DOOR TJONdMPACr G@IEtAL Not= f.gtBpcodudhosboot awkKdWaod'si"axgAw=%dhFwS9t6ftnPMgR ma Code Po shucW me wenbicluxft ihe'f h Vefodly Htl katelond OW. 2 Rowdandm9a0be•wMWardspocedastic mondetdb.Mdrarembednenttobosb mate" Mug be beyond wW dmsft ordiceo. 3. When teed h T * VW fnb Wodudktapetod k bapmfeded 1Nikt oe bcporinxstoN oovmb Ve eumpGw v4M Secftn l Q6 of the Fr- 4. Whenusedtn sea oublde of The 'I 40 rmgWrig wad borne debris piotectlon ft pmdudrt tobeprdededwffhenh* odresidartfcoveftfecompksN t $edonlM9J2af for2c dud haft oominx6oAarsdtuvtB et fhece uvdbshaf be fhe same asfhatifmwtl hs2c bu¢ masoteycamh C4bm 6. Site cand%m hadeviale Corn the delalr of ft diowkV ceclu a fdr0arenonewtV coo" W QOcB® d ergTne afaagslefed taECi. 7. V6product does not~ fhewdwkillibu mclutemmtsfarthelftHr tmw1rquriltsdcaebe htttciM wiy lnnwgmbEdbb aeon orathab&Welocaftw pm*dW by on ot'w" or canopy tltattheanglebetween the edge of—topyoroverhxvtosSblew fhen45 degees. L4elEAiGODnFHD S/$iT4 aBClVRC! N I ra,d ptemaesagewdnotes 2 Door P defais pTmri am 3 delolbiftercloalcl 4 S1dsJlsporWd*1dib& 0oftdeXft 3 Vedloalaoasedbrs 6 Homon ddms 7 Hodcontdaou 8 suckAnctoov 9 fialsro 10 Prsno 11 VICEMCOMOOMW 12 2 NJVMAX MIMI! noglluSEE Cuml. A / t SHEET 6 S DaML W/ SfOFLriES INSM7NG UN? 0XV AC SEE OEULL A-/ SHEET a DOUBLE Tim umr 47.0 I 47.0 SEE OEGLL 'A-/ SHEET 6 S S 4mo 1 -So o L i 1-- SSW. I- N S AIV 55 ac! 56 DCTEWOR IA 54 ps 36WMAX DOOR PqMOR FAMELWIDTH Ho'nomm moss UMON 1300R PANEL Ft 4w" Q2,3 ExrEIRIOR Rem i. tnow a 5 sym) - i(iWnM-Sw) L DOOR PANEL.lT JA Sm000 Star 1.18 57 02/24/12 ss HINGE STILE &MBBOTTOMR2"\ MCAL CROSS SECT[Or4 SMOOTHSTAR)_WTH STAR) Al) \2 / DOOR PANEL gw- F4 OFA lb Ln affix FL-15=4 w - Z-.r-L2 2 SEE NOTE 2 31 zi a i. A i VERTICAL CROSS SECTION 5 km 7Lt DMIO6 r_JWEMOR 2 VERTICAL CR055 SECTION 5 NOTE 1 1d Ef 4R ail 3 VERTICAL CROSS SEMON 3 Shown w/Yx sub —buck OPRONAL SURFACE BOLTS ON AGTNE PANEL SEE OESt6N PRESSURE CHART) 1. no gidaute As Anxt get We the jamb with (12) Ran 143 a /8 x Z' pft wood sore. Them am (4) at each wtfeat Jamb, from the top dam at Mr. 31', 48.5' & 6tC . Them are (2) at the header at 4' from the outside comets of the Kama then are 2) I13 a fa x 2-1/2' pfh. wad acre" at the W. 4' from the outside comem 2. OPTWMAL SURFACE BOLTS ON ACTNE PANEL SEE DESIGN PRESSURE CHART) 0 act 4w12 taee N TS 9M = JK we st Lf3 awa LFL-15000.< 9•C!'..... y 38 O.1Shttl 13r ev SEE NOTE 1 1. The sde8ta is dbeet sat Into the Jamb ffrri ti111 4 13 with (12) Rem 143 a ,fie w 2' plh. woad d e screw. There me (4) at such vertloor Jamb from the top down at 13S', 31'. 4&r k W. Thew are (2) at the header ACM Q at 4' from the ouaTM eonwm of the g t a: y'%:• home. them are (2) 113 a /8 r 2-1/Z yJh Wood over at the @A < from the oVtsids corners T'a_ a:f • S-tFa4.a.:t v f ` • ggei p WTFRIOR 36 45 s 8 41 29 44is MAIL k' 17 78 OPTIOM SURFACE SM73 ON ACTIVE PANEL 1 1 SEE DESIGN PRMVM *WM mpi Q JC L 3 HORIZOMAL CROSS SEC170N 6 I 22 0.1d'1.tPf. J9 C-W a 7 SEE NOTE 1 27 8 7 43 33 fNACT1VE ACTIVE 10 01 y'i o^v L/ e ' B i..t •iam t`c".jr`.{rNTk 1J 1tii1RIOR µ 36 a a g 10 37 47 We 02 4 12 q JISB urea N.TS. oea, an ,8f amT8 8 HORIZONTAL CROSS SECTION NORIZONM CROSS SECRON LFS MOM wv 8 FL-15000.4 u JL all 0 vj z II T38 1 II ~ 3$ f e MASONRY 11 7P. EAD II MASONRY W. HEADOPENINGI) HII T OPENING0JAA_deI I teS 1 GAL SHOWN FOR k w485 ` SHOWN FORZ_S $ ° I I j REFERINM 2X BUCK MULUON ; REFERENCE a i g j d It 2xeuc+c ( MULLION j II SHOWN FOR { SHOWN FOR I I REFERENCE 1 RAC i t14 II 1 !I 1 tics i:•.!?.• r ,DOUBLE DOOR W/510EUTE8 ..,.1x.',. j MARL nOOR BUCK ANCHORING 4. BUCK ANCHORINC I $ 4-.- II II II is MASONRY II II MASONRY OPENING II TYP.JAMSSSIIKEAD OPENINGJAMBSII 'II II II I I I 2x ' 11 CONCRETEANCNORNOtFS: 9UCIC II SHOWN12 FORII I. Ganef. ancharbcaRons at the corners vW be adjusted to motntoin the mh .. II REFERENCE II edge dBtance tonwdarjdnts I I I a 2. Concreteanchorboohoncnoted ° s74AXONC 4WmurtbeCoWedto nx&rtdn dw rr*L edge dbtance to mortarloink addwwd concrete agclrors I I I a o nnay be requ6ed to enrnao the ?NAK ON CEMW e@rtrerubn ore not eaoeeded SHOgfpl FOR I n C 3 3 Concrete arfCll°rfa0lec i t REFERENCE I I o 0 9 II II t 2412 >< war, N.T.S 9 rNY°• MUe SINGLE DOOR W/SIDESINGLE ODOR F!-130004 BUCK ANCHORING $ ORING ° rw g or a 0 ittZ, • : Klf+:ciF. akirircE. itt' L•,i A'ttillfl't:E 1 TAFCON t/4• 1- V4" 7 P UITRACON 1/4 MASONI OAEM! FRAA 3X SUN SEE DETAIL 3' A T FSDETAIL 12• r 7 rr//pptt G WSTAWp1pH SO w X BUp( E e0awwees m c TM K SEE oErAll •t• a }• TYP. SILL t4it1itIIrl I t DOUBLE DOOR W/SQSjES CONCR 7EANCKOR N076: T. Concrete and orboatim at the comers maybe aclusied to nx*fth Month edge dr kwwe to mortarIM& 2. 0MOVIS,CmWWb=ffontnoted orWX.ONCEMWmeboodAmwto maIdalrl the mbu odgo d7 tmwe to nvdw)ohtt; cdcWond tzrtvete cnohors maybe mqu9ed to ermre the WAX bN C04l:R• cUmerldon on not m ceeded 3. Conveteandtorhmfe: s• sue- lTw TAPCONe 1/ 1.1/P Z• 4 TA11110 3/11• 1.1/<• T 11/7 WOOD SCRBV kWUATION NOit3 dJtanae. & 1•e. madtoer 1. Moo}tMh a rtdttmum SIB' wipe dblanae. 1 vtd Wood= eWi to prevent the spIUft at WDod. T THESE; ( 2) ANCHORS REWD ONLY WHEN OP > 47 PSF 777 OPENING FRAME 1X BUCK Ir BLOM 1W. HEAD t AWES o 6Uac TTP. 1. SEE MAIL s• 3T p i 13 10 it 0 0 ET mi :. rMESHOLD mDz < t2 9 t: m ix e K ae 1F5 woo su e FL- 15000.< e Q b TYP. HEAD JAM FRAME 2X BUCK SEE OrIAL '7'\ DETAIL '3' Y 1 L SEE DETAIL '2' o ITV' SILL DETAIL B- A` Dpu9.F DOOR CONCREfFANCHORNOfB: T. CbrA ele andwrbcafty of the comets mrybe a4usted to mohtotn Me MVL edge clisfonce to martcrlo^ts 2 Connote andwrfooaiorenofed as 7NA7L ON COMER"must be ad1lated to mohtcah the mh edge cidanee to mortarlohfs, add rionatconcrete anchors awberequIedtoensweNre MAX ONCSOFR•dhwmoncm not u=sedded. 3. Cbrcretsoxhorrabfe: TAPCON rtYV TAPCONe i/1P 1-1/4' T T•I/2' SCRLiv 4 1S7A13A1JON Norm dos dtrfanee. 7• and & tancm a V—=.=I orSB' 1. Mar a nrB76reun µaodrve to V••ti r3 ~/V BUCK aVSrALIATON J9 w rx eueic 1dA50tJRY OPENING TYP. NFAo k JA1 SS FRAME 4 2X BUCK SEE DEN'S' 14 TrP. SILL v' I O OEI a e 4cpil rrrns' gym$ a• z 49 30 W/ 2X BUCK 73 0 31 INSTALLATION 37 X 8UCK INSTALLATION ` OETML ' 2' ASTRAGAL & SURFACE BOLT STRIKE PLATES ® HEAD 37 31 0 30 0 30 DETAIL ' 7' SURFACE BOLT STRIKE PLATE m THRESHOLD NL- 13000.4 JAL - 1 a J i e 3pfVONVti H a 9i?r Mee Wr 20.0 M 14M Ts 27 27 Tyr' 27 TYP. TYP. 17S 3?S 2. 1910 r 9w oas ws Caw F-- 4 SEE NOTE i F d 0 11 0.126' F 8 NOTE* !> EVJL 0 412 g WAC x rs osc m ,Qc a 1. THE AMWAL BOLT HAS A 3` THROW C THE TOP ooc =o LM ; AND THE BOTTTIM. ou .- i FL- 130OM4 j a y Y ago OrAppaw wa;r FM alUir M AWE[ M 0]t VOL YK FBERCASS or nmw -mi wm $a 40m701 OW-AmFd fl5819d35 u Sal- SIANBYmatr v.0 )few P m;. PC f4up rot 7000 OmrPablrE FC WQ1 SU 4 FC Ifla'E 376E X-49 S FC OMM & & I= IR]IIfFDNNE f41Y IJeu 7 wpm, RUMGMRE590W wouNgaw iaW a r 1 wamrw 10 0 r 31r ta Rg am SMWg@ I1 14Salafr - Jppp PSI (4Y COI1CtiE1F m1OmaQlG W bJ01Oi1OlEbr61VWOOHICOtlPHCroASNtS0 12 10 r 2 L4 AM MW SOEW vm 13 r 2 I l4 STJtOV y 1 1 t 1-1 PAI r Sam is WT Wnw eaar .Ow OIIIWOM Van it u A= sc >- am rcoo 17 101Y fir so WmftOpp wspml0O( - Sx*?W sm 1 513T IYSNPA N0OO 21 SIIIer im 51},O,A ow am 13 In1w aFwmr - 5w u MUEWAW ASWICQ EI6WWI i4A ASW" Re9f edt7 AL F1U91 eOIT RED d9t AJJITRaI x coat sr - Warp 0 r 1-1 L4 - 2m Kq" wx a0M1Y MM7 wm 6-Ie r 1-J IaIWPn F1,1 SM STEII 30 SiRFCE 57Ea IN r E-1 w111 J Wm we 5ma PIAS7E. U1L P1C 31 PIASIC lD U1 SYC BWOC im me aom 6 SUWTE 90E SME MMVMrA FMSLd.O 37 f0 r 1- r L6 F11 WOO Saw 51rd is 1 4' r 1-31 PM GM CR aff CGNUZM SM JL lfr r FM PFR NYQVf smw 51r$ 40 sxwa75aMWE e- 10 r 1 I FL4SOt .7 szm m w HOOD sow S1EF1. J r JJT WIWER A11W RWGE4 4WIm FM mm 45 1 L r G40 Ok O1A0 MY WL SIES 46 A¢: SUFACE eau PS.25 SMs1Ea 47 1 4-EO SO' =1 W 1 - Op 6 r IN FFN aDtUM MIEN S1EEtC SIIlW£ ma la r J-1 4 OW FM ONUM SOO 51 SS W ttdP05'Ji FI msxE saau s> ss mpw PEmoo orr asne J 1_ l f1If1111' a 8 I 1 46 A BMT Z1JO MRFACE BOLT SMIW PLAM l.12L1' SrM ) 1" r 2 2 Worm mu EIMCEJI JOIMIED POMDEWS4 Pw& SG-013 u' S AS% rtW DOOR BOnOu SWEEP V1IdrL . 080' MAX WALE., W. 5' WC WALL i3 IM5 M SfOE11TE 9orom BOOT 0. W* FXIi;UWO YWMt WAU I' s L rr• I FL-110=4 I 4 R . W 'R W Building Consultants, Inc. B Consulting and Huglneering Services lot the Building ladustry C P.O.0=230Votdco.FL33593 Phmo813.639,9197 Florido Dootd of PMfUdom(SnZk=s Cu lUicaW orAwhoricidoo No. 9E 13 Product Category Sub Category Manufacturer Product Name 7herma-Tru Corporation Fiber Classic" / "Smooth Star' exterior opoorer Exterior Door Do118Industrial Drive aV lnewing w/and w/out Sldetlbs Assemblies Edgerton, OH 43517 Fiberglass Ooor Phone ( 410)208-1740 Nowirn pot Soaps: This Is a Product Evaluation report Issued by R W Building Consultants, Inc. and Lyndon F. Sphmidt, P.I.. (System ID # 1998) for Therms Tru Corporation based on Rule Chapter No. 61G20-3, Method 1 D othhe State of Florida Product Approval, Department of Business & Professional Regulation. RW Bullring Consultante and Lyndon F. Schmidt, P.E. do not have nor will acquire finandal interest In the company manufacturing or dlatributirlg the product or in any other entity Involved In the approval process of the product named herein. Llmlmtions: 1. This product has been evaluated and Is in eompllanee with the 6th Edition (2014) Florida Buftng Code (FBC) structural requirements Including the 'High Velool y 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'HVHT' this product to required to be protected with an Impact resistant covering that compiles with Section 1828 of the FOG. 4. When used In areas outside of the "HVFO requiring wind bonne debris protection this product to requlred to be protected with an Impact resistant covering that compiles with Section 1609.1.2 of the FBC. 6. For 2z stud framing construction, araudog of these units shall be the some as that shown for 2x buok masonry construction. 6. Site conditions that deviate from the details of drawing FL-15000.4 require further engineeting analysis by a licensed engineer or registered erchfteot. 7. Inswing configurations do not meal the water Infiltration requirements for the "HVHP. Inswing units shall be installed only In non- habltable areas or at habitable locations protected by an Overhang or campy such that the angle Between the edge of canopy or overhang to sill Is less than 46 degrees. 8. See drawing FL-16000.4 for size and design pressure limitations. Supporf/ ng Docr»nenfe: I. Test Report No. Tost Standard TEL 01460337-A,B,C ' ASTM D635-03,ASTM D1929-96 ASTM 132843.99 TEL 01460338-A,B,C ASTM D836-03, ASTM D1020-96 ASTM 02843-99 STi' 800001 ATM Q20.96 16427- 107362 ASTM E8"Oa AT187608. 01-108-18 ASTM 01990-00 ETC 01-741-10701.0 TAS 202.94 ETC 01-741-10703.0 TAS 202-94 ETC 01-741-10693.0 TAB 202-94 TEL 06-1031-3 TAS P-02.94 TEL 06-1031-4 TAS 202-94 Testing Lebo ory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Sohmldt, P.F, Testing Evaluation Lab.,Inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories A( chltectural Tesltng, Inc. ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,lnc. Drawing No.. Pimspered by No. FL 15000.4 RW Building Consultants, inc. (CA #9813) Calculations Prenered by i:r Anchoring RW Building Consultants, Inc. (CA49013) ASTM E1300 Glass toad Lyndon F. Schmidt, P.E. Quality AssuranGS X CertiNational P 9sIssuedonandroducts 1 ° uC Institute, erthatThermallonCorpoInstitute , oarGlrp9P ration Ismanufacturingf, ;. .',j'y f, within a quality assurance program that complies with iSO/IEC 17020 and r. .. L. C V, '. 1 Sheet I of I T. Ir Lon Hicks, VP Operations William E Rtdh, 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. Sinned & Sealed by Lyndon F. Schmidt, P.E. F. Schmidt, P.E. Lyndon F. Seluatdt, P.E. FL PE No. 43409 Z2=16 Florida Building Code Online Pagel of 3 ti M1 4 Business & iL `[ - . 1t a ProfesionhRegulation r.f .` _ 99 I[,t r} '1J. J - r d Y... .,- _ • t: .. I Z G4pP J91C. ,p11CU1, 407l1, OOili 0lV ltil O,S. ,CU!•'IF47,DBi11 Pad. NWff*n;W,." 5 Home Log In user PWirtratim flot Topics Submit SuycMM& Stats 6, Facts "IcaUons F8C Staft' SOS Site Kap Unirs Seauch I Bg,nes P essk-i Product APprovaJSUSMRegulation lil^:ttti rrJl ir7;h:eh J,. Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Emall Authorized Stgnatvre Technical Representative Address/Phone/Email Quality Assurance Representative AddresyPhone/Email n MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 36S-3300 Ext 2S60 bsltlinger®mlwd.00m Brent Sitlinger bsidinger@mlwd.com Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardeopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditatlon and Management Institute Quality Assurance Contract Expiration Oats 12131/2015 Validated By Steven M. Urich, PE 0 Validation Checklist - Hardeopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Y= AAMA/ WDMA/CSA 101/t.S.2/A440 2005 Gill affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity UYes ONo ON/A https://www.floridabuilding. orgtprlpr_app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Product Approval Method Date Submitted Data Validated Date Pending FBC Approval Date Approved Summary of Products_ FLLS332 RZ CDC FLLS332-COMP.odf Method 1 Option 0 04/30/201S 04/30/2015 05/06/2015 Page 2 of 3 FL # j Model Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO OXO 145-3/4"x80' NON - REINFORCED Umits of Use Installation Instructions Approved for use In HVHZt No FL1S332 R2 It 08-00500C.odf Approved for use outside HVHZi Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressurm N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLLS332 R2 AE 5108078.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96440' NON - REINFORCED Limits of Use Installation Instructions Approved for use lit HVHZ: No FLLS332 R2 It 08-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLLS332 R2 AE 5108058.odf PRESSURE RATINGS I Created by Independent Third Party: Yes I.S332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO REINFORCED OXO REINFORCED 145-3/41x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLLS332 R2 11 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressuret N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLLS332 R2 AE 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96x96" I.Imits of Use Installation Instructions Approved for use In HVHZ: No FLL5332 R2 11 08&22449 .odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party! Yes Design Pressure: N/A Evaluation Reports Othort REFER TO APPROVAL DOCUMENT FOR DESIGN FL5332 R2 AE S12_969A.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"X96' Limits of Use Installation instructions Approved for use In HVHZt No FLLS332 1k2 11 08-02250A.Ddf Approved for use outside HVHZr Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLiS332 R2 AE 512970A.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.E SERIES 420 REINFORCED ALUMINUM SGD Limits of Use Approved for use In HVHZ: No Approved toe use outside HVHZt Yes Impact Rosletantt No Design Pressure: N/A Others REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS 15332.7 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96' Installation Instructions FLLS332 R2 11 08-00499C.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports Created Yes SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' https://www.floridabuilding.org/pr/piapp_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use In HVHZ: No Fl :5332 R2 tt O I-OOSOLC.odf Approved for use outside HVHZI Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by independent Third Party: Yes Design Pressures WA evaluation Reports Other. REFER TO APPROVAL DOCUMENT r-0R DESIGN FIA533Z R2 AE 510808B.odf PRESSURE RATINGS Created by independent Third Party: Yes 1S332.8 SERIES 4301440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD )00( 143'X80a NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No ra LS332 R2 It 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: WA Evaluation Reports Other,. REFER TO APPROVAL DOCUMENT FOR DESIGN FLL5332 R2 AE 5108096.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143aX96a Limits of Use Installation Instructions Approved for use in HVHZ: No F1 1S332 R2 11 08-00503C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures WA Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510810B.Ddf PRESSURE RATINGS Created by independent Third Party: Yes Bork INrat Cartier Us :: 1940 North Morava Steel. Tahhassee FL 32399 Phone: AS0-497-1e24 The le or Florida 6 en AAAM0 emplWvr. :: PiftayStaternard U :: sat ndSlit inant under Florida brr, aunil addrassm ere public timers. U you do not want your &mall addmu dewed to re*onso to a pubRo•ramrds request, do not sand Neahonk mall to this entity. arAted, contact the office by phone at by baditWnal moil. If you hm any questions, please contact 050.457. MS.-Puraont to Section 4SS.27S(1)), Ffortda Statutes! effecfNe October 1, 2012, Ilrcrtacs Coe nsed under Chapfor 455, P.S. rend proNde the Oapartsrcnt with an aural addw IF titey have am. T(la emalb pmvWW may bo trod kr oQltlit rommuldatloo with 1M Ocantu. Hawawr wall addrmcm am public Mond. If you do not wuh to supply a personal addres, pleas& pmvWe the Daparbacat wnh an artup address whkh cart be mado awaable to tna pubtrc. To determine If ywr are a IkCrsee under Otepter 455, P.S., please eIIQ DrAls, Product Apprvoal Aamptsr CreditaFIE Lags://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING COOS 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER 09 RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MENEIRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR CVGI.VEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: 3TTRUOEO ALUMINUM 6063—T5. S. UNITS MUST BE GLAZED ?ER ASTM E13OD-04 WITH SAFETY GLASS. 7. APPROVED IIAPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REWONS. B. SHIM AS REOUIREO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM, SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MMMUM ALLOWABLE SHIM STACK TO BE 1/4•. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN I.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8• MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANC40RS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. =0R ANCHORING INTO MASONR"/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LcXGTH TO,ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE 3ISTANCC LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 12. FOR ANCHORNG INTO METAL STRUCTURE USE #10 SANS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEY040 STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 13. ALL FASTENERS TO 9E CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR, MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. :MOOD — MINIMUM SPECIFIC GRAVITY OF 0-0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C—SO, GRADE N, TY?E I (OR GREATER). 0. METAL STRUCTURE: STEEL ISCA, 33KSI OR ALUMINUM 6063—TS 1/6• THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. X0, XX, XP, PX, XIP, PIX I AN 1 OISPAPAOA I OATI I AP"OwW 1 I A I ADDED FLANGE AND FlN owALLATIDN 112/10/T3 I R:- SIGNED: IZ,16 2013 MI WINDOWS AND DOORS LLC \`\% 51R11iT,/ i 1001W. CROSBY RD \\. • • • v VF CARROLLTON, TX 75006 `,••\GEN p.•P TABLE OF CONTENTS SERIES 420 SGD REINFORCED WITHOUT ADAPTER*• a j yt 96" x 96" y k lasxdt¢y DESCRIPTIONNOTES1 NOTES OFAVft oxa 2 — 3 ELEVATIONS V.L. 05-02249 4 — 10 INSTALLATION DETAILS I— NTs 1— 10/30/13 __ eM ' 96' MAX FRAME WIOTH ANCHORS TO BE EQUALLY SPACED ANCCHHOOR SPER LOCATION SEE CHART FOR NUMBER OF LOCATIONS REQUIRED 6 MAX 6' MAX T- AX AME IGHT L 8 MAX SERIES 420 SGo REINFORCED WITHOUT ADAPTER EXTERIOR VIEW oE4/GNPRESSURERATWG IMPACTR4mjG t35.0PSF NONE WNX94QrSILL SEE CHARTS e7 AND 02 FOR OTHER UNITS RATWGS MGNPR6,SURERAnW IMPACTRAnNG 2541-28.6PSF NONE WITH 1-YlSLL SEE CHARTS A4 AND its MR OTHER 00TS RAnNGS 6` MAX CHARTf1 WTH2-IM'SILL WHERE WATERWFxTnATvm RESISTANCE IS REQUIRED. KC4llVeral ccr1 Dadgn pr wwm chart (psp rM Rome Farm iYbAl b) w a 3" 4.0 1 4e0 MOO do IR00 Pw N" Par Nee PCs I go I PCs I Nay u0 40.0 58.4 SU 40A I 4LT 40 40 ND sw 4u 1 405 37.1 37.1 a" Orb it GLwa WHERE WATER WFLTR4nON RESISTANCE IS NOT REOVIREM SEE NOTE 9 SHEET I Dedpn pneman ehaR (P4 flame en0 roe h) RO 1 mw I 34L0 I moo I QO Km I 1 4.0 LOU Pow Nag Meg I PWA Neg 1 Pro I hag 420 42A f•.0 f32 653 f•A 4•.0 NA Sis IIA WA 45A 408I 44A 1 37.1 1 37.1 ff.0 4•.e 4 1 3&4 1 i5A Rem" pF plPigN I WE I APWWO ADOED FIANCE AND FIN MXMAATION 1 12/10/13 1 FILL CHART0 WfH 1-f,rSu WHERE WATER WFLTRATIONAESISTANCE IS REQUIRED. CLL IATL a GLLCT Design Pm2v/ro ched drsf) Fsadatl Tool liens Y4tm 1w401 m1) 0 fa00 aL0 4f.0 00 Pot I wo I Poa I Meg w sq Per eg u0 25.0 i7b ztA 411 nb 37A 750 34.4 lie 31.1 no 20 2L0 3 3A i LO 40.7 C rgf4 WITH I-la'su WHERE WATER WFILTRA7XW RESISTANCE 15 NOT REQUIRED. SEE NOTE9 SHEET 1 CHARTR4 Dadgn pr mm chart" s enrlaM ioltl Raw Home uA 72A0 00 If.O1arm Pw I may I Pot I Neg I Par I Nog I Pow INsg 0 aTb 47b 41.7 7 7A 37.4 34,4 34.4 uo au s w10 4L9 I 42.1 371 1 3TZ 1Sl1 st L' J MO 40.7 1 40.7 352 1 33J_ I 31A A fiu- amber drnd/O 1*0tffwrva raQ Shob Poll WW Total Pane Ram aaa1 31140 4L0 1 4wA h) fya I YLO5fA M4:S Jamb I Ims I bmb' MAS Jamb I N•S 9l.0 4 6 6 4x0 4 e 5 e e e e e ALO 4 6 e 6 e e e SLO 4 e 5 e e e e MI WINDOWS Rosa°Y° ops LLc W CARROLLTON, TX 75006 J`51R ILo10014f, v, v OEN0, 01 k• oSERIES420SGDREINFORCEDWITHOUTADAPTER 9 z 96' ELEVATION r,(4P7jTATej1 , STAT OF muiwlt V.L.08-9012 249 oea Ni. a0/ A OFS:ORIaP dy' ONA111 0; WIN 041E 10/30/13 2 OF 10 E FF HE 95' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 16 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX ^— { 6' VAX 6' WAX 6' AX WE GHT 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR NEW DESIGNPAFSSVRERATMG WACTRATTNG 35.013SF NONE wml2.1&i'S1LL SEE CHARTS Of AND42SHEET2FOR OTHER VANTSRAMW DESIGNPRESSUREA. 4MG 4fPACTAITIM(3 25 W-28.6PSF I NONE WI7} 41 •VP SQL SEE CFdR7S 40 AND 14 SHEET2 FOR OTHER UMRS RATNGS OOW, ld I — aF IiOdFD ADDED FIANCE AND FIN INSTAUATION 1 12/10/13 IR.L CURT fS HombVOFI/KAof Au•IleMlpOUW ftWsWToWU&MWt (" m no 1 34.0 QO 1 4X0 aao Ht4 bm• Tso H16 Am uo NIS bJM a6o NLS ba0 14A 1 e S 6 e 6 6 6 A 1 6 6 6 6 8 6 eao 6 a e e e LEI e a 6 0 6 0 e 5 3/ 8' --1 2 ' /32' 2 1/ 32' SILL AWMNUM 6083- 73.053774ICK 2' i W SILL ALUMINUM 6069, T8.0.%TMCK MI WINDOWS AND DOORS LLC X01111 iff /% CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER • 96, x 96' FIN ELEVATION p ; 6TATE OF V.L. NTS 08- 02249 10 1/2- MIN. an oTso mN a1E rrRavta EDGE OLSTANCE A ADDED "GE AND nN INsm AIION 12/10/13 RL 1 3/8- MIN. W000 FRAMING EMBE4l1ENT OR 2X BUCK i BY OTHERS MAX. 10 WOOD) SHIM MAX EMBEDMMENT r SHIM -SPACE SCREW T- INTERIOR 1/2- MIN. EDGE DISTANCE 010 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR LL U W J INTERIOR VERTICAL CROSS SECTION WOOD FRAMINS OR 2XBUCK INSTALLATION NOTES.` 1. INTERIOR AND On-ER10R RNISNES, eYOTHERs; NOT SHOIAW FOR CLARI . 2 PERILIE7ER AND JOINTSEALANT BYOTN&RS TO HE OES/GWED 04ACCORDANCEWVMASTME2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EAUAL EE SHEET 3 OR SILL OPTIONS MIN. ENT 10 WOOD SCREW WOOD FRAMING OR 2K BUCK BY OTHERS JAMB INSTALLATION DETAIL WWOFRA "ORUIRICKINSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96' z 96' FRAME INSTALLATION DETAILS une arc to i L. 08-02249 Wx NTS JDAIT 10/30/13 IPW4 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4• MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR VER77CAL CROSS SECTION METAL STRUCTUREWSTALLATUON NOTES: T. UNrawRAND EXTERIOR FWM4FS BY OTHERS NOT SHOWN FOR CLAR111: 2 PERMETER AND,UDUNT SEALAW 8V OTMM TO 8E DESIONED INACCORDANCEWRHASTM Eli f2 L TO BE SET IN BED OF VULKEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS T- 7/8. w EDGE OISTU L 10 SMS OR SELF SCIRWEWS METAL STRUCTURE BY OTHERS A I ADDEO FIANCE AND FIN INSTA LAl10N 1 12/10/13 1 RL JAMS INSTALLATION DETAIL METAL STRUCTURE MTAUATION MI WINWS fool W. CROS Y RD LLC CARROLLTON, TX 75006 51R:9to 9 r••GEN0'- d 0 AT OF ' I SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" a 95" FRAME INSTALLATION DETAILS.n. pSORI G q/F/ 2NA WAUo0c 08- 02249 IA w,E s UU:AMNTS10/30/13 S OF 10 2 1 /2- MIN. EDGE DISTANCE s ; 1 1/4- MIN. CONCRETE/ a• EMBEDMENT MASONRY 1 1/4' MAx. BY OTHERS SHIM SPACE OPTIONAL 1x BUCKTO E PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON OCTERIOR W J 3/16- TAPCON MASONRY/ BYOOTETEHERS LJ-J /N7ERl0R SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 3 FOR SILL OPTIONS s . a 1 1/4' MIN. a'• •; EMBEDMENT 2 1/2' MIN. EDGE DISTANCE VERTICAL CROSSS SECTION CONCRE WSONRYWS'TALL4T/ON CCV-RF11D9 are I 4"m m ADDED FIANCE AND FIN INVALLATOI 12/10/13 I R.L. 1 //4' MIN. EMBEDMENT 7- 1 /4- MAY. 2 1/2- SHIM SPACEa INTERIOR MIN. II EDGE DISTANCE 3/16' TAP , T' CONCRETE/MASONRY BY OTHERS EXTERIOR JAMS INSTALLATION DETAIL OPTIONAL 1 x BUCK TO BE PROPERLY C RYw' SECURED SEE NOTE 3 SHEET 1 Nom 1. INIZVOR AND Of OlOR KNISHES, BYOTNEAS NOTSHOWNFOR CWITY. 2PERWEI ANDJOWTSEAL1NrBYOTHERSTOBE OSSIGNEO W ACCORDANCE Wl1HASTW EW2 MI wINoowW. AND LLC 0ZzCROSBOYooU$ CARROLLTON. TX 73006 GENS U+ DAT *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" 1c 9 FRAME INSTALLATIOIO N DETAILS y' C OF rpm o aALOB-02249 Fa......G`i 4ONAj11 AU acre sectAUNTS103013 6 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. T EDGE DISTANCE 1 3/8' MIN. EMBEDMENT 1/4' MAX SHIM SPACE SC10RRE YSOO ExTER/OR LLD UJ INTERIOR 0 BE SEr IN OF VULKEM 116 RUCTION ADHESIVE UAL 10 WOOD SCREW SEE SHEET 3 FOR SILL OPTIONS WOOD FRAMWC OR 2X 8= BY OTHER: MIN. LENT VERTICAL CROSS SECTION KVOO FRAMINGOR2XBUGYWSrAUATK)N NOTES: 1. QJTERIORAND E)nWlOR FA(q*S, 9YOT14ERS, NOT SHOWN FOR CL.ARITY 2 POWMETER ANDJOWT SEALANT 8YOTNERS TUBE DESIONED 1NAccoRDANCEWITH ASTM E7Tl2 I- 1 3/5' MIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS 1 SHIMIM SPACE F OOCRIAIOM are I opm m ADDO FLANGE AN() FIN DWALLAMON 12/10/13 1 R.L lurcalno JAA48 INSTALLATION DETAIL IVOOD FRAMING OR 2X BUCK AVSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS y,L, 08-02249 SOUK 1 10/30/13 JOW7 OF 10 ENSwq-9GF 4-TAYE OF _ _ METAL. STRUCTURE BY OTHERS p10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4• MAX. SHIM SPACE T 10 SMS OR SELF DRILLING SCREW INTERIOR SET IN WLKEM 116 ON ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSYALAT10N NOTES: 1. MfrEPMR AND OaERIOR FIMMMES. BY OTHERS, NOTSHOLSNN FOR CLARITY. 2 PEN14ETERANDJOIN7SEAL NT BYOTHERS TO BE DES113NEV MAC:.ORDANCE P18HASTM Elf 17 7/8- MIN. EDGE DISTANCE I 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1/4' MAY. SHIM SPACE IKWDNS o1 mnw 041E I AFM V8) ADDED FLANGE AND FIN INSTAUAMON 12/10/13 TRL. -- JAW INSTAUA770M DETAIL METAL STRUCTURE VSiAU ATION ICI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 95" x 96" FLANGE INSTALLATION DETAILS MOM ONC m R V.L T 08-02249 NTS 109M 10/30/13 Imw8 OF 10 nlrru/, _ IiEAIS91D Sty tUtz- 2 1/2- MIN. EDGE OISTANCE 1 1/4" MIN. i , ii• . EMBEDMENT CONCRETE/ ' 1 • : _ MASONRY 1/4- MAX. BY OTHERS SHIM SPACE OPTIONAL -fIXBUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON D(TERIOR LL J 1L-U INTERIOR SILL TO BE SET IN A BED OF VULHEM IIS I CONSTRUCTION ADHESIVE 3/16- TAPCON OR EOUAL SEE SHEET 3 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS f, 1 1/4" MIN. a'• ' , EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE444SONRYINSTAUAI70N of_scerrrar onF A ADDED FLANGE AND AN MVALLA=N 12/10/13 RL 1 1/4• MIN. EMBEDMENT t/4- MAX. z 1/2- I SHIM SPACE INTERIOR MIN. EDGE DISTANCE ad a 3/16" TAPCON CONCRETE/NASONRY BY OTHERS a EXTERIOR JAMB /NSTALLATION DETAIL OPTIONAL 1X BUCK OONuiET640SONNYINSTALUTON TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 1. AliBWORAND ETERWMASNES`BYO S NOT SHOWNFOR CLARITY. 2. PERIMETER AND JOA?SEAUWT BYOTHERS TO BE DESIGNED W ACCORDANCE Wr N ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 J v, SERIES 420 SOD REINFORCED WITHOUT ADAPTER 96" x96' FLANGE INSTALLATION DETAILS v i F olwnaV. L arc No. 08- 02249 K" A scAIE NTS JW= 10/30/13 JOWS OF 10 HS 1J 26/ l 1/4' MAX iav Ixaaamou tfpE A Wlovm WOOD FRAMING " SHIM SPACE A AD= FIANCE AND FlN INSTALLATION t2/1o/t3 Rd. BY OTHERS IMERfOR t 5/t' MIN. EDGE GIST. a 1 1/4' a TRIM : ' ° MIN. 1 1/4' MIN. EMBEDMENT INTERIOR EMBEDMENT MASONRY/CONCRETE —T BY OTHERS B WOOD 1X BUCK BY OTHERS, SCREW EXTERIOR HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 7/16' MIN EDGE DISTANCE TAPCON JAMB INSTALLATION DETAIL EXTERIOR PANEL INTERLOCX WOODFRAMNOORZYBLOCK INSTALLATUN NOOKSTRIP INSTALLATION MA80NRY10OAKi1ETW 1 1/4' MIN. METAL STRUCTURE EMBEDMENT BY OTHERS 8 WOOD WOOD SCREW BBYY FRAMING TTHERSIMERIOR AIM TRIM 1/ 4" MAX 1 3/B' MIN. I SHIM SPACE EMBEDMENT INTER10R 7/ 1MIN — EDCc DI DISTANCE INTERIOREXTERIOR VERTICAL CROSS SECTION tv1000 FRAMWO OR 2YBUCK INSTALLArM FOR SILL 1NSTALLATVN SEE SHEETS ". HOOK STRIP HOOK STRIP S10 WOOD 110 SELF DRILLING SCREW SCREW 1:1PANELEXTERIORPANEL INTERLOCK EXTERIOR INTERLOCK NOOK STRIP INSTALLATION NOOK STRIP INSTALLATION 2X BUCXAVOOD FRAMNG METAL STRUCTURE MI WINDOWS AND DOORS LLC ULR11 Llplf ii CARROLLTON, TX875006 • v CENSF90 SERIES 420 SGD REINFORCED WITHOUT ADAPTER +TIT• o .fit= NOTE 96" x 96' 1. INTERIORAND EXTERIOR RNISHES, 8YOTHERS, NOTSHOWNFORCLARI'M NAILFlN do HOOK INSTALLATION DETAILS po TAT OF •tLO` IPOUMETERAND JO/ NTSEALANTBYOTHERSTOBE DRAM tlxeas trcv i`''°OR10Q;•. DES/GNEDINACCORDANCEWTTHAS7UE111P V. L 08-02249 p i/Ss NAL Q G\ NTS 10/30/ 13 10 OF 10 1/2' MIN. Rcv aEsclo noN CAN EDGE DISTANCE A ADDED SHAMS 03/06/12 R.L B ftEVLgD PQt NEW U3nNC 10/15/13 R.L 1 3/8' MIN. C ADDED FIANCE 1NSTAUATIONS 12/06/t7 RL WOOD FRAMING EMS ENT OR 2X BUCI( BY OTHERS 1 3/8' MIN, 1/<' MAX. 1/4, EMBEDMENT r SHIM SPACE SHIM —^ INTERIOR P10 WOOD SPACE 1/2" MIN. SCREW EDGE DISTANCE ( a EXTER10-9 INTERIOR a 10 WOOD SCREW a SILL TO BE SET IN I10 W000 A BED OF WLKEM 116 SCREW CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 EXTERIORFORSILLOPTIONS WOOD FRAMING OR 2X BUCK WOW FRAMING JAMB INSTALLATION DETAIL BY OTHERS OR 2X BUCK W000R VWMGORZXBUCK NSULLATION BY OTHERS 1 3/8' MIN. EMBEDMENT VERTICAL CROSS SECTION WDOD FRAM/NOOR ZX BUOK/N8TAUAnQN MI WINDOWS ND DOORS 11C \s1 {ILIoz 1001 W. 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SHIM SPACE 3/16- TAPCON 3/16- TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR VERTICAL CROSS SECTION CONCRET&WASONAY /NSI•ALLATTON INTERIOR SILL TO BE SET IN A BED OF VULKEM I IS CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS T 1 1 /4' MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE 1/4' MAX. SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 my uc=lFfm AT[ AvmM A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 RL C ADDED FL NCE INSTALLATIONS 12/05/13 Ri IAMB INSTALLATION DETAIL ccNcRErE&AscmRYlWALLATI0N NOTES 1.WTERIORANOE7RERIORFIMSNFS BY OTHERS NOT SHOWN FOR CLARITY. E PERAge7ERANV. Nr$S4L4NT8Y07NfiRS TO BE DESIGNED W ACOORDANCE WITH ASTM &112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 78006 SERIES 430/440 XIX SGO 143' x 96" REINFORCED FRAME INSTALLATION DETAILS TnTawx: oTMo Na F.A. 08-00503 NTS Jam.02/23/09 ImmTs OF 9 cyv E OF P••;°COR10' J000 FRAMING IOR 2X BUCK BY OTHERS P0 WOOD SCREW EXTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS i/2' MIN. FORMS m.E DISTANCE A ADDED CRAMS RENSED PER NEW TWMG MIN. C ADDED FLANGE INSTALIATIOM Fh1BEQMENT 7ml/44x- 1 3/8- MIN. ENBEOMENT 1/4' MAX. FSHIM SPACE SHIM SPACE T 1MIN. INTERIOR C EDGEE O DISTANCEt INTERIOR 110 WOOD SCREW SILL TO BE SET IN A BED OF YULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK 1BYOTHERS1 3/8' MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMMc; DR ZX BUCK MSTALLATTON NOTES I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT MOWN FOR CIAeRT Y. 2 PENNSER AND JOMTSEAbANT BY OTHERS TO BE OESICINEDWACCORDANCE 114THASTME2112 mur APPROYW 03/ 06/12 R.L. 10/ 15/13 RL 12/ 06/13 R.L JAMB INSTALLATION DETAIL Vo= FRAMM 0R 3X BUCK lNSTALCATION MI WINDOWS AND DOORS LLC 11R I[IJ/z 419! 1001W. CROSBY RD CARROLLTON, TX 75006 J\? - - v '\OEjVs*- d' V- TAI-e SERIES 430/"0 X1X SGD 143" x 96• REINfORCED FLANGE INSTALLATION DETAILS OR10'•, oRAruF. A. owe m 08- 00503 RUN C i W/ DNA At \\\\ soot NTS try 02/23/09 —6 OF 9 1 METAL STRUCTURE BY OTHERS EXTERIOR 1 /4' MAX. SHIM SPACE OR 7/8 + MIN. LUNG EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS 1/4' MAX. r SHIM SPACE F3 INTERIOR IRtlSlOM7 11(V I WE 1 """1110 A ADDED C WIS 03/06/12 RA- 0 REV= PER NEW TI51wo 10/15/13 FL.. C ADDED FLWGE INSTALLATIONS 12/06/13 ILL a SILL TO BE SET IN LJ A BID OF VULXEM 116 CONSTRUCTION ADHESIVE 410 Sms OR OR EQUAL METAL SELF DRILLING STRUCTURE SCREW BY OTHERS Ila METAL rtEXMrERIOR SEE SHEET 2 STRUCTURE FOR SILL OPTIONS IAMB INSTALLATION DETAIL BY OTHERS[[rk METAL BTRUOTUREINSTALIATTOV VERTICAL CROSS SECTION A(ETAL STRUCTRE VV47AUATII?N NOTE£ 1. INTERIOR AND O(TERVIRFVVISNES. BYOTHE A NOT SHOKN FORCIARITY. Z PERIMETER ANC JOINT SEALANT BYOTTiM rO BE DESIGNED IW ACCORDANCE WITH ASTU E21 12 MI WINDOWS AND DOORS LLC loot W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/44 XIX SGD 143' x 96' REINFORCED FLANGE INSTALLATION DETAILS WAVft MO on F-A. 08-00503 W— NTS 1— 02/23/09 —7 OF 9 S7Ffd vvANT OF CONCRETE/ 2 1/2' MIN. MASONRY EDGE DISTANCE BY OTHERS 4 a • • 1 ., . • '. ' 1 1/4" MIN. J+ ' ; ' EMBEDMENT OPTIONAL IX BUCK TO BE PROPERLY al,14-V* MAX. SECURED IM SPACE E NOTE 3 SHEET 1 3/16" TAPCON 1 1/V" MIN. EMBEDMENT 2 I/2' MIN, EDGE DISTANCE 3/16' TAPCON II II 1{ II II I{ CONCRETE/MASONRY EXTERIOR II I INTERIOR BY OTHERS 3/16' TAPCON II 11 II II Il II 1/4' MAX. r SHIM SPACE xcvmx E RtV oa+omt I am I YPRO.0 A ADDED CHARTS 03/00/12 RL 6 REVISED PER NEV TESTING 10/15/13 RL C ADDED FLANGE IMAUAMONS 12/C6/13 RL SILL TO BE SET IN A BED OF VUL.KEM 116 L". 27?7. CONSTRUCTION ADHESIVE OR EOUAL 1X BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETSWASONRYRVSTALLATRW SEE SHEET 2 SECURED SEE NOTE 3 SHEET 1FORSILLOPTIONS MASONRY/ CONCRETE BY OTHERS re' 1 1/4' MIN. NOTES I.INTERIORANOSXTERIORFINISNSS,BYOTNERS, EMBEDMENT NOTSNOWNFOR CLARfTY. P PERGHETERAND JOWSEALANT8YOTHERSTOBE f • . DESIONE2I IN ACCOROANCE WM ASTI'A E2112 VERMAL CROSS SEC77ON 2 1/2• MIN. OONCRETH9NASOIYRYINSrALLATION EDGE DISTANCE MI WINDOWS cRoe00RS LLC s LIIoR:Lt.sYDCARROLLTON, TX 75006 GENSF'd' SERIES 430/"0 XIX SGO REINFORCED143" x98" FLANGE INSTALLATION OETAILS T6XV04FW?r G;?. cRaowcaRLV08- 90001503 C ONA II scatogreNTS0223/09 8 OF 9 1 5/6" MIN. EDGE GIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP - 1 1 /4• MIN. EMBEDMENT 1X BUCK BY OTHERS, 1X SUCK TO BE - PROPERLY SECURED EXTERIOR PANEL WMLOCK HOOK STRIP INSTALLATION lA4S0NRYA70NaM7E INTERIOR TRIM 1 3/e• MIN. EMBEDMENT HOOK STRIP L \ 10 WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X 6UCKANOOD FRAMW0 cASIONs OCKO„o„ o" .ww4n A ADOm CHARTS 03/06/12 R.L B RrA m PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP f10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES 1. ffaW RANDE7RERIORRMSHE$ BYOTHEIn NOT SHOWN FOR CLARRY. YPERWETERANDJOA SEAIAAWBYOINERSTOBE DESfONED INA000WANCE WITMABTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 43O/440 XIX SOD 145' x 96" REINFORCED HOOK INSTALLATION DETAILS FA 05-00503 NTS 1— 02/23/09 —9- OF 9 10/27/2016 Florida 8uildino Code Online BCIS Home I Log In I Use, Registration I Hot Topics I Submit Surcharge I Scats h Facts I Publications I FSC Staff I BCIS Site Map I Links ; Search I Florida r rR! Product Approval USER: Public User 1 aaol0T Product Aooroval Menu > Product or Application Search > Aoplication List > Application oetall FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb 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 10. 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 i, Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard DASMA-108 DASMA-115 Year 2002 2005 hltps://www.floridabLdidrig.org/pr/pr app dtl.aspx?param=wGEVXQwtDqufllJRfWx(6u7oinl0heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 Summary of Products _ FL # Model, Number or Name 9174.1 5120 / 6100 / 9100 #0228 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: 9174.2 1 5120 / 6100 / 9100 #0229 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Description 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 11 0228 318958 P7.odf 9174 R11 11 Track Suoolement Chart P10,ndf FL9174 R11 If WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.adf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9' Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 I[ 0229 3189S9 P8.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 If WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 6S3.adf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 RIL AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.3 I S120 / 6100 / 9100 #0230 116' Max width. 8'-9" Max height. Max section height 21'. Glazing 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: +25.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes 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 0230 318960 P10.odf FL9174 RI I It Track Suoolement Chart P10.odf FL9174 R11 It WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 RI1 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. W-9" Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 1111 It 0231 318996 PS.odf FL9174 RI If Track Suoolement Chart P10.odf FL9174 R11 If WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 6S3.adf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 19' Max able din top or intermediate sax section height 21". Glazing Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 11 0234 319022 PS.odf L9174 R11 11 Track Supplement Chart P10.odf FL9174 R11 11 WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 MtpsJ/www.floridabuilding.org/pr/pr_app dU.aspx,Wam=wGEVXQwtDqufljRfWxf6u7cinlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 2/6 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.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.6 S120 / 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 HVH2: No FL9174 R11 It 0235 319023 P6.odf Approved for use outside HVH2: Yes FL9174 R11 II 319040 PI Post.odf Impact Resistant: Yes FL9174 RI t II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 It WDJambSuoolementP16 s.odf 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.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 1111 AE FLO9174 r9 Affirmation for FBC Sth 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 HVH2: No FL9174 R11 It 0232 318999 PS.odf Approved for use outside HVH2: Yes FL9174 R11 If Track Sun olement Chart P10.odf Impact Resistant: No FL9174 R11 It WDJambSuoolementP16 s.odf 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 6S3.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf L9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 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 HVH2: No FL9174 RI I It 0233 319000 PS.odf Approved for use outside HVH2: Yes FL9174 R11 It Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.odf Design Pressure: + 18. SO/-20.70 Verified By: John E. Scates P.E. FLORIDA PE S1737 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 6S3.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent 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 HVH2: No FL9174 R11 [[ 0236 319024 P6.odf Approved for use outside HVH2: Yes FL9174 R11 11 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.0df Design Pressure: +30.00/-33.50 FL2174 R11 II WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI1 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVH2: No FL9174 RI1 It 0237 31902S P6.odf Approved for use outside HVH2: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 lI Track Supplement Chart PIO.odf Design Pressure: +39.20/-43.70 FL9174 R11 If WDJambSuoolementP16 s.odf 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.odf FL9174 R11 AE Eval Reot 9100 r1 s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes hitpsl/www.flaridabuilding.arg/pr/pr_app O.aspx?param=wGEVXQwtDqu(11JRNVxf6u7ojnl0heH%2bRK lkizESWxAzegKuY8GeGO%3d%3d 3/6 10f27/2016 Florida Building Code Online 19174.11 15120/5140/6100/9100/9400/9600 I9' Max width. 10' Max height. Max section height 24'. Glazing 1t0600 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: +26.90/-30.80 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. 9174.12 I5120/5140/6100/9100/9400/9600 0601 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: 9174.13 I5120/5140/6100/9100/9400/9600 ax 0602 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 15. 30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.14 I5120/S140/6100/9100/9400/9600 ax 0603 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/-25.00 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. 9174.15 I5120/5140/6100/9100/9400/9600 ar 0604 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 0600 319026 1)4.odf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 If WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf 9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9' Max width. 10' Max height. Max section height 24" Glazing available in top or intermediate section. Installation Instructions FL9174 R11 It 0601 319027 P4.odf FL9174 Ril If Track Suoolement Chart P10.odf FL9174 R11 lI WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 10' Max height. Max section height 24". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 It 0602 319028 PS.odf FL9174 R11 It Track Supplement Chart P10.odf FL9174 R11 11 WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 10' Max height. Max section height 24". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 It 0603 319029 PS.odf FL9174 R11 lI Track Suoolement Chart P10,odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R1L AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for EBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8' Max height. Max section height 24" Glazing available in top or intermediate section. Installation Instructions FL9174 RI I It 0604 319030 PS.odf FL9174 R11 It 319040 P1 Post.odf FL9174 R11 If Track Supplement Chart Pio,odf L9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 1111 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing tt0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 If Track Supplement Chart P10.odf Impact Resistant: No FL9174 Ril II WDJambSuoolementP16 s.odf httpsJ/www.flaridabuilding.argfpr/pr_app O.aspx?param=wGEVXOwtOquFl1JRANxf6u7ajnl0heH%2bRKJkizESWxAzegKuYBGeGQ%3d°3d 4/6 10/27/2016 Florida Building Code Online 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 R1 t AE ASTM A 653.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9t00/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing 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 i designed as partially enclosed or door is a replacement door. 9174.18 I5120/5140/6100/9100/9400/9600 0609 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. 9174.19 15140/6100/9400/9600 #0608 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure i designed as partially enclosed or door is a replacement door. 9174.20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure i designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 It 0606 319032 P6.odf FL9174 RI1 It 319040 P1 Post.odf FL2174 R11 If Track Suoolement Chart P10.odf FL9174 R11 It WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports EL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 24" Solid only - no glazing available. Installation Instructions FL9174 RIL tI 0609 319035 PS.odf FL9174 R11 It 319040 Pi Post. odf FL9174 R11 It Track Supplement Chart Pio.odf FL9174 R11 If WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf F!9174 RIL AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 If 0608 319034 1)4.odf FL9174 R11 11 Track Supplement Chart P10.odf FL9174 Rll If WDlambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 11 0607 319033 PS.odf PL9174 R11 It Track Supplement Chart P10.odf FL9174 R11 If WD3ambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 ri s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Back Nes t Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: SS0.487-1824 The Slate 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 pudic -records request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850.487.1395. *Pursuant to Section 45S.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 of you are a licensee under Chapter 455, F.S., please dick DIM_. Product Approval Accepts: httpsl/www.floridabuilding.orglprlpr_app O.aspx?param=wGEVXC+wtDquN1JRNVxf6u7ojnl0heH%2bRK,lkizESWxAzegKuYBGeGO°63d%3d 5/6 10/27/2016 Florida Building Code Ordine OR® Credit Card Safe Imps://www.floridabuilding.org/pr/pr_app g1.aspx?param=wGEVXQwtOquflIJRNVxf6u7ojnl0heH%2bRKJkizESlNxAzegKuY8GeGO°kid%3d 6/6 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOTC a 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 S00 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 1 7 6 780 9 7 6 800 9 1 7 6 fr 9 cp 00 No. 51737 0 STATE Of 'j ` 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 = 30ps1 DOOR WIDTH = 16(t LOAD PER JAMB - 30ps1 x 1611/2 - 240lb/It 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 14/2", 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. Approved Date: 2015.02.20 09:56:33-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE S1737 TX PE S6308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB (LB/FT)"' 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 660 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 f- BC,4r No. 51737 r : v STATE OF (( 4/ pQ•t, % ;IOR0. Q0 z//SS1ONA; -? 1. BASED ON 16d COMMON WIRE NAILS (0.162'x3-1/2') OR 16d THREADED HARDENED -STEEL NAILS (0.148"4-1/2") 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 16f /2 = 240lb/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. Approved 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 MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/ N013 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 1 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 vz No. 51737 i STATE OF400 • p • toa op'' per`' . 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. Approved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB NOTE' 2500 PSI CONCRETENOTE I 4000 PSI CONCRETE NOTE I 2000 PSI GROUT FILLED CMUNOTE z 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 a scAp,._ p.GENa •. ii No. 51737 01, STATE OF %1— 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 = 1611 LOAD PER JAMB = 30psf z 16fV2 = 240lb/ft 5. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2z6 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. Aooroved Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE S6308/F2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOrE' 2500 PSI CONCRETE"oTE I 4000 PSI CONCRETE "oTE' 2000 PSI GROUT FILLED CMU"ore 2 100 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 Mo. 51737 O STATE OF ol 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 KWIK BOLT 3 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 4'. 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/It S. 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. Annroved 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 S6308/1`2203 Revision P16 aguc® w Balton 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 No. 51737 O ; STATE OF ORO lSS/ONA; Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' 3OHN E. SCATES, PC 3121 FAIRCATE DR. CARROLLTON. TA 75007 FL PE 51737 IX PE 56306/F2203 PROFESSIONAL ENGNEER'S SEAL PROMOEO ONLY FOR VERIFICATION OF RIHOLOAD CONSUNCTIOH OE1ML5. 1 B' MAX FASTENERS PER SCHEDULES I TNRU 4 MINIMUM 2.4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2.6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYP SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT 6' MAX. J DOOR w10TH MINIMUM 2.6 !3 G HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4' 4' 2-3/4' 2) 3/B' SIMPSON JITEN MD 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'. DETAIL I MINIMUM 2500 PSI CONCRETE NOTE, MAXIMUM DESIGN LOAD CAPACITY OF 20E5 LBS. MINIMUM 2.6 #J r HEADER LOCK SOUTHERN PINE f ao.r rT L(4) 3 SIMPSON 717EN MD SCREW ANCHOR WITH A 1-1/4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 4'. OETAIL 2 MINIMUM 2000 PSI GROUT FOIFD CMU N01E: MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. MINIMUM 2.6 /3 rQ HEADER LOCKSOUTHERNPINE / BRACKET LUMBER. — I 1- 1/2- J \ 1_1/2- J 4) 3/B' DIA. LAC SCREWS WITH 1-1/4' O.D. WASHERS. LAC SCREWS SMALL HAVE A MINIMUM PENETRATION OF 1-9/32- INTO THE MAIN SUPPORT MEMBER DETAIL 3 MAXIMUM DESI N L AD CAPACITY OF 2430 LBS DRAWN SHEET 1 OF 2 Ir.crwn NAME DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 IP16 a c. w 091 on 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 MIN 23W PSI CONCRETE UM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN 2 3//4' OF SUPPORTING STRUCTURE 94ALL MIN E!>+Y DI BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE d' i • G 3/8' SIMPSON T17EN HD. 2-3/4' MIN EMBED. MIN E' BETWEEN JAMB BRACKET LOCATION — JAMB BRACKET 1/4-201A/19' TRACK BOLT AND / 1/4-20 HEX NN—1 TRACK No. 51737 dop N0STATEOF tt 4 Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E SCATES. PE 3121 FAIROATE OFL CARROLLTON. TX 75007 FL PE 51737 Tx PE 5630307203 PROFESSIONAL CNONCER'S SEAL PROVOCO ONLY FOR VERIFICATION OF MnDLOAD CONSTRUCTION OETAAS MIN 2 4 SPF (C-0.42) OR BETTER WALL STUD UQM 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 I 5/16' LAC SCREW WITH 1-9/32' EMBED IN CENTER STUD (i 1/4') FOR EACH JAMB BRACKET LOCATION — JAMB BRACKET 1/4-20a9/18' TRACK BOLT ANO 1/4-20 HEX MU TRACK SHEET 2 OF 2 JAMB CONNECTION SUPPLEMENT RE VISIONS I I DATE I NAME I DRAWING PART NO. REV. 324620 P16 The Genuine. The Original. Overhead Ooor Corporation 2S01 S. State Hwy 121, Suite 200 Levnsville, TX 7SO67 Phone 4695497100 fax 469 S49 7281 vm overheaddoor.com 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 OV@ftl@1CI DOOf:COfpOfdtlOn ASubsdary (Sen,aHoldings,torporatbn. F*P.•• ,ceN •.'`is, p; STAN OF '• /: a0 At E o/50/ y/c John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model S140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Section 1609.1.2 Section 1714.5.3.1 Test Procedures Wind Loads ANSI/DASMA 115 - Windborne Debris testing ANSI/DASMA 108 - Static windload testing Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof') pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. N. cY -,D V qtoo FL09174-R7 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. C_i_G_ZK3) OM Drawings TABLE 1. Fl. 09174-117 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 PS 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 G A= rto/,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 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev PS 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev PS 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev PS 2020W 2020W 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 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev PS 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 G12- 4 (°alb / l 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 W MDF decorative overlay. ap' . U- 5 lb(w fti FL 09174-I17 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, Jo n E. Scates, P.E. Florida PE # 51737 v to(A I John E. Scates, Professional Engineer February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 3121 Fairgate Or. Carrollton TX 75007 fax (972) 492-0077 ( office (972) 492-9500 Re: Statement of Affirmation to FBC 51h Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 51h 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 q 51737 0%111 I111/// No. 51737 1r STATE OF •` Uw= 1. SHORT PANEL NON -IMPACT RESISTANT CLAIM OPTION - OW MINIMUM SSS GLAZING IN NO-= FRAMES SCREWED TOGETHER WIN A MINIMUM OF (6) /e 1• SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESCH PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13 73• AND A MAXIMUM LENGTH OF 16.75•. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS RECJONS 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - OW MINIMUM SSS GLAZING IN MOLDED FRAMES GLUED WITH A 1 BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE OUTERFRAME AND SCREWED TOGETHER WITH A MINIMUM OF 10) /e 1• SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH QR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS ORAWM. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 1375• AND A YAGMUM LENGTH OF 39•. GAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WWQ-BORNE DEBRIS REGONS GLAZED SECTION REWIRES 18 GA J-STRUT SCRREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-1140/8• SELF ORtUJM0 CBMPTIIE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUME OF THE ODOR 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 SMALL BE 1/N• MAKROLON-AR POLYCARSONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21- ANO A MAXIMUM LENGTH OF 50.08•. GLAZING IS IMPACT RESISTANT AND GOES MEET THE REQUIREMENTS FOR WINO -BORNE OEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS GLAZED SECTION REWIRES REINFORCEMENT BRACKETS ATTACWEO TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G SHEET 2X 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SMALL FIELD INSTALL (1) 1/.-tH 7/8• SELF DRILLING CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SHEET 2. A. VINYL OR WOOD DOOR STOP MAILED A MAXIMUM OF 6' D.C. MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16• TO MEET NEGATIVE PRESSURES. S. KEY LOCK. SUOE LOOKS. OR OPERATOR REQUREO. 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 CA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. END CAP TO HAVE A MINIMUM 1.1- DEPTH, 7. THE DESIGN OF 114E SUPPORTING STRUCTURAL ELEMENTS SMALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR T14E LOADS LISTED ON THIS DRAWING. 8. DOOR JAMB TO BE MINIMUM 21Ie STRUCTURAL GRADE LUM8ER REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPOR71NO STRUCTURE. 9. LOUVER OPTION - .OHO• MINIMUM LOUVERS IN MOLDED FRAMES SCREWEO TOGETHER WTN A MINIMUM OF (6) alll- SCREWS INSTALLED W THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND 00 NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS LOUVERED SECTION RCOUIRES OPERATOR STILE TO SE FACTORY INSTALLED AT THE CCNTERUME OF THE DOOR. JINN E. SCAMS. PE 3121 FNROATE OR CARROLLTON. T 7S007 FL PE 31737 TX PE 563MM203 PROFESSIONµENCINCER'S SEAL PROMOEO ONLY FOR VERIFICATION OF MNDLOAO CONSTRUCTION OETNLS. 1J GA HORIZ ANGLE 3 OA MG ANGLE ' 16 GA uW HORIZ TRACK S/16 t-S 8• RAGScRtn YIN 3 AS SHOWN) , le GA YIN VERT TRACK LAA SCREW AT EACH JAYS OR 1/N-20 9/16• TRADE BOLT AND 1/.-20 HEX NUT AT EACH JB JAMB BRACKET LOCATION IS OA STIFFEN JAYS BRACKETS SEE SCH0.0UlE FOR INANITY, LOCATION, AND TYPE KEY LOCK OR SLIDE LOCK BOTH ENDS (NOT REQUIRED WITH OPERATOR SEE NOTE 5). SLIDE LOCK SHOWN FOR CLARITY yQ]E: (•) SECTION SOLD ODOR SHOWN. SEE SWEET 2 FOR U-BAR IOCATIONB ON ODORS WITH OTHER SECTION QUANTITIES AND SEE NOTES t, 2 AND 3 ON THIS SHEET FOR GLAZING OPTIONS SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION GA END CAP f 18 CA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP se 1 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 IY-0•. JAMB 8 SOiEDULE DOOR EIGHT No OF SECTIONS W OF JAMB BRACKETS EACH JAMB) TTYPERACK LWAIIUN Ur ULNIERLINF OF AMU BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS t Z•) 7'-0• A 6 O JB . 13 01 . 2S-t JB . 34,B , 45-1H q 7'- 0• e FAT JB , IO JB , 21-3 s(ill), 29-3 a JB . N.2 JB , 53-1a JB 6 -0' S 6 q JS , t3(01), 23• JB . 34' JB , 47-1 s•(014. 58 JB , 67' q 75' JB 8'-0• 5 8 FAT JB , 10 JB , 21-3 JB , 29-,3 JB , 48 JB , 57-1 JB , 66 JB . 75-1 JB 6 -0 IGH LIFT OOF WON SEE NOTE BELOW muc JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/.-20119/16• TRACK BOLT AND NUT. OI) FOLLOWING DIMENSION DENOTES O ICK INSTALL JAMS BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH TO TRACK. ALL DOORS WITH MGM LIFT. ROOF PITCH AND/OR GREATER THAN 6' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR UNIFORM LOAD EACH JAMB (PLR) WIDTH t6'- 0• 16'-0• ALL 207. 2 -230.A ALL 181. 3 -230. 12'-0• ALL 155,. -172.a 10'-0• ALL 129 5 -THH.O wa!"® Balton ADDISON DRIVE A. FLORIDA 32514 REVISIONS A CHANGES TO GENERAL ORMA7 AND CHANGED BAR FASTENER TYPE T END CAPS AND OTTOM RETAINER HANGED CENTER HINGE AUGE AND ADDEO LIVER OPTION. HANGED STRUT ENTIFICATION METHOD tOM COLORED PAINT TO ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REOUIREO FOR NARROWER DOOR WIDTHS. MRB 5/ 10/06 P6 ADDED IMPACT RESISTANCE TO DOOR, ADDED MODEL 6100. MOOIFIEO NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/ 6/07 RACKET SCHEDULE FOR AT OPTION ADDED LAIR RACK DETAIL SHEET 2. RT 4/ 17/08 8 ADDED IMPACT ESISTANT GLAZING. DOED TEXAS LICENSE UMBER TO TITLE BLOCK. HANGED LOUVER NOTE NCREASEO MAX HEIGHT 0 e'- 9 ADDED HIGH IFT AND ROOF PITCH RACK NOTE. ITT 7/ 22/08 9 UPDATED TITLE BLOCK RT 8/ 26/10 10 ADDED LONG PANEL LAZING OPTION R7 3/ IS/11 STATIC PRESSURE RATINGS I APPROVED SIZES SCALE: HAS SIZE: A DESIGN (PSF): + 25.90/-28.80 IMAX WIDTH: 16'-0 DATE NAME TEST (PSF): + 38.85/-43.20 1 MAX HEIGHT: 8'-9" 1DRAWN 1 3/8/06 CRT IMPACT/CYCLIC RATED (YES/NO): YES IMAX SECTION HEIGHT: 21' CHECKED 4/6/O6 MRB MODELS 5120/ 6100/9100 SHEET ) OF 2 DRAWING PART NO. REV WINDLOAD SPECIFICATION OPTION CODE 0230 318960 1 P10 13 CA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE-PUNCHEO TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH ENO FACING UPWARD IN BOTTOM OF U-BAR AND ATTACH THRU ENO CAP AT WITH ((2)) 1/4-14R5/8' EACH ENO WITH (2) 1//4-14R7 CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCREWS FOR STANDARD TRACK ANO (3) 0 1/4-14 7/8' SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WIII N . ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN} LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/1-14R5/8' CRIMPTITE SCREWS. THE (8) PRE -PUNCHED MOLES EACH END USE MEWING HOLE IN 5110E TO ENSURE FACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROLLERS CAP AT EACH ENO WITH (2) 1/4-1AR7/6' SELF DRILLING CMUP717E SCREWS IS CA HINGE ATTACHED EXCEPTION. U-BAR PLACED OVER TOP WITH (4) 1/4-14R5/6' / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPT17E SCREWS (2 OF BE ATTACHED THRU ENO CAP AT EACH WHICH ARE FACTORY ENO VAIN (1) 1/4-14a7/8' SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR E TO I 2' NYLON STCRMGARO INUSTTALLWSCREWS AT THE ENDS Of THERED ROLLER WITH Ol U-BARS, ALL U-BARS SHALL BE 4-1/2' STEM INSTALLED ON SECTIONS PRIOR TO DETAIL INSTALLING ROLLER SLICES AND TOP FIXTURE ON THE U-BARS SEE ATTACHMENT NOTES ON THIS SWEET, 18 CA HINGE ATTACHEO PLACE U-BAR OVER WITH (6) 1/4-IOA5/8' f INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF WITH (Y) t/-20.5/B' 08MP SCREWS UWHICHAREFACTORYPRE-PUMCHEO HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO TOP LEAF, AND 1 OF LOCATION (1 THRU FLANGE WHICH IS FIELD INSTALLED OF U-BAR AND 80TTOM THRU PRE -PUNCHED HOLE HINGE LEAF AND 1 THRU IN U-BAR WEB OF U-BAR AND DETAIL C INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH .0 3) CRI11 / 4- TITE ArS w5 PUCE U-BAR OVER INTEGRAL f68 WITH NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU ENO CAP AT EACH ENO WITH (1) 1/4-14R7/8' SELF ORILUNG CR(MPjITE SCREW AS FOR IMPACT RESISTANCE. SHOWN AND USE (1) 1/4-147/8' SELF BOTTOM BRACKET MUST BE DRILLING CRIMPITTE SCREW ACROSS THE SCREWED TO THE BOTTOM .• BOTTOM OF THE BOTTOM U-BAR AT U-BAR MIN EACH PRE -PUNCHED HOLE AT EVERY i2) 1/4-14R7/8' SELF DETAILHINGE LOCATION. USE (1) 1/4-2OK5/8' RIDING CRIMPTITE SCREWS, CRIMPTITE SCREW AT ALL OTHER SEE IMPACT 80TTOM BRACKET PRE -PUNCHED HOLE LOCATIONS DETAIL THIS SHEET. 60/4' MIN STAINLESS SCREWS MIN STAINLESS BACKED RUBBER WASHERS 3-1/2- O.C. MAX-nlel 1/8' BEAD GEIILTRAGLAZE SSGHOOOAC 1STRUCTURAL 1 1tCANANTro USED ONLY ON IMPACT GLAZED SECTION - 11 CA REINFORCEMENT BRACKET ATTACKED WITH (4) 1/4-107/8' SELF FJL UNO CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) DETAIL G t) 1/4-147/0' SELF GRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J-STRUT k OPERATOR BRACKET. NOffL J-STRUT & SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED 6 ATTACH BOTTOM BRACKET TO -BOTTOM 1140/'!- BAR WHIN (2) ( 1/4-14J/8' SEIF ORIWNC / CRIMPTITE SCREWS IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3'. 18 GA. SO KS U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN ___ 4) SECTION DOORS MIN (5) 3% IB CA, 60 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN ---- DETAIL F UBAR A A NO 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACKED THRU PRE -PUNCHED HOLES WITH (2) 1/4-144/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE WINCE LOCATION, (2) 1/4-14R7/8' SELF ORIWNC CRIMPTITE SCREWS AT EACH ENO CAP (EXCEPT BOTH U-SARS ON BOTTOM SECTION - SEE DETAIL B AND 0 MIS SHEET), (2) 1 4-14x5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN ENO OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14115/B' CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH ENO. FOR DOOR WIDTHS GREATER THAN IT-O'. 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 EOUAI TO 12--0', THERE $HALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. t WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER POLYC•AISONATE SLICES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH ENO USED OR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING, ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-1415/8' CRIMPTITE SCREWS. 3. 18 CA U-BARS SHALL BE STAMPED '46' APPROXIMATELY 8' H FROM EACH ENO. FACER STEEL =I II / STATIC PRESSURE RATINGS APPROVED SIZES jSi Wade. DESIGN (PSF): +25.90/-28.80 IMAX WIDTH: 16'-0- TEST (PSF): +38.85/-43.20 IMAX HEIGHT- 8•-9' OF IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21' CF JINN E. SCATES PC NON-STRUCTURAL 3121 .".ATE oR. DECORATIVE INNER / oMon MODELS 5120/6100/9100CANIRaITON. n 75007 WINDOW TRIM PL PC 51737 n PE 34 /F2203 0, DIVISION OF OVER14EAO DOOR COR PROFESSIONAL ENONCER'S SEAL ROMOEO ONLY FORDETAIL E PEN$ 95 A FOR10 ,isl. WINDLOAD SPECIFICATION OPTION CODE 0230VERFIFpiX)N OF YANOLOAp mNSTRUCTION DETAILS, (9501 474-2890 REVISIONS CHANGES TO GENERAL MAT AND CHANGED 3AR FASTENER TYPE END CAPS AND TOM RETAINER. INGEO CENTER HINGE IGE AND ADDED ENTIFICATICJ METIHOO tOM COLORED PAINT TO TAMPED NUMBER. RT 3/8/06 5 ADDED SUPERIMPOSED ESIGN PRESSURE LOADS N SUPPORTING TRUCTURE AND LARIFIED NUMBER OF 5/10/06 COED IMPACT i TANCE TO DOOR. D MODEL 6100. FIEO NOTE 6 TO E THAI LOUVERS NO IMPACT TANT. 6/6/07 BRACKET SCHEDULE FOR FAT OPTION ADDED LNR TRACK DETAIL SHEET 2. GR1 4/17/O8 PS ADDEO IMPACT RESISTANT GLAZING, ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK CHANGED LOUVER NOTE INCREASED MAX HEIGHT TO W-9'. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE CRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 PIO ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 N.T.S. 1 3/8/06 CRT ED 4/6/06 MRS SHEET 2 OF 2 DRAWING PART NO. REV 318960 P10 Q 13 GA MIS Q CONTINUOI WALL ANG PLICE PLATE LOCATION J SEE SCHEDULE 11 GA MIN 14" CLIP SEE MAX SCHEDULE 13 MIN CONTINUOUSNUOUS WALL ANGLE 12" 2) 1/4" X MAX 7/16 SEMI TUBULAR RI VI TS 12" SEE CLIP DETAIL MAX r 11 GA MIN CLIP SEE SCHEDULE — viviommollu 6 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 REVISIONS INCH LACK -CLIPS -TEXAS ALL ANGLE 12 FOOT DATED 3 6/11/03 S UPDATED FORMAT. CREASED ALLOWABLE TESSuRES TO 46.00/-52.00 PST FOR L DOOR WID1H5. 1ANCED 'TEXAS WALL vGLE' TO 'CONTINUOUS ALL ANGLE'. ADDED IBSTRATE MOUNTING TAIL. CHANGED TO TEN HD ANCHORS IT 4/2/07 1 CHANGED FORMAT. DED MODELS 9800 vD 8024 WITH OVERLAY I TRACK CLIP HEDULE. iT 8/2t/07 i UPDATED MODELS STIED IN CHARTS DATED SPLICE Q CLIP HEOULES. P 9/06/07 i UPDATE MOUNTING TAIL DRAWINGS IT 10/05/07 I UPDATED CHARTS TO IMINAIE THE USE OF IE AS CUP (REPLACED TH 89 ACROSS THE I 12" TYPICAL CLIP OIP 10/24/07 MAX RIVETING DETAIL PS UPDATED STEEL MOUNTING DETAIL MRS 04/11/08 12" LIP LOCATIONS RSW 0.28" 11 GA MIN CLIP P9 EXPANDED 1-1/2' TO I-3/8' DOOR THICKNESS MAX SEE SCHEDULE 2 / SEE SCHEDULE CHART UP TO 14' HIGH. CRT 12/11/08 TITLE 1 BPIOLOCKPDATEDICRT6/2/,0 12" 1) 1/4"-20 TRACK MAX TRACK 13 GA MIN ` OR CARRIAGE BOLT CONTINUOUS WITH 1/4"-20 NUT WALL ANGLE TRACK CLIPS TO BE EITHER TYPICAL CLIP RIVETED, BOLTED, OR WELDING DETAIL WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATE% PE 3121 FMRCATE OR CARROLLTON. Tx 7"07 rL PE 31737 Tx Sl300/F2203 PROFESSIONAL ENCINEER'S SEAL PROWDED ONLY FOR VER01CA60N OF WMXOAD CONSTRUCTION OEFAXS DESIGN PRESSURE CHART MAX DOOR WIDTH MAX PSF 9'-0" 46.0 PSF -52 0 PSF 16'- TRACK 0" +46.0 PSF/-52.0 PSF Wagn® 0" +46.0 PSF -52.0 PSF Balton 3395 ADDISON DRIVE SUPPLEMENT CHART PEN ( 850) A47FLRIDA 4 09890 32514 DRAWN SHEET 1 OF 2 DRAWING PART NO. REV 307494 IPIO DRAWN SHEET 1 OF 2 DRAWING PART NO. REV 307494 IPIO 2 3/4" ±1" EDGE DIST E60XX MIN 1 8 2-24 1/8 V 2-24 MIN 3/16" THICK STEEL FOR MOUNTINTMAY 5/16" x 1-5/8" WALL ANGLE LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLI SPF (G=0.42) OR - BETTER AT EACH 1/4-2Ox9/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING23/4" OPTIONALWAL MIN EDGE DIST ATTACHED TO SUPPORTING STEEL a. WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING o Q A CONCRETE MOUNTING DETAIL JOIN t SCARS, PE 3121 FAIRCAIE OR CARROLLTON. 111 75007 FL PE 51737 TA PE 50305#2203 PROFtS510NAL ENCn[ER'S SEAL PROMCEO ONLY FOR VERKICATION OF UNDLOAD CONSIRurnON 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 CLIP A D SP=LATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SPLICE PLATE # 7'- 0' 7. 9, 9, 9, 9, 11 16 8'- 0" 7, 9, 9, 9, 9, 11, 11 16 9'- 0" 7, 9, 9, 9, 9, 11, 11, 11 18 10'- 0" 7. 9. 9. 9. 9. 11, 11. 11. 13 18 11'- 0" 7. 9, 9, 9, 9. 11, 11, 11, 13, 13 20 12'- 0' 7, 9, 9, 9, 9, 11, 11. 11, 13, 13, 13 20 13'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'- 0" 7, 9. 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOHEIGHT ORI CLIP #'S FROM BOTTOM TO TOP PU4 # 7'- 0' 5, 6, 6, 7, 7, 9 12 8'- 0' 5, 6, 6, 7, 7, 9, 9 12 9'- 0' 5, 6, 6, 7, 7, 9, 9, 9 14 10'- 0' 5, 6, 6, 7, 7, 9, 9, 9, 11 14 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'- ON 5, 6. 6, 7, 7, 9, 9. 9, 11. 11, 11, 13, 13 18 MODELS 6100 8300 8700 1-3 8 TO -1-5/8"THICK DOOR HEIGH7'- 0' CLIP #' S FROM BOTTOM TO TOP SPL EE 4, 4, 4, 4, 5, 6 8 8'- 0" 4, 4. 4, 4, 5, 6, 6 8 9'- 0' 4, 4, 4, 4, 5, 6. 6, 7 8 10'- 0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'- 0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10 12' - 0' 4. 4, 4, 4, 5. 6, 6. 7. 7, 9. 9 10 13'- 0" 4, 4, 4, 4, 5, 6. 6. 7, 7, 9, 9, 9 12 14'- 0 4, 4, 4, 4, 5, 6, 6. 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOORLICE HEIGH CLIP #'S FROM BOTTOM TO TOP PLATE # 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 wa c® Damon 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PENS(850) A47FLRIDA 4 - 9890 32514 REVISIONS INCH K- CUPS-TEXAS ANGLE 12 FOOT 1TED 6/ 11/03 6. DO/-52 00 PSF FOR L DOOR vADTHS. ANCEO ' TEXAS WALL CLE' TO 'CONTINUOUS LL ANGLE'. ADDED BSTRATE MOUNTING TAIL. CHANGED TO EN HD ANCHORS T 4/2/07 CHANCED FORMAT DED MODELS 9800 0 8024 WITH OVERLAY TRACK CUP HEDULE. T 8/21/07 UPDATED MODELS TED IN CHARTS, DATED SPLICE h CUP HEDULES 9/ 06/07 UPDATE MOUNTING TAIL DRAWINGS, T 10/05/07 UPDATED CHARTS TO MINATE THE USE OF E 08 CUP (REPLACED M 09 ACROSS THE UPDATED STEEL UNTINC DETAIL 8 04/11/08 EXPANDED 1-1/2' TO 3/ 8' DOOR THICKNESS ART UP TO 14' HIGH T 12/11/08 ADDED MODEL 8700. DATED TITLE BLOCK T 6/2/10 DATE SHEET 2 OF 2 DRAWING PART NO. REV. 307494 P10 Florida Building Code Online Page 1 of 2 Business Prof i IR Ira pomm(rf Busines , Professi al SCIS Home I Log In ! User ReQlStraMon U5oductk'"a' Mat Topics If Submit Surcharge I Stacs a FaCtS t Publications ! FeC Stall i SCIS Site Map I LlnkS SoMh Regulation oroduCt Aneroral Mmu > PteAuet er AoolkatWn SearUt > ADWitation LISt > Appllotlon Oetall FL p FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Summary of Products Fol Silverline Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 SOO) 234-4228 Ext 4644 lonberrianoslbp.com Jon Berrlan lonberrianoslbp.com Windows Single Hung Certification Mark or Listing Window and Door Manufacturers Association Window and Door Manufacturers Association Standard AAMA/WDMA/CSA LO1/I.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 02/16/2016 FL # I Model, Number or Name I Description Year 2011 2008 http://wvA v.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGCVXQwtDgtvA%2bxmzk 1... 2/ 19/2016 Florida Building Code Online Page 2 of 2 19715.1 1 Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL19715 RO C CAC 2-4-16 CCL-iist.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SWD002, and Product FL19715 RO II SWD002 SS 2016-02-03.odf Evaluation Report, PER3947, for design pressures and Verified By: Hermes F. Norero, P.E. Florlda P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.odf Created by Independent Third Party: Yes BackNe[t Contact :: 1940 North Monme StreeL Tallahassee Ft. 32399 Phone: 1150-4117-1834 The State of Florida Is an AA/Ee0 employer. Copyright 2007-2013 sate of Florda.:: PtivaCY Statement :: Aotessib4lty Sauemmt :: ReAw4 Satement 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 mad to this enbty. Instead, confect the office by phone or by traditional mail. if you have any questions, please contact 950.4a7.1395. `Pursuant to section 4SS.275(1), Florida Statutes, effective OCLober 1, 201.2, licensees licensed under Chapter 455, F.S. must provide the oeraranent with an email address N they have one. The emalls provided may toe used for offfdal communication with the deensee. however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the puck. To determine If you are a licensee under Chapter 4S5, F.S., please dick bM. Product Approval Accepts: ti_ M ® 0 Cied t`y'rv,'r d http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtvA%2bxmzkl... 2/19/2016 INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED 15 THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF SE/2 INCH 114E DEPICTED LOCATION 6 SPACING IN THE ANCHOR LAYOUT DETAILS I.E., WITIIOUT CONSIDERATION OF TOLERANCES). TOLCRANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4 SHIM AS REQUIRFD AT EACH INSTALI ATION ANCHOR WITH LOAD BEARING SHIMIS). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/8 INCH. SHIM WHERE SPACE OF I/16 INCH OR GREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE AB W000 SCREWS OR II GAUGE ROOFING NAILS OR 10d COMMON NAILS OFSUFFIOENT LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/r EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE RB SELF -TAPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 TNR OS PEN RATION BEYOND METAL WALL. INSTALLATION SHALL MAINTAIN MIN. 3/8' EOGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE KIO WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-InINCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. S. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH LX BUCK TO CONCRETE/ MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3 161NCH DIAMETER TTW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4' EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE ALO SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM THREADS PENEIRAI ION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCI. UDING RUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING, SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON - IMPACT) 694EPLAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION ZO14) FLORIDA BUILDING CODE (FBC.L EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMNWOMA/ CSA 101A.&VAI40-0B/ J 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/ MASONRY, ZX FRAMING, AND METAL FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. IX AND ZX OUCKS (WHEN USED) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. A, THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE 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- HVHZ AREAS. IN HVHZ AREAS, ONE TIME PRODUCT APPROVAL TO BE ORTAINF.D FROM MILMHIADE TIER OR AHL S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL: PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED SLOCK, DO NOT INSTALL 7. IN ACCORDANCE WITH THE STH EDITION FBC, WOOD INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED FROMFREEEDGEOFBLOCKOREDGEOFMORTARJOINTINTOFACESHELLOFORSHALLBEOFAOURABLESPECIESASDEFINEDINBLOCK. CHAPTER 23. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR S. GLASS MEETS THE REQUIREMENTS OF ASTM E J300 AN MUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE GI A;; C"AATc «e SMFR 6 FOR G! Ai"'G :^ALS. SEC IN SU55TRATES :V.^.11 STRE:.uTIiS LESS iiiw: i riEMWiMi1M S iRENGTNSPECIFIED BY THE ANCHOR MANUFACTURER. N. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD- MINIMUM SPECIFIC GRAVITY OF QSS. 6. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, C. GROUT -FILLED CMU- UNIT STRENGTH CONFORMS TO ASTM CAO WITH MINIMUM COMPRECCIVE STRENGTH OF ION PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSI. 0. HOLLOW BLOCK CMU . UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E STEEL - MINIMUM YIELD STRENGTH OF 33 ILA. MINIMUM WALL THICKNESS OF 47.8 MIL M.0476' or 18 GAUGE). MIN, UT EDGE DISTANCE. F. ALUMINUM - MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1/ 16'. MIN. 1/Z' EDGE DISTANCE. TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION I INSTALLATION 6 GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS A VEQTECAL 6 HORIZONTAL SEMONS (NAM FIN) 5 VERTICAL 6 HORIZONTAL SECTIONS (THROUGH FRAME) 6 HORIZONTAL SECTIONS. BUCK INSTALLATION, 6 GLAZING DETAIL MAX OVERALL SIZE CONFI6. DESIGN PRESSURE MISSILE IMPACT RATING HEIGHT36' BA' O/X 35 / -35 PSF NON IMPACT 38' 66' O/X 50 / -50 PSF NON IMPACT 35" 7e' O/X 50 / -50 PSF NON IMPACT 30' 7r O/X 35 / -35 PSF NON IMPACT 14' 62' O/X 50 / -50 PSF NON IMPACT AB' 72, O/X 35 / -35 PSF NON IMPACT AB' 64' OM 20 / -20 PSF NON IMPACT 52' 12' O/X 25 / -25 PSF NOW IMPACT 36' 83.75' O/X (ORIEL) 35 / -35 PSF NON IMPACT 46' 96' O/X (ORIEL) 20 / -20 P5F NON IMPACT 72" 6r O/X-0/X 35 / -35 PSF NON IMPACT Tr BP O/XO/X 35 / -35 PSF NON IMPACT 76' 6r O/X-O/X 50 / -50 PSF NON IMPACT 76' 7r O/XO/X 50 / -50 PSF NON IMPACT 76, Tr O/XO/X 25 / -25 PSF NON IMPACT BO' 71' O/X-O/X 33 / -35 PSF NON IMPACT 96' 7A' O/X-O/X 30 / -30 PSF NON IMPACT Tor 6r O/X-O/X-O/X 50 / -50 PSF NON IMPACT LOB' 7r O/X-0/X-OA 50/ '50 PSF NON IMPACT LOS' W O/X-O/X-O/X 25 / 45 PSF NON IMPACT SiiverUne brAnderw raAeovo. seeu ONE smvru" tr " NAATN 1v jNSv/M W 11M V) Z O Z Od Uj w ac In 4 1K I08I :- jlu l Z I Digitally signed by Hermes F Norero, P.E. S Y V D00 2 Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09:40:44 -05'00' SHEET: 1 F 6 MAX. HEI6 MAX. FRAN HEIGHT 91 MAX. FRAME WIDTH 46' ELEVATION SINGLE HUNG WINDOW MAX. FRAME WrDTH 96- B E D 1 t, FRAME A D 4 5 ELEVATION TWIN SINGLE HUNG WINDOW QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR AU. 2901A901 RATINGS, SINGLE UNIT CONFIGURATIONS QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL ZM4902 — RATINGS, TWIN UNIT CONFIGURATIONS MAX FR HEIGHT t MAX FRAA HEIGHT 91 MAX. FRAME _ WIDTH 48' ELEVATION SINGLE HUNG ORIEL WINDOW MAX. FRAME WIDTH 108' TRIPLE SINGLE HUNG WINDOW SilverLine b!'AMe'f5CF1 rl tgwr lawuwa K;.00i H. (m af6100. n 8 P 2 i 5 p z+ Ors O K S G! 1y 7 Z U G NQQHm Z< W Ca0£ Ca J N S a m t' V m 4 1 0 H W '^ a! Wa mCD o" 3 " z OW6 #: SWD002 SHEET, 2 OF 6 2" MAX FROM J 11 il' MAX. O.C. CORNERS L II' MAX. O.C. 2' MAX. FROM CORNERS Noro«•.erNan.rawrs SNNLb.•N0.AN0smL OCArNCM.l"w,.wDSRl ANCHOR LAYOUT NAIL FIN -SINGLE HUNG WINDOW 2' MAXFROM. 4 1/2' MAX, CORNERS O.C. 4 1/2' 0.4 1 x J L 2' MAX. I I 4 11r MAX. O.C. FROM —I F'— O CORNERS ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG WINDOW 1' MAX. ROM _ 6' MAO. C. X. FCORNERSIr 6' M 0.- t' MAX. 1 I 6• MAX FROM J ham— O.C. CORNERS ANCHOR LAYOUT NAIL FIN -TRIPLE SINGLE HUNG WINDOW MAX. FROM 20' MAX. COO RNERS O.C. 6" MAX 12• MAX MAX. FROM OM 12 3 O. C.MAX. CORNERS O.C. CORNERS r 20' MAX O. C. L 6' MAX FROM CORNERS ANCHOR LAYOUT THROUGH FRAME • SINGLE HUNG WINDOW 161j I El6' MA . FROM CORNERS 16 1/2• MAX O. C. L ZZ— ANCHORSTRAP 6' MAX FROM J A14CI40RSTRAP P/ N S-2 CORNERS P/N 50-2995-2 SEESHEETHEETSFORDETAILSSEESHEETSFORDETAILS ANCHOR LAYOUT ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW THROUGH FRAME - TRIFLE SINGLE HUNG WINDOW Sll nderw r4l eee... eeee ONE SnVf"Lm* eme NONr HMiSNU( W oHw N. 0521.7}weP L M R L N t W m Cc Hama W d L1 m co . n - Q% O N VG # SWOON IEET: 3 OF 6 CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 4 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS as WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERSPERIMETER SEALANT O.A. BY OTHERS UNIT HEIGHT EXTERIOR SEE GLAZING DETAIL. SHEET 6 1 1/2, MIN. EMBEDMENT a r 3/8' MIN. 7. l EDGE GIST. v4• MAX. SHIM SPACE SASH REINFORCIN INTERIOR SEE SHEET 6 FOR REQUIREMENT SEE GLAZIN DETAIL SHEET INTERIOR g VERTICAL SECTION 4 HEAD - 2X WOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT PERIMETER / SEALANT BY OTHERS 1/4' MAX EXTERIOR FINI5H SHIM SPACE BY OTHERS US WOOD SCREW INSTALLATION ANCHOR-.3/8"MIN. EDGE DIST. 2X WOOD BUCK BY OTHERS SEE SHEET 6 FO CONNECTION DETAILS a! CAULK BETWEEN CONCRETE/ MASONRY CONCRETE/ MASONRY 6 2X 1 1/2' MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT VERTICAL SECTION 4 SILL - 2X WOOD BUCK NAIL FIN EXTERIOR O.A. UNIT WIDTH SilverUne bsAndemn w.o.ro•000.o wasaua,r coa N07,1 usnm 3 Q Qx vi g °' • x 1/ 4' MAX. MIN. 3/8' EDGE DISTANCE SHIM SPACE r rZv G wz z m< S MIN. 3 THREADS w^ m o w m G PENETRATION BEYOND 6 METAL STRUCTURE b 15 < w a m c ^ 6 GR. 5 SELF-TAPPLNG SCREW g INSTALLATIONANCHORMETAL STUD BY OTHERS, 5EE SHEET 1 INSTALLATION p NOTE 14 m EXTERIOR FINISH BY OTHERS PERIMETER SEALANT O BY OTHERS Z Oo HORIZONTAL SECTION 4 JAMB -METAL STUD NAIL FIN Y1 1:... -T o$ of z xp DWG #: SW0002 SHEET 4 OF 6 110 WOOD SCREW INSTALLATION ANCHORCONCRETE/ MASONRY BY OTHERS CAULK BETWEEN 4 CONCRETE/MASONRY BY OTHERS •.. •.. • ..... . PERIMETER SEALANT J _ BY OTHERS O.A. EXTERIOR UNIT \ HEIGHT SEE GLAZING DETAIL, SHEET 6 3/4' MM EDGE DISTANCE ZX WOOD BVCK/STVD BY OTHERS SEE SHEET 6 FOR 1/4" MAX• CONNECTION DETAL-S SHIM SPACE a' SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS SEE 6LAZING LLINTERIOR EET 6 EMBEDMENT 1/4" MAX. —f jjSHIMSPACE l INTERIOR VERTICAL SECTION 5 I ICAD - IK WOOD SUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR ANCHOR STRAP, AT TWIN 6 TRIPLE CONFIG. ONLY. SEE PLAN VIEW -ANCHOR STRAP UNIT / (P/N 50.2995-2)' DETAIL AT HEIGHT RIGHT FOR INSTALL. REQ. 1/4" MAX PERIMETER SEALANT r SHIM SPA BY OTHERS-1 1 SPACE EXTERIOR FINISH • 11/4' MIN. BY OTHERS . " •; EMBEDMENT PRECAST SILL•— ., e BY OTHERS 3/16' ITW TAPCON a •• + INSTALLATION ANCHOR 4 f3/4' MIN e . EDGE DISTANCE p VERTICAL SECTION 5 SILT • CONCRETEIMASONRY THROUGH FRAME MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN 1/2" EDGE DISTANCE 10 6R S SELF -TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLION BY OTHERS, SEE SHEET 1 INSTALLATION NOTE14 UMETER SEALANT EXTERIOR BY OTHERS O.A. UNIT WIDTH F HORIZONTAL SECTION 5 JAMS- METAL TUSE/STUD OR APPROVED MUWON THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME, HOLES PROVIDED TO ACCOMOOATE #14 DIA. 4.0000-4.0000 2.OM Z.0000 0.0620 • 0.5000 4.00ZO 2.3750 ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MA50NRY. USE (4) 3/16" ITW TAPCONS PER STRAP, MIN. 1-1/4- EMBEDMENT, MIN. 1-3/4- EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS. GIL 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN 3/4' EDGE DISTANCE. C. FOR INSTALLATION TO WOOD. USE (4) tt10 WOOD SCREWS PER STRAP. MIN. 1-1/2" EM6EDMENT, MIN. V EDGE DISTANCE. SilverLine byAMeisen w oors•000a. Of@ Sitvakwa elm mom Ww./mwom M pSiJ "7SKm 3 uj T VI W O t m aam e w n a pFLOF`. IE H m H J y 4 Zi xg 2J yy DWG #: SW0002 SHEET: 5 of 6 Silverline NOTE: brAndersm ALL GLAZING CONFIGURATIONSSHALL COMPLY WITH SAFETY GLAZIN6REQUIREMENTSREQUIREMENTS OUTLINED IN CURRENT FBC AND ASTN, E 1300 GLASS LOAD RESISTANCE. INTERIOR w.w s aeuart¢ waso: r,D (m) 4M=D I {-- 5/8' G.A. I.6.6LA55 N aa EXTERIOR - INTERIOR C a reEXTERIOR / INTERIOR SMALL' I u MII4.6LA$5 LARGE' CA FRAME REINFORCING SEE BELOW FOR REINF. FRAME SITE 1/2' EXTERIOR REINFORCING SEE BELOW FOR REINF. iti a $` NJ ; w go v to a REQUIREMENTS 1/8' SETTING BLOCK / REQUIREMENTS. W VERTICAL SECTION HORIZONTAL SECTION MEETNGSTI E 6J INTERMEDIATE FRAME MUWON GLAZING DETAIL I a Tm V) O I - ALUMINUM SASH REINFORCING NOTE: ZO IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 1. LOCATIONOF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED MAINTAIN MIN. CENTER TO CENTER UI H ei 48 X 72. (O/X), DESIGN PRESSURE •/- 35 PSF SPACING BETWEEN ANCHORS SUCH THAT MAX. O.0 tn 36X84, (O/X), DESIGN PRESSURE •/- 35 PSF SPACING SPECIFIED IS NOT EXCEEDED. W tn 38 X 74, (0/)f), DESIGN PRESSURE •/- SO PSF 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK o 38 X 77. (O/X), DESIGN PRESSURE •/• 35 P5F 72 X 84, (O/X-O/X), DESIGN PRESSURE •/• 35 P5F 76 X 72, (O/X-O/X), DESIGN PRESSURE •/- 50 PSF 1/4' ITW TAPCON ANCHOR 108 X 62, (O/X•O/X-O/X), DESIGN PRESSURE •/-50 PSF 4• FROM CORNERS Z 108X72, (0/X-O/X-O/X). DESIGN PRESSURE 4/-50 PSF 16' MAX. O.C. THEREAFTER 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING WINDOW FRAME. BY OTHERS O* ba i 11/ 4• MIN. _ O s IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: EMBEDMENT EDGE 76 X 62, (O/X-O/X)• DESIGN PRESSURE •/- 35 PSF DISTANCE 2' MIN. EDGE La SMALL' MASONRY DISTANCECONCReTEIBY4( pFtO a I STEELINTERMEDIATEFRAMEREINFORCINGOTHERSy r mT H ISNOTREQUIREDFORTHEFOLLOWINGSIZE/RATINGS BUCK INSTALLATION DETAIL N u fk z 76X62, (O/X-0/X), DESIGN PRESSURE •/• 35 PSF 76r WE MUFAt;' A ANRSAS=AT10N IEWDMA Hallmark® Certificate of C ( ) Conformance andLicense CCL4t 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 AMs, INC. A,`°`SYMMI. dw ,'" n"" Systcros, Inc. 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) 4406H-025. 36 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 3/8/2017 914x2127mm (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/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665.1 5/24/2013 4/3/2017 914x1930 mm ( 3606 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 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mrn (44x75in)- Type H; Positive Design Pressure DP) = 1200Pa ( 25psi); Negative Design Pressure DP) = 1200Pa ( 25psf); Water Penetration Resistance Test Pressure = 180Pa ( 3.76psf) 440-H- 025.43 2901/4901 101/I.S.2IA440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/12013 5/1/2017 965xl676mm' (38x66in'} Type H; Positive Design Pressure DP) = 2400Pa ( 50psf); Negative Design Pressure DP) = 2400Pa ( 50psf); Water Penetration Resistance Test Pressure = 360Pa ( 7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 UC RNSASWCIAn0NHallmark® Certificate of i AMs, INC. IEWDMAConformance and License (CCL) "^ Aa, n uvcr cmM syu ms, Irk. 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-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 1118xl575mm' ( 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 511/2017 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 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =- 2400Pa (-50psf) 440• H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109 7 9/24/2013 7122/2017 1219xl829mm ( 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- 1-1-025.52 2901/4901 Impact TAS 201/2021203.94 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 1321mm 1854mm NCTL-110-16675-3 3/512014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type- H WD- 20 10114109 Friday, May 13, 2016 Page 8 WINDOW & DOORMMANUFACTURERS ASSOCIATION Hallmark® Certificate of \ AMS> INC. IOWDMA Conformance and License rCCL AdminiStrsti ssMI egtrDMl l ) Systems, lne. Silver Line Building Products tvfr 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-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 12IASTM DP +50/-50 psi, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2J20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP+50/-50 psi, Missile D. 965mm 1575mm NCTL-110-16675.2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-10947 10/9/2014 816/2018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-025.62 29004900 Series/29014901 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 +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-025.63 2900-4900 Series/29014901 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 psi; Water Test Press 260Pa (5.43psQ 440-H-025.64 29004900 Series/29014901 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: DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-025.65 2900-4900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35: Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8l4/2024 965mm x 1956mm (38 x 77)' Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 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 4113/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 4406H-025.68 29004900 Series/29014901 Single Hung 101/I.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 +50/-50 psi; Water Test Press 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 9 N WMANUFACTURERSASWCIATION Hallmark® Certificate of , AMs, INC. Conformance and License (CCL) Aa,ini uSystem, Inc.m„ , Inc. NOWDMASilver 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-025.69 2900-4900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01.109-07-rl 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type- H; DP +50/-50 psi, Water Test Press 360Pa (7.52psi) 440- H-025.70 29004900/29014901 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 1118mm x 1575mm (44 x 62)' Type- H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440- H-027.19 2907TW/49077W 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 819/2016 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. 43psQ 440- H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9I24/2013 7/22/2017 1994x1524mm' ( 79x60in')-H; DP+ 50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7. 52pso 440- H-027.23 2902/4902 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 psi; Water Test Press 260Pa (5.43psQ 440- H-027.24 2902/4902 Twin Single Hung Window 101II.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 psi; Water Test Press 360Pa (7.52psi) 440- H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 188D mm C0375.01-109-47 3/&2014 1118/2017 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 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type- H; DP +35/-35 psi; Water Test Press 260Pa 5. 43psQ WD- 20 10114109 Friday, May 13, 2016 Page 10 M WWMUFACTURERERSASSOCIATION Hallmark® Certificate of AMS, INC. cramt 1MWDMA Conformance and License (CCL) t4t > Aa system'Ifte. Systcros, Inc. 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-027.27 2900-4900/29024902 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 psi, Water Test Press 180Pa (3.76psi) 440-H-027.28 29004900129024902 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 psi; Water Test Press 180Pa (3.76psf) 440-H-027.29 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 191Bmm 1956mm E7244.01-109 47 8I6J2015 9/8/2025 1918mm x 1956mm (76 x 77)' Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.30 2900.4900 Series/2902-4902 Twin Single Hung 101/l.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109 4T 12/29/2015 3127/2026 2184mm x 2134mm (86 x 84) Type-H; DP +1 SM5 psi; Water Test Press 360Pa (7.52psi) 440-H-027.31 29004900129024902 Twin SH 101/I.S.21A440-11 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 +50/-50 psi; Water Test Press 360Pa (7.52psf) 440-H-027.32 2900-490012902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01 109 47 1/15/2016 10/22J2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psi, Water Test Press 360Pa (7.52psf) 440-H-027.33 2900-490012902-4902 Twin SH (Finless) 101/I.S.2/A440.11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109 47 2/19/2016 10/2112025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psi; Water Test Press 220Pa (4.59psQ 440-H-028.14 2903/4903/ 70 Series 101/I.S.2JA440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5l2012 12/16/2016 2737x1575mm (108x62in}H 440-H-028.15 2900/4900170 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109.47 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/4900170 Series 101/I.S.2JA440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2119/2013 1/17/2017 2718x1575mm' (107x62in'-H 440-H-028.18 2903/4903 Series 101/I.S.21A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-10947 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 WINDOW TURERSASSOCIATION 11WDMA Hallmark® Certificate of N- 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 AMS, INC. A&niniSImn%-cS1= b'Cm[tfl systcros,Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 29004900 Series/2903-4903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-10947 11/7/2014 2121/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/1.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109 47 4/10/2015 4114/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psi) 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.21A440.11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/1412025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psi; 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 2I16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psi) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-10947 12/28/2012 9/5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900170 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118x1524mm' (44x60*in)-H; DP+35/-35; Water Pen. Resist Test Pressure = 260Pa 5.43psQ 440-H-029.08 2900-4900129074907 Single Hung 101II.S.2/A440 11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109 47 3I3/2015 318/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psi; 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 7 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 3123/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 W MANUFACTURERS ASWICIA„CIN Hallmark® Certificate of AMS, INC. NOWDMA Conformance and License (CCL) 4 4AdminiumtivY Managcmrnt systcnL%Inc. twcww 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 4406H-089.00 550D/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540 Transom (Specimen 1) 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psh Water Test Press 260Pa 5.43psf) 101/I.S.21A440-11 Class R-PG35; Size Tested 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: 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 7-4x_ John McFes, VP c 11/23/2015 4/27/2025 11 /23/2015 4/27/2025 WDMA Hallmark By: 102ma n Rhonda Schotz, Authorized Representative, AMS Program Sponsor: Window and Door Manufacturers Assoc 330 N. Wabash Avenue, Suite 2000 Chicago, IL 60611 TEL (312)6734828 www.wdma.com Program Administrator: Administrative Management Systems, Inc. PO Box 730, 205 West Main Sackers Harbor, NY 13685 TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 llr^\\ 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 F L# FL 19715 Report No. 3947 5t1i Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: i — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line 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 I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' 01111111/11/' F. 7 ' o• TT = 3 . O P•? . s'9/ON AL. 1 111 Hermes F. orero, P.E. Florida No. 73778 A\\ 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: 12/15/2015 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 la 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 51^ 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 51" 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 51" 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. 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 Date: 12/15/2015 A Perfect Solution in Every Drop Report No: 3947 Certificate of Authorization: 29578 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 q: CER1508). Performance Standards: The product described herein has been tested per: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 Referenced Data: 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 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 10/21/201S 2. Certification Agency Window and Door Manufacturers Association FBC Organization f#: 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 A\,\ 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: 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. FL#: FL19715 Date: 12/ 15/2015 Report No: 3947 U 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 1.50" 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 4/28/2017 Florida Building Code Online SCIS Home I Log In I User Registration I Hot Topics 1 Submit Surcharge i Stats & Fac Florida Product ApprovaldrtoUSER: Public User Product Aooroval Menu > Product or Aoolication Search > Aoolirition Llct > Application Oetail FL 0 FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Archived `..: Product Manufacturer lames Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 2S0 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardle.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardle.com Technical Representative Pingsheng Zhu Address/Phone/Email 1090L Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardle.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardle.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1i 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 Independence PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13 92 R4 Fnuiv ASTM C1186 Eaulvalencv Slaned.odf httpsJ/www.floridalwilding.org/pr/pr app dU.aspx9param=wGEVXOwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKOf7RrxWwZsbgA%3d%3d 1/3 4/28/2017 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Florida Building Code Online Method 1 Option D 08/17/201S 08/26/2015 09/07/201S 10/16/201S of Products _ - • '- - _- _ .. • • - - - FL !k • Model, Number'oe:Name •_- .... .. i .... _ _ ..' _. .--•--. _ .. "'. ... _. _ .. - .. .. -- 13192.1 r Cemplank Lap Siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use In HVHZ Install In accordance with NOA 1S- 0122.04. Description .. ' _---- fiber-cement lap siding Installation Instructions ~ FL13192 R4 It ER 11I0-2553- Plank metal wood odf FL13192 R4 II ER RIO- 5 7-1 S Plank Shingle Civil odf FL13192 R4 If ER RIO-2577-LS Punk to W p Sheathlno.odf L13192 R4 III stall Cemplank Sldlnn pell FLL3192 R4 II NOA 15 01224 odf Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FLL3192 R4 AE ER RI0-25S3-1S Plank metal wood .df fL13192 R4 AE ER RIO-2557-15 Plank Shinale C IU odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sh athinn,ndr FL13192 R4 AE NOA IS-0122,04 od Created by Independent Third Party: Yes 13192. 2 HardleP.lank Lap Siding fiber -cement lap siding Llmlts' of Use Installation Instructions ~' _ ApprovedforuseinHVHZ::Ves : FL13192 R4 II Efl Rio- SSz-t S dia„k metal.- .a ,, Approved for use outside HVHZ: Yes. FL13192 R4 II ER 1110= ss7_iS piano Shinole rA -,f ImpactResistant: N%A 'FL13192 R4 II ER RIO-277-1 •• Plank to WSP'Sh ,odf odf' Design Pressure: N/A FL13192 R4 11 Install HardiePlank Siding. ndf Other: ForuseinHVHZinstallin'accordance with NOA IS--EL13192 R4 II NOA•15-0122 04 odf 0122.04,, Verified By:. Intertek Testing Services NA Ltd. Created by Independent•ThWd Party:'No' Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal od +f wo FL13192R4 Ae ER•RIO-2557-iS 2jj0k'Shlnale CM odf FL13192 R4 AE ER RI-2577.15 P! nk to WSP Shnath;n -odf FL13192 R4 AE NOA•1S-0122 04 odf Created by Independent Third Party: Yes 13192.3 I HardieShingle Individual Shingles Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 13192. 4 HardieShingle Panel Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ:,Yes Impact Resistant: N/A Design Pressure: NjA Other: 13192. 5 I Prevall Lap Siding Limits of Use Approved for use In HVHZ: Yes fiber -cement Individual cladding shingles Installation Instructions FL13192 R4 If ER R[O- SSS-IS Shincile metal wood odf FL13192 R4 II Install HardleShingle Sidlna.ndf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER R[O- SSS 1 5 Shingle metal ti Created by Independent Third Party: Yes flber-cement notched• shingle panels (straightredge; staijgered edge, half round edge)' Installation InstructionsT EL13192' A4 II ER RIO 55S 15 Shinol metal d df FL13192 R4 At -FR RIO- SSx1 S Plank Shin CMu .df. FL13192 •114 II Install Hardi hln 1 &ijjna odf Verifled.By: Intertek Testing Services NA Ltd. Created by Independent Thlyd'Parfy: No Evaluation Reports FL13192 Ra AE FR RIO-25SS-IS Shlnole m tai" d odf FL13192 R4 AE ER RIO-25S7-LS Plank Shingle CMI t 1 Created by Independent Third Party: Yes fiber -cement lap siding Installation Instructions FLI3192 R4 II ER RIO-2553-L5 Plank metal wood odf i hops twww.noridabuilcing.orgfpr/pr app dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d y3 4/28/2017 Florida Building Code Online Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ Install In accordance with NOA 15- 0122.04. FL13192 R4 11 ER RIO-2557-15 Plank Shlnale CMU.odf FL13192 R4 11 ER RIO-2577-IS Plank to WSP Sheathina.odf FL13192 R4 11 Install Prevail Lao Slding.odf FL13192 R4 lI NOA IS-0122.04.Ddf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-IS Plank metal wood.odf FL131.92 R4 AE ER RIO-2557-15 Plank Shingle CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing.odf FL13192 R4 AE NOA IS-0122.04.odf Created by Independent Third Party: Yes Contact us :: 260t Blair Stone Road, Tallahassee FL 32399 Phone: 650.467.1824 The State of Florida Is an ANEW 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 mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. -Pursuant to Section 4SS.275(t), Florida Statutes, effective October 1, 20t2, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are pudic 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 pudic. To determine If you are a licensee under Chapter 455, F.S., please dick b=. Product Approval Accepts: v ® _2. Credit Card Sate hdpsJ/www.tloridatwilding.org/pr/pr app d.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnH1104CXwWRgKO(7RrxWwZsbgAa/o3d%3d 313 Florida Product Approval HardiePlank® 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 schedule; 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. 10 HardiePlank AM -Le. Lap Siding/,% JamesHardie EFFECTIVE SEPTEMBER 2013 = INSTALLATION REOUIRCMENTS . PRIMED & COLORPLUSrr PRODUCTS vsityffal-ig r n for (no most recent version 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 LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, ANO VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT HARDIEZONCPRODUCT INSTRUCTIONS. INSTALLATION OF HZ100 PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE"° APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: Store gat and keep dry and covered prior to iralalkabon. Installing siding viol or saturated may result in shrinkage all butt joints. Carry planks on edge. Protect edges and corners from breakage. Jantes Hardie is not resporuido lcrdimage caused by improper storage and handling of the product. r, CUTTING INSTRUCTIONS pUtpOOFS INOOORS 1. P(Miol n,tdng $motion so hit VAMWill bbwdust away from use I. Cut only tying mare and mao, or shears (manual, electric or rrretniadc). and others in waldigarea 2. Posidan cutting station In well-vendlated area 2lfse one of the Iotbrlrg meda&. a hest: L Scale aM slap f. She,•trs (imnai, electric or pnnunatc) NEVER use a porAvr saw Indoors b. Better: L Dud reducing circular saw etliXW wih a NEVER use a Slimier saw blab that tees not arty to HerdeBade saw date badonark ItalleOlade' saw blade and HEPA teatmt endractten NEVER dry sweep — Use vat Suppression or HEPA Vacuu i c Grad: I. Dust mrWig circular saw with a Hai d ltilbe saw Dada only tw. tartar te nioderabe oiling) lint onam hlaLs, For madmnt frotediat iOan n spiabfe dust prairmn),.haes home recommends alvwa'A rshg'BesC •evert atttig mdtatty whew feasible. NI09i- approked resplratas can be used In tmjutctbm with abm aiding piactloes to further reduce dust exposuas. Addidord es7isue Interaction is available at wwworneshardle.con to help you detmrne the most appropriate txddrg method for ptrlot) retitnemerim f concern GUI acists about eitpaatre labels or pu do not curn;Jywith the above pmdiet.$ou9naddnMaystmtsUlaquadred indusbialhygiordstw onwJamasHardieforketheredmariion —"- 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 requiternents. Irregularities in frarning aril sheathing can Nnirror through the finished application. Information on Installing James Hardie products over foam can be located lit JH Tech Bulletin 19 at ww—%v Iatnehardle.com A water - resistive barrier is required In accordance with local building code requirements. The water -resistive barrier mast 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 does manufacture Hardieftp` 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 Wall Do not use HardiePlank lap siding in fascia or -trim applications. Constmctlon Constructlon Do not install James Hardie products, such that they may remain In contact with standing water. water -resistive Harder w-n bracing HardiePlank lap siding may be Installed on flat vertical wall applications only. Plywood or 24' n. c.max. For larger projects, including commercial and multifamily projects, where the span of the errs xlneettdng f `r- wall is signifirant in length, the designer and/or architect should take Into consideration the coefficiont of thermal expansion and moisture movement of the product In their design. These values can be found in the Technical Bulletin "Expansion Characteristics of ; l James Hardie" Siding Products' at www.JaniesHar(fiie.com. 1 DO NOT use stain, oiValkyd base paint, or powder coaling on James Hardie® Products. _>,\ INSTALLATION: JOINTTREATMENT One or more of tine following joint treatment options figure 2 Nalline pf(tell line Is od are required by code (as referenced 2009IRC Stud prevent place R703.3.2) lasena be3l4" A. Joint Flashing (James Hardie recommended) I" ti otween R I' tom tapCaulkingisnot recommended S. Caulking'r' 4' y$.fiem dlparW for ColorPlus for aest oic reasons as the er • ; nP (A ptsk Caulking and ColotPlus will weather differently, for the same reason, napsriting do not caulk nail heads on Hardleiarte Colorf lus producls.) t rer tmd omng C. 'H" jointer cover Instal planlu in moderate contact at butt Janis wateir-rosisuvu. i ttarra o fasten r n ,• d d6 Instala 1 114' starter Strip to 0 , eozini a c nswent plank angle G cY le3va a( nproprhte gap netween planks and trim. Oren Caulk. -- Note. Feld painting aver cauliting may produce a sheen difference when compared to the field painted PdmePkrs. 'Refer to Caulking section in these Instructions. 1 For additional information on Haniiftap"Weather Battler, consult James Hardie at 1-866.41lardle or wwvr.lrtrdlemap.cnm WARNING: AVOID BREATHING SILICA OUST pores Hardie° products contain respirable cry6lalbre sdlca, which IS Wawa to the State of Gsflanb to cause cancer and is considotod ty IARG and NOSH to be a causal Of Cancer from We occupational sources. Breathing excessive emounls of resainble s®ce dust can also cause a disabling and potentially fatal lung deem called slficosis. and has Mon Inked wth other diseases. Sonia studies stggest sntdcignuWInae.Va1hese(Wm Wring insAlnfimorhanding:(1) work InarhlarAreas with anplevenliWlan,(2jusefitrrrcm:d.shmrsforcuangof. viltereontWIND.usoaHardie(II.Ae°Saw bnth and dust -reducing Ocular saw attached to a HEPA taewn; t3) rant others In the IrntoAta aria; (4) weat a propay0tted, NOSH-apprwod dust mask Of respirator (d.g. N95) In aardance with applicable goveintrant feyutalixts end martufacturer nsunietiorsto (uM a Inti roVksbe dice mm pasurm oumtg c:cm-up. use HEPA vaanirrts etwet cbonup meltads - roverdryy c%v"- for further idamalion, rJor b err irtcialbbal ilstructbro and Material Srutetr Data sheet available at m-ow farneshardie.can of ter Selling I-e00.9HARDIE (1.600942.7343). FALURE TO ADHERE 10 OUR WARNNG MSOS, AND INSTAU.ATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL WJUR1' OR DEATH. sewaD CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5RooftoWallHorizontalFlashingKickout Flashing Z-Flashing p: as aired IRQcodo It J rgln 4" x a• e`1 Min. yi" • N Do not caulk4 Figure 7 Figure 8 Figure 9 Figure 10DecktoWallGroundtoSidingGuttertoSidingSheltered Areas ngure iz Figure 13 Figure 14 Orip Edge Block Penetration Valley/Shingle Figure 6 Slabs, Path, Steps to Siding Figure 11 Mortar/Masonry Extension FASTENER REQUIREMENTS — Blind Nailing is the preferred method of installation for HardtePlanka lap siding products. Face nailing should only be used where required by code for high windareasandmustnotheusedinconjunctionwithBlindnailing (Please see JH Tech bulletin 17 for exemption when doing a repair). Pin -backed corners may bedoneforaesOreticpurposesOnly. Pin -backs shall be done with brush nails only, and are not a substitute for blind or face nailing. BUNG NAIUNG Nails - Wood Framing Siding nail (0.09" shank x 0.221 " HO x 2" long) 11ga. roofing nail (0.121" shank x 0.371' HD x 1.25' long) Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 1/4" long )(0.375" HO) 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 training. OSB minimum 7116" 11 ga. roofing nail (0.121" shank x 0.371 " HO x 1.75" long) Ribbed Wafer -head or equivalent M. 8 x 1 5/8" long x 0.375" 1-10). FACE NAILING Nails - Wood Framing 6d A113" shank x 0.267" HO x 2" long) Siding nall (0.09' shank x 0.221" HO x 2' long) Screws - Steel Framing fibbed Bugle -head or equivalent (No. 8-18 x 1-5/8" long x 0.323" HO) 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. 1I ovedap1 114 0" el 24" — - O. c. max. n 114• mn. overlap I i J_ 1 u314•- 1- JJ_ a race nor waler• wataeve baftr Laminate sheet to be removed Immediately after installation of each course for ColorPlus® products. WhenfacenailingtoGSB, planks must he no greater than 91 /4" wide and lasteners must be 12" o.c. or less. Also see General fastening Requirements; awl when considering anernative fastening options refer to James Hardie's Technical Bulletin uSTB 17 - Fastening Tips for HardlePlanle Lan Siding. HS11119- P214 6113 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro•galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot- dipped galvanized nails. James Hardie is not responsible for the corrosiom resistance of fasteners. Stainless steel fasteners are recommended when Installing James HardieR 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 HartlleTrlm Tabs to preservative -treated wood shall be of hot dipped zinc -coated galvanized steel or stainloss steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wired loads.. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie redhnical Services if your are unsure of applicable compliance documentation. Drive fasteners perpendcular to siding and framing. Fastener heads should fit slug against siding (no air space). (fig. A ) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk fill nail hole and add a roil. (fig. 8) For wood framing, tinder driven nails should be hit flush to the plank with a hammer (For steel framing, remove and replace naio• NOTE: Whenever a structural member is present, HardlePlank shduld be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywnod 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 pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A gush mount attachment on the pneumatic toot Is recommended. This -will help control the depth the nail is driven. It setting the nail depth proves dfficuli. choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). E!q /q s 0lC'1 ® countersunk, lY fill & add nail snug flush U DO NOT DO NOT Figure A Figure 8 under dtive nails staple PAINTING 00 NOT use stain, oll/alkyd base paint, or powder coating on James Hardier Products. James Hardie products must be painted within 180 days for printed product and g0 days for unprlmed. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer b paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges. James Hardie .touch-up kits are required to touch-up ColorPlus products. CAULKING For best results use an Elastomedc Joint Sealant complying with ASTM C920 Grade NS, Class 25 or -higher or a Latex Joint Sealant coniplying with ASTM C834. Caulking/Sealant must be applied in accordahce with the caulking/sealant manufacturer's written Instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUSN TECHNOLOGY CAULKING, TOUCH—UP & LAMINATE Care should be taken when handling and cutting James Harde® CoIorPlus® products, (haring installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPluv Technology touch-up applicator. Touch-up should be used sparingly. V large areas require touch-up, replace the damaged area with new HardlePlank° lap siding with ColorPlus Technology. Laminate sheet must be removed immediately after instaflallon of each course. Terminate non -factory cut edges Into trim whore possible, and caulk. Color matched caulks are available from your ColorPlus' product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on .lames Hardie CnlorPlus 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 toudh-up will not be covered under the James Hardie ColorPlus limited Finish Warranty. PAINTING JAMES HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUSO TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Erwre the surface is clean, dry, and free of any dust, dirt, or mildew Repfiimirg Is normally not necessary 100% aayfic topcoats are recommended 00 NOT use stain, oiValkyd base paint, or powder coating on James Hardier Products. Apply finish coat In accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature 00 NOT caulk nail beads when using Colonus products, refer to the ColorPlus touch-up section HS11119-P3(4 6/13 COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include Neste COVERAGE AREA LESS OPENINGS HARDIEPLANKe LAP SIDING WIDTH SQ 11 SO = too sp ft.) exposure) 5114 4 61/4 5 71/4 6 7IQ 61/4 8 6 314 8114 7 9114 8 9112 8 114 12 I0 3/4 1 25 550 20 40 17 33 16 32 15 30 14 29 13 25 13 25 9 19 5 100 125 80 100 67 83 64 80 59 74 57 30 38 28 37 6 150 175 120 140 too 117 96 112 89 104 71 86 100 63 75 88 63 75 88 47 5656 8 9 10 200 225 160 180 133 150 128 144 119 133 114 129 100 113 100 113 65 74 84 11 12 250 275 300 200 220 240 167 183 160 176 148 163 143 157 125 138 125 138 93 102 13 14 325 350 260 280 200 217 233 l92 208 224 178 193 171 186 150 163 150 163 112 121 15 16 375 400 300 320 250 267 240 256 207 222 237 200 214 229 175 188 200 175 188 200 12130 140 17 18 19 425 450 340 360 283 300 272 286 252 267 243 257 213 225 213 225 149 158 167 20 475 500 380 400 317 333 304 320 281 296 271 286 238 250 238 250 177 186 This coverage chart Is meant as a guide. Actual usage Is subject to variables such as building design, James Hardie does not assume responsiblltyforoverorunderorderingofproduct. IRECOGNMON:In aacordarce uilh ICC-B Evaluation ReMd ESR•2290. HardlePbrio Up Siang b rewgrdced as a sulfade allema% to Out spedked ur the 2008.200Q820121rdematidr81 Residential Code for one. and Two-family Duellrgs, and he 2608, 2009, 8 2012 Intsmallond andldktg Code.. HardePlank lap sldgg is 'be moopnhed for app8a0on in Oho foeaving: Cky of Los Argales Research Repert No. 24882, State ofFloridalistingFld4I89, fade Comty, Florida NoA No. 02-0729.o2, us. DML of HUD Materials ftekase I Mc, TeXas 0ep M*n1 d Insurance Product Evaluadon EC,23. Cpy of New York MEA 223.93d1, and CordondaDSAPA-019. These documents shwid also be eonwlled (or adddioral Inloanal on concerning the 941ablity of Ws predict lo(spedfkappWatiors. 0 2013 James Handle 9WIdhg Roducts. All rights reserved. TM SAµand 4) denote trademarks or registered kademerks of James Hardie Tedulology urreed.Mis a registered trademark of James Hardle Technology Limped. Panelfast is a registered trademark of ETBF faslsning Sysiems. kre. Additional Installation Informal on, Warranties, and Warnings are available at vvwx.jameshardie.com JamesHardie HS11119•P4/4 6f13 MIAMI•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION l 1805 SW 26 Street, Room 208 DEPARThIENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADN-UNISTRATION DIVISION T (786) 315-2590 F(786)315.2599 NOTICE OF ACCEPTANCE (NOA) www.minmidade.gov/economy James Hardie Building Product, Iite. 10901 Elm Avenue' Foutann, CA 92337 ScopE: This NOA is'being issued under the applicable rules and regulations governing the use of conshvction 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 (AFIJ). 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 heroin, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "CCm" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardioPlank, CemPlank Prevail Lap Siding; HardieSoffit, CetnSoffit 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., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Coutrol Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer'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 1.710.9.2 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 tM materials, use, and/or manufacture of the product or process. Misuso 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. ADVERTISEMCNT: 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 revises NOA 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.E. NOA No. 15d1122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2615 03 f3ol S ragi: I James Ilardie Building Products Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Sttbntitted under NOA 013-0311.07" 1. Drawing No. PNL, PLIC & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit 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 "Sttbinllted urtr/er NOA 013-0311.07" •. 1. Test reports on t) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -tip drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intettek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision I dated 04/25/2013, signed andscaledbyRickCurkeet, P.E. Submitted under NOA 0 02-0729.02" Laboratory Report 2. Test Date SignatureAT&16423-1 3.. AT[ 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. AT[ 16423-3 PA 202 & 203 PA 202 &•203 03/18/96 03/18/96 A. N. Reeves P.E. A. N. Reeves P.E. C. CALCULATIONS L None. D. QUALITY ASSURANCE - I. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5th edition (2014) FHC issued by RonaldI. Ogawa & Associates, Inc., dated 10/26/2014, signet( and sealed by Ronald I. Ogawa, P.E. 03/3 1 15 Carlos M._ Utrera, P.E. Product Control Exainiaer NOA No. 15-0122.04 1 Expiratiou Date: May 1, 2017 Approval Date: April 9, 2015 PRODUCTDES-CMNIrun WALL 1RNGTH SEE HardePaneM, Cernpanel®, 8, Stud Spacing at 15' O.G. DETAIL A Prevail® Panel Siding materia s are t nonasbestos fiber -cement products B --( .—J._--• _ _ / T. SW thick 15 plyAPA rated testedin accordance with ASTM sheathn9'n C1186 Grade 11, Type A and meeting t,••• ` _ a=danoewith Florida the requirements of the Florida B"rg Code Section Building Code. Y zi„ x OIMENSlO1JS t I NEL •--- ThicknessLength WALLt f,G`!!.c'j + j b per Florida vhtm-resistiveWidth8.95116" iEIGH Dq,Q!a . O/ : L' 1? i - i' :J $ Of 1/ &olding Code Sedon 14042 1 PRESSURE RATING i BY ` i ' i - 'Q''.. ® - ` Installation Design Pressure Redct?+ daeic'aie'set ''i t`T,eZ X 4" S-P-F Sleds -76 psf F`S ppa[` wood Studs Wood HardiePanel, impact ks nstagednwer 5/B" thick 15 ply E* CTION Cempanel. n B t— APA tai-d pywood sheathing Nails at 16" O.C. ttyp.) Prevail pane! 3/ 8" Minimum Edge Distance siding JDU& tL A w Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardePanel, Cempanel, F Prevail Panel Siding eivw*. pfadwi art a ' Water - resistive barrier per Florida Building Code Section 14042 SM" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wan and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. IA RDIEPAIVEL,CEMPAtJEL4PR A 4-PAAlE-SIDtP1G 1NS1 . f L N DETAILS AU installation sha11 be done in conformance wRh this Notice ofAcceptance, the manufacturers installationrecommendations, and the applicable sections of the Florida Building Code WoodstudswhereHardiePanel, Cempanel, Prevail Panel Siding wiU be installed shall be designedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsof this N. OA sheaMing shall be attached to the studs in Note13Sl8" thick / 5 ply APA rated plywood accordance with Florida Building Code S_•c ion 232 - sheathing supportek ThesidingpanelsshagbeinstalledoverSS' lhidk 15 ply APA ratted Plywood by a minimum of 2"X r S-P-F wood studs spaced 9 umhead d diameter, 0.092" shank Note2] The siding panel fastener shag be a 2' long. spaced ate" D.C. 1 panel edges diameter, corrosion n istzni siding nail, the fasteners throughSg. at 615 ply APAt pa rated and intermediate studs; the fasteners shall plywood sheathing into wood studs located at IS. O.C. FastenersshallhaveaminimumedgedistanceofIV' and a minimum dearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD SKID CONSTRUCTION James Hardie Building Products. Inc- 1 D901 Elm Avenue Fontana, CA 92337 phone: 909 356-6300 silt 0 NO - - Fax 909-427-OSM A PNL- PLKSOFF Creator. S Gonzales SCALF VY = t 4r Date: 4r242o13 SKM 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 I I• L• Fastener Spa^ing per Florida Building Code Section 2322.3 i PRODtl vEvl*1M - a WA*v meawcos M i Obick Prodr4t N; of ETARI-0G NOMINAL 2" X 4" - P-F WOOD STUDS 16. O.C. FASTENED WITH-3-1/7 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 SHFATMIJG NOMINAL 51W THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322.3 C_1,ADD.N-Q THE PANEL 1S FASTENED WITH 2• LONG, 0.223" MEAD DIAMETER, 0.092'' SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 64 O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing 5 N 1 oO. STA of J OFfIFS 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) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION lames Hardie Building Products, Ina a 10901 Elm Avenue Fontana, CA 92337 Phone: 909456-6300 $me FSW 40 DM NO Fax 909-427-0634 A PNL-PLKSOFF Creator E. Gonzales iSCUE V = t -0• Date: 4/2QO13 &KEr 2 OF 12 1 ALLLENGTH Stud Spacing at 16" O.C. B< j_ I- Ti WALL i HEIGHT is 3 tool,....-- Q ittrErfi ' Lc Florida NO. 1 STATE lb 41Z 3/ 8" Minimum PRODUCT _ DESCRIP PLA SEE HardlePanel6, Cempar; lM, & Ptev2il'9 DETAILA Parcel Siding materials are nonasbestos SW thick 15 ply APA rated fiber- cemerd products tested in plywood sheathing fastened accordance with ASTM C1186 Grade II, to metal studs as described Type A and meeting the requirements of in Note 1 the Florida Building Code. PANEL DLMENSt-0_blS water{ esistive Width Length Thickness barrier per Florida 4! 8,9,10' 5/10' Building Code Section 14042 E&ESS_VBA—R-A--TING D-ESIG_N Installation Design Pressure 209a, 3-&r X 1Sfa• Metal Studs -104 psf Metal Cstud t = 0NA i -''X t \ Impact Resistant— 11 ) HardiePanel, Panel installed over S/W thick / 5 ply pg Cempanel, APA rated plywood sheathing PrevailPanelDistance Nails at 6" O.C. NO sid'utg D- EJ9l4A Sheathing fastener, as described in Note I. Rom yl CoAe Panel fastener, as described in ognprest: lb -00 ' Note 2 1 rCssr I 1-12rdiePanelO Siding 1 f vJater- resistive barrier per Florida Building Code Section 1404. 2 HAFZp EQAt E>zCEIIPANEI PEZEVAIL PANEI SlDl1 GR.SJALAiION DETAILS AllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturers installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, .CempaneL Prevail Panel Siding'will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N. O.A. Note1) fiff thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at wool at panel edges and all intermediate supports using a No.e-18, 0.315" head diameter x 1-1/4" long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supportedbyaminimum209a, Nominal 3-5/r X 1.5/8" Metal Cads spaced a maximum of 16"- O. C. minimum No. 8-18, 0.315" head diameter X 1 Note2) The siding panel fastener shall be a 18 long ribbed bugle head screw (,or screw shall have at least 3 full threads penetrating metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs: the fastenersshallbedriventhroughthe518" thick /5 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fastenersshallhaveaminimumedge distance of 3/8" and a minimum clearance of 2" from comers. 5/ 8" thick 15 ply APA rated r ' plywood sheathing fastened to metal studs as described in Note 1. 20ga, 3."X 1-5/8".Metal Gstud The wall and soffit flames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. phone: 90g3565300 Fax 909427-0634 Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA 92337 uE I FSCM NO I DAG NO I REV A PNL-PLKSOFF jl 1 SCALE' 12' = T-0' I Date: 4242013 's"Su 3 OF 12 6.0 in. 6.00in. • .- I II 6 00in. PR0DUCTBEVxM as a ow*4*S wads do R NO ! ,311 Fspm6m i7 sY t I II I'I II I. I 6.00in. I I I II I. I II rxrloticrsEvum ' W16*s Rmr pre o/ Ardie F_M- tkq NOMINAL 20 GAUGE 3-5/8" X 1-W STEEL STUDS 16" O.C. FASTENED WITH Se' 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 NOMINAL 5/8" THICK! 5 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 1-1/4' LONG BUGLE HEAD SCREW CLApDING THE PANEL IS FASTENED WITH NO.8-18, 0.315" HEAD DIAMETER X 1-5/8' 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 Cladding Framing II I • I Sheathing II I•I , II II I I I I I +++' I OGA ' S I•I 0. 1 I I I • I ; - o •= STAT21EOF PLOR10P.'-1 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) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products.1,-r- 10901 Elm Avenue Fontana, CA 92337 s! WALL fEIGHT i I at W O.C. "" BALL LEAIGT as aoibbl g r ith die Fioose .,d • Q: - •-' I i i ad- Cootroiiiuistudu}, : ;: i. _ .•r]L emu__ - _ __...._ - O ••-'.:: F'-. 314"Minimum Edge Distance Nails at 16' O.C. (typ.) QAI .Sheathing fastener, as described in Nots 1 Siding fastener, as described in Note 2 wab I it Florida r HardiePlank, S Cemplank Prevail Lap Siding Gsic Water -resistive barrier per Florida Building j Code Section 1404.2 5!8" Ne.< / 5 ply A.11A rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2' X 4" S•P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compriance with the Florida Building Code. SEE DETA]L A MQDUCT DESCRIPTIJIJ HardiePlank>81, Cemplana, & Prevail® Plank Lap Siding materials 5/g"thick l5 ply APA are nonasbestos fiber -cementproductstestedinaccordance withratedplywoodASTMC1186Gradeit, Type A and st>eaCring accordance meeting the requirements of theoathFloridaBuildingCode_ Florida Budding Code Section 2322.3 PANEL,.,DJMW1QNSi vet ttr4eeztive Width Length Thickness N,,, barrier per Florida 59-1l2" 12' 5/16' Su9eog Code Section 14042 DESIGNPRESSUI_ZE RATING 2-X 4" S-P-F installation Design Pressure Wood Studs Wood Studs .92 psf Lap Siding Impact Resistant — Planks installed over 5/8" thick / 5 ply 1_t/4'ta11 X 5/16" APA rated plywood sheathing thick starter strip IA 2DI P_LAl1K,—C.i~1.41P_LANK,,PREY1_!(lA SID-I.I-GJJ-S[A--L D fQ1LS All installation shall be done in conformance with this Notice of Acceptance, the manufachirer'sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs %there xardiePlanX Cemplank Prevail Lap Siding will be installed shah be designed by anEngineerorArchitectPertheFloridaBuikfingCodeandtherequirementsofthisN.OANote1] 5/6" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322 3. Planks shall be apphorizorMly commencing from the bottom course of the wall with 1-1l4" wide laps at the top of the plank such that the exposure area of each plank is S 8-1/4" verticaly. N • ote 2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.og2" shank diameter, corrosiorwesistant siding nail; The siding is fastened s 8-1/4" O.C. vertically and 1 O.CC.horizontally, tne fastenersaredrivenintowoodstudsthrough5/8 thick 15 ply APA rated plywoodsheathing. areplacedintheoverlappingareaappreodmately3/4' from the bottom edge of the overlapping Plank Vertical joints shall be placed over studs rted by a Theplanksshallbeinstalledover5/6" thick / 5 ply APA raced plywood sheathing supPo minimumof2"X4" S-P-F wood studs spaced a mao3murn of 16" O.C. Fasteners shall have a minimum edge distance of 318'. HARDIEPLANK, CEMPLANI(, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, fnc 10901 Elm Avenue Fontana, CA 92337 rnone: vw_--aQv- PNL-PLK-SOFF Fax 909-427-0634 A Creator. E. Gonzales SCALE 12" =1'-0"Dat,.f3SHE4r 5 OF 12 Fastener Spacing per Florida Building Code Secdon 2322.3 0.75in T—!' PRODUCT REVLSM ar oomplyi * with.teeklwids Bm1ans talk AasI ,WeI9-4511.0i 5"a25in. .fm v. adeAodneeC trsd I in. 00----1 / Cladding I Framing Fastener Spacing per Florida I Sheathing13uitduogCodeSection23223 I • I I / r ING_ NOMINAL 2" X 4" S-P-F WOOD STUDS 15" O.C. FASTENED WTCH 3-11T 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 SHEATHIN_C,, NOMINAL SZ' THICK / 5 PLY APA RATED PLYWOOD SHEATHING'FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 C_Lk- QQt lCZ PLANKS.OVERLAP 1-1/4' THE D(POSURE IS 98-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2' LONG, 022X' HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION-, RESISTANT SIDING NNLS,-PLACED 314" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATIONI PRODUCrREVtSED Wilk de El "F- WiS ! No. +? .,.. 121 STATE OF ZOR ss oAl rV 10119 FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND t.;Vfl`Y LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLAN) CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina s10901 Elm Avenue Fontana, CA 92337 Phone:909-356-6300 SIZE FSCMNO o+GNO Fax 909-427-0634 A PNL-PLK-SOFF t Creator. E Gonzales SCE 1' =11-V Date: 4/242013 sr+ r 6 OF 12 4VALL LEN'—... SEE PRODUCT QESQRIPTO Stud Spacing at IS!'O.C. DETAJLA HardiePlankS, CemplankO, and 5C Via 15 ply APA Prevail& Plank Lap Siding materialswenonasbeStOSfiber-4eMent rated ph -wood products tested in accordance withVlastenedAsTmC1186Grade11, Type A and to n*r& shift as meeting the requirements of the elt0ii ter 2 described in Note 1 Florida Building Code. no coer+eY wisb 11*0 WALL 101A banker per Florida EL K__Q@4E h%%LQM% HEIGHT HE] StiMing Code Width Length Thickness Sefton 14NI 6 9-1/T 1Z 5/161! eef20ga. 3-51r X 1-Sir. PadvinCxftel . . % ': I I - DESIGN PRESS kLU ERATING meal G- Stw —illation Design Pressure S IATa OF I - PlanK Metal Studs -92 psf B4__l v - mplank, PrevailC0 LapSiclinq impact Resistant — 8/01VAL"' 3/40 Minimum Edge Distance Malls at 16' O.C. (typ,.) Planks installed over 518" thick 5 ply APA rated plywood sheathing tNck StarterSMPELF_rA_ 1L,6 IEPLAN All installation shall be done in coriftirmanowe wdlt this Notice ofAcceptance. the manufacturers installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Builcring Code. described in Note 1 Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be instaned shall be designed by an Engineer or Architect per the Florida Building Code and the requi ments of this N.OA 16wy" am Flo" \% Note 1] 518" thick 15 ply APA rated plywood sheathing shall be attached to metal Studs at 6'0C at panel edges and all intermediate supports using No.8-18, 0.315'head crrameterx I -IX long bugle head screw 15 r42j$ Sidingfastener, as described in Note 2 4,w Planksshallbe applied horizontally Commencing from the bottom course of the wall with 1-1W wide laps at the top of the plank such that the' exposure area of each plank is:9 8-114!verticafly. a lby Note 21The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1W long' bugle head least 3 full threads metal framing); The siding is screw over metalstuds ('or screw shall have at penetratV HardiePlank fastened s 8-114!'O.C. vertically and 16" O.C. horizontally', fasteners are driven into metal studs through SW Cemplank, thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately SW Prevail Lap Siding from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 501 thick / 5 ply APA rated plywood sheathing supported by a minimum Water -resistive 20ga. Nominal 3-518'X 1-3/W' Metal C-Mds spaced a maximum of 16" O.C. barrier peFlorida distance Fasteners shall have aminimumedgeof318". g BuildinCode Section 1404. 2HARDIEPLAN) CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION W thick 15 ply APA rated plywood sheathIng finedfinedto James Hardie Building Products, Inc. 11— log metal studs asdescribedin10901ElmAvenueNote1Fontana, CA 92337 20ga, 3-61W X I- S/&' metal Cmtud Phone: 909-356-6300 SIZE FSCM No MONO REV The wall and soffit frames are to be designed Fax 09-427-0634 A PNL-PLK-SOFF I by the Architect or Engineerof Record in compriance with the Florida Binding Code. Creator. E. Gonzales SCALE 1120 = 11-01 1 Date: 412412013 IsHEET 7 OF 12 16.00in. 0.75in a whh6cFlorida a; j Oak Pmd 98.2lsn. F.F. A>w 1G- NOMINAL 20 GAUGE 3-S/B" X 1-SM" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE 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 COMPLL4NCE WITH THE FLORIDA BUILDING CODE 5jjfE&TWh NOMINAL SWTHICK 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 1-114" LONG BUGLE HEAD SCREW CLAD MCj PLANKS OVERLAP 1-1W THE EXPOSURE IS 58-11e THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER X 2-1W 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 in. OC—+{ / Cladding I Framing 6. 00in.00 I I I Sheathing I I• I. ' I I I I i O GAW _ 1'! It AEVLSFD ona i riora wft Wk F kd.11r 121 I c } k O • I I woaWca.. d = -o '• STATE OF = FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,.InG 10901 Elm Avenue Fontana, CA 92337 I= FSCM NO tnnG NO RE A I I PNL-PLK•SOFF I 1 1" = 1'-0' I Date: 4r24/2013 ISnEET 8 OF 12 2E NL A 1 i WALL LENGTH Stud Spacing at IV O.C. 3/8" Minimum Edge SSG Pf t0AWJLDESCRtPTIOIJ DETAIL A HardieSofFite & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A 1 and meeting the requirements of the Florida Building Code. SOFFLT DIMENSIONS 2" X 4" S-P-F Width Length Thickness Wood Studs 4' 8' 14' pJ;SIGN_t?fZkSS1JI2E-R_A-ik HardeSotre, Installation Design Pressure CenwfCit Wood Studs 70 psf t'RODUCi REV157EDNails' O.C. (typ.)rpeO t REvtSM as °0-07in6 me Fbrida Distance da R-is Buil• r r6130311,c— O 1 Dbe Br offif fastener, as ascribed in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wag and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code, nNN21 STATE OF = sSIDNP- [ HAR.D_It;S_O_FF1],..C-E(VISO-F-FIu NEL-tbLST}1,LLAJJ-O-N DE-T,Al4S AA 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. Cemsofft will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of th's N.OA The soffit shall be installed over minimum Z%4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 7' long, 0.223" head diameter, 0.097 shank diameter, corrosion resistant siding nail; the fasteners shall be s?aced at 4" O.C. at panel edges and intermediate studs, the fasteners shall be driven into wood studs located at 16' O;C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. HARDIFSOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana. CA 92337 IM F=M NO I DV4 NO A PNL-PLK-SOFF Creator. E. Gonzales ISCAU 1/2'= t'-0, { Dam: 4r 2013 9OF12 4.00in.1 pabb tr BEvism s , M soilrn g aA &C Floods Cole • Am"o-a Ilt;wadm. Afr i P+•tiA Cadul FRAMLra NOMINAL 2" X C S-P-F WOOD STUDS 16" O.C. FASTENED WRH 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 SOFFrr IS FASTENED WITH T LONG, 0223• HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE— STUDS PRODUC r2041SM as oua wlyils wii &e ¢lsei& cc - Nio • !Ia 1 -0% E*n ik 7 Cladding Framing- MNo.l STATE OF EORIO • 1 f 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) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA92337. FaX90%427-0634 A PNL-PLK-SOFF t Creator. E. Gonz2Jes SauF 1 ^ =11-01 Date: 4/242013 SZ 10 OF 12 ALL LENGTi; ---%i Stud Spacing at 16" O.C. 1 ) WALL 1EIGHT i ! i i '. i•i i I D-EzAJ..9 Nails at 6"' O.C. (typ. 31W Minimum Edge Distance Soffit fastener, as described in Note 1 HardieSoffrt, Cemsoffit 20g2, 3-5/8" X 1-5W Metal C-stud LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance wits the k- SEE 0_D_U_CC QE.S_CRIP_TLQN HardleSoffrt® &• CemsoffitO materials DETAIL A are ronasbestos fiber -cement products tested in accordance vhth ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 20ga, 3-5/8" X 1-5/8" A.Q_FF_r_r_QiM9-RSLQNS. Metal C-stud Width Length Thickness 4' 8' /. j HardieSoffit, DQ51GN PRESS_49E RATING- Cemsoffd Installation Design Pressure j• Metal Studs 01514 aC ON B-B t?itODUCT SEVISE'D- PMODUCC EVISM ascarnoyi1q;Whb&Vflarida rn ohmr eWtaicg CoftIVO. 121 weoaawea Nrs/ -a7 Aasp w `'`' u*""— : -p •_ ' 67A TE 4F 1H' ltn+bt Caaaai ' " P cAned O&ID P ' LIAR -' NAL E`rrrrr' r1 All instatla5on shall be done in conformance with this Notice of Acceptan6€!CWM- Snufadurers instal';ation recommendations, and the applicable 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.OA The soffit shall be installed over minimum 20ga. Nominal 3-5/8" X 1-5l8" Metal C••studs spaced a maximum of 15' O.C. Mot' 1] The sotfrt fastener shall be a minimum No. 8-18, 0.316, head diameter X 1-1/4' long' ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing) -,the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3W and a minimum clearaxe of 2" from ccmers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Ina 10901 Om Avenue Fontana, CA 92337 SIZE FSCM NO DWG wo REV A I PNL-PLKSOFF 1 Florida.Building Code. I Creator. E•Gonzales. scau 1/2" = 1'-(r I Date:424=13 S-EEr 11 OF 12 . Cladding Framing 6.00in. PRCmR)Cf REVLSED a oo iyiag rAi meflofiii pROD!)Ci B • BrDd'ref`t m oompigiug t!e irlaiide i *b 13 .- ..... AWq =_ M>raruIDaeeP.o aCceQol I u 09-- FLORA SSIONA NOMINAL 20 GAUGE 3-5/8" X 1-5V STEEL STUDS 16" O.C. FASTENED WITH 5/8' WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION 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 NTH THE FLORIDA BUILDING CODE CLADDING THE SOFFIT IS FASTENED WITH NO.8-18, 0.31S" HEAD HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER X 1-1/4' LONG CORROSION RESISTANTRIBSED INSTALLATION DETAILS METAL STUD CONSTRUCTION BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE James Hardie Building Products, !nc SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE lip 10901 Elm Avenue STUDS Fontana CA92337 Phone: 909-356-6300 SUE FSCM NO Me NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Crew* -or. E. Gonzales SCN.E 1°= 9-0" Dar-:424=3 S 12 OF 12 4/282017 Florida Building Code Online i!)fl(iit i• max'" • •'•:i:'t• '.,••fro Ii `• .. t ' t ` fllcfj i; Tin a, ; it 1 rt .L"']''iJ eQ'7'.Y7g1:7CQt' eels Home i Log In user Registration Hot Topics ; 'Submit Sunylarge Slats 9 Facts Publications FEC Staff SCIS Site Map Links j Search Product ApprovalIi. USER: Public User Product Aconwal Menu > Product or AOMiettion Search > Annlla,Uon List > Application Detail FL # FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcollsinc.com Authorized Signature Gareth Rahman grahman@alumlnumcollsinc.com Technical Representative Paul Frost Address/Phone/Email S001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcollslnc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits 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 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 r• 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 httpsJlwww.8oridabuilding.orglpr/pr app dU.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMisX5GEO%2f1CXzYpyxA%3d%3d 12 4/28/2017 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method L Option 0 08/27/2015 08/28/2015 09/04/2015 10/16/2015 04/OS/2017 FL # Model, Number or Name Description ' 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FLL2194 R3 It ALC15001 Evaluation Report 2014 FBC 04 T4 Soffrts.pdfApprovedforuseoutsideHVHZ: Yes 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 ALCLS001 Evaluation Report 2014 FBC 04 T4 Soffits.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 650.487-1824 The State of Florida Is an ANEEO employer. Comr'4ht 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 mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. 'Pursuant to Section 4SS.27S(1), Florida Statutes, effective October L, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emalls 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 Oepartment with an email address which can be made available to the public. To determine I( you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: imrq -,—.---Ij M Credit Card Safe securitymE-rRICSs https://www.0oridalxriiding.orgfpr/pr app dtl.aspxlparam=wGEVXU.ytOquk24AUC%2(EHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxAa/o3d%3d 2/2 Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5r" EDITION (2014) 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: PRO Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES E k Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRO Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRO Construction Materials Technologies (TST5878) ACIX-003-02-02 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 FBC section 1203.2. 6. Field fastener withdrawal may be 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 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.016-inch thick, 3105 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 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. C R E E K ALUMINUM CAILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit ?panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in AMA for the 'full vent' configuration and 4.2 in2Ain.ft 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 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 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PRY R. VQ .•' , G•E•N No 740211 r cc Z r 0'. STATE OF •;lll 5,' cl O FI CERTIFICATION OF INDEPENDENCE 2015.08.27 07:05:00 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. 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 Stale 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. 0 CREEKIm TECHNICAL SERVICES. LLC 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 rated 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 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— 44nch o.c. Fastener Fastener Fastener Fastener L lion tion Location Location c. 16' 04 Soffit —16-inch o.c. Fastener Fastener Location Location 1. 1 ALC15001 FL12194-R3 Pagel of 7 This evaluation report is provided for Slate 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. CREEX TECHNICAL SERVICES, LLC d. 16" Q4 Soffit— 8-inch o.c. Fastener Lnralinn if — Fastener Fastener Location 1Xl ALUMINUM COILS, INC Soffits Approved.Systern Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 124nch OverhanQ with J-Channel 1 F-# Approved Systems for 164nch Overhang with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 124114 1 Approved 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 pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail. One (1) min. 318 x 3/84nch One (1) min. 1 3/4-inch long x 12F-1 164nch Wood Wood min. 1.25-inch embedment spaced Wood crown staple spaced 164nch 0.3/16xmin072-Inch dia. . 340.0 o.c. o G Inch head dia. trim nail spaced 36-Inch o.c. Max Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/44nch long x 12F-2 16 inch Wood sown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.0724nch dia. x min. 1/44nch 48 spaced 244nch ox, and securing each panel lap head die. 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 3/4-inch x 1/44nch One (1) min. 1 3/4-inch long x0.072-inch dia. x min. 1/44nch 48 16 inch spaced 8-inch o.c. crown staple spaced 84nch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. AL015001 FL12194-R3 Page 2 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 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 ps0 Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Max. Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/24nch long x 3/8-inch head diameter One (1) h x3n One (1) min. 1 314-inch long x 0.072-inch dia. x min. 1/4-inch 48 12J-1 16-inch Wood staples in diamond screw spaced 164nch o.c. Wood crown staple1spachcrownstaple head dia. trip nail spaced 48- 64.2 pattern spaced 24- connecting soffit to J-channel spaced 8 inch o.c . Inch o.c. inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width Rsf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/4 inch crown x One (1) min. 1.75-inch x D diameter 16F-1 Max Masonry One (1)14 ga.•5/8-inch long T nail Wood 1-inch leg staples spaced max pinchnailwith min. 3/16- finishingng 53.3 124nch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-Inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1)18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-2 Max. 12-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced max 4 inch o.c. and securing each finishing nail with min. 3/16- i53.3 spaced 164nch 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 318-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 164nch Wood 1,25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail t25.6 inch o.c. O.C. spaced 364nch o.c. Max. Three (3) min. 3/44nch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.0724nch dia. x min. 1/4- 27 16F-0 164nch Wood staples in diamond pattern Wood crown staple spaced 84nch o.c, inch head dia. trip nail 36.1 spaced 244nch 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 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 A Approved Systems for 16-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 One (1)18 ga. 1/4-inch crown x One (1) min. 1.754nch x 16F-5 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3164nchspaced84ncho.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Max.1-inch Three (3) 18 ga:114 inch 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 16-inch Wood inch leg staples in diamond pattern Wood leg staples spaced 4- inch o.c. and securing each finishing nail with min. 3/16- 243.3 spaced 16-inch o.c, panel lap inch head spaced 16-inch o.c. Approved Systems -for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width pgf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 16J-1 Max. Wood Three (3) min. 3A-inch x 1/44nch crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-Inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 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. ALCIS001 FL12194-R3 Page 4 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psi) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1)18 ga.1/4-inch Nominal 1 QNNorm crown x 1-inch leg Three (3) 18 ga.1/4- SYP anchored to staples spaced 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch 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 diameter finishing nail with min. finishing nail 801-90 12-inch diamond pattern 1) min. 2.25- One min. leg staples spaced 8- inch 3/16 inch head spaced spaced 164nch o.c. inch x 7d ring shank nail diameterx0.072inch diameter72 o.c. 12-inch o.c. 24-Inch o.c. finishing nail with min. 3/164nch head spaced 44nch O.C. One (1)18 ga.i/44nch 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 Max124nch inch x 11 a. 9 anchored to each anal laP P inch crown x 1-inch 0.072-inch diameter 80/ 24F-2 Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 78 8 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/164nch head spaced 16-inch o.c. inch ring shank x 0.0724nch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/164noh head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing One ga. inch One (1) min. 1.75-inch x Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inchcrown 0.072-inch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood aced 8IstaplesspaPIP finishing nail with min. 76.6 spaced 84nch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/164nch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/164nch head spaced 4-inch o.c. ALC15001 FL12194-R3 Page 5 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. Nam CREEKAN TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch 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)18 ga.1/4-inch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124rich o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F4 164nch WOod leg staples in 1) min 2.25- Wood leg staples spaced 8- finishing nail with min. 801.60 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/16-Inch head spaced spaced 164nch o.c shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing finishing nail with min. head spaced 44nch 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 124nch o.c. securing One (1)18 ga. 1/4- One (1) min..1.754nch x inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 1&inch Wood 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 164nch 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. 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 No.2 SYP 124nch 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 24F-6 16- niMasonryinchlongTnailrafterwithoneWoodlegstaplesspaced8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch Inch o.c. and securing 3/16-inch head spaced 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 44nch o.c. ALC15001 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, 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 -inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel -Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.254nch x 7d One (1)18 ga.1f4-inch Nominal 1x2 ring shank nail crown x 1 ncc leg No.2 SYP anchored to Three (3) 18 ga.1/flinch craws strel ht- naied through99 the rafter Into the end staples spaced 12-inch o.c. securing One 1 18 a ' g /'- One (1) min. ch 24J-1 Max rafter with one x 1-inch leg of the banes a two (2) each panel lap Wood inch crown x 1-inch diameterx0.072-inch diameter finishing nail with min. i60 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min.1.75-Inch leg staples spaced 3116-Inch head spaced inch x 7d ring pattern spaced 16- ring shank nails roe- x 0.0724nch diameter 8-inch o.c. 12-inch O.C. shank nail inch o.c. nailed on either side of the batten at each finishing nad with min. 244nch O.C. batten/rafter4-; 31161nch head spaced Intersection. Max. o.c rafter spacing is 244nrh o.c. Nominal tx2 No.2 SYP scabbed between rafters with one (1) One (1)18 ga.1l4-inch Nominal 1 x2 min. 2.25-Inch x 7d rag shank nail crown x 14nch leg No.2 SYP anchored to Three (3)18 9 a.114-inch crown strai ht-nailed throughgg the rafter into the end staples spaced 12-inch o.c. searing One (1) 18 ga. /.- inch crown x 14nch One (1) min. 1.75 inch 24J-2 Max rafter with one x 14nch leg of the batten or two (2) each panel lap Wood leg staples spaced x 0.0,724nch diameter finishing nail with min. 153.3 16-inch 1) min. 2.25- staples in diamond min. 2.25-Inch x 7d One (1) min. 1.75 nch 8-inch o.c, and 3/16-inch head spaced inch x 7d ringringpatternspaced16- shank nails toe x 0.0724nch diameter securing each panel 164nch o.c. shank nail inch o.c. nailed either side of finishing nail with min. lap 24-inch o.c. the battenten at each battr 31164neh head spaced Intersecction. tion. Max. 44nch o.c. refler spacing Is 244nch o.c. ALC15001 FL12194-R3 7of7 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 B INSTALLATION Note - Refer to the APPRoveo SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail Min. 2/8, head die. nall rich mill. l anjagamaat(-`or w=i substrate} or min 0.0971 din. T-niil or atub ntil with min. 5 6- mngagemenc(`-or ca:crets or 1:1r.:Y. cubatra-r-). apaccd as accud soovo. FASCIA SLIP BOARD FASCIA TRIM 12F-1 & I I I II \—"F"CHOANNIEL( OVERHANG WIDTH VARIES) 12F-3 W=d, Concreta or Elock M FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. t—PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 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. CREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix B System No. Installation Detail Lj n `, SOFFIT STAPLE OPEN RAFTER' r ; DIAMOND PATTERN 3/4' X 1/4- I 1 ; D AIL CROWN STAPLES ` yr rrm ruslNcAolAMonO .fsrw t: , PATTERN FACIA BOARD FASCIA GAP 12F-2 FACAA BOARD 1TRIM3/4- X 1/4- CROWNJS.S. a' STAPLE ON CENTER 1-3/4- TRIM NAIL P77- CNEL CAN BE PAINTED S.S. 48" FASCIA GIP INSTALLED WITH THE O.C. UNG FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT- mwA• 12-inch span SOFFIT SUBSTRATE SOFFIT & FASCIAIrWOODDETAIL ALC15001 FL12194-R3 Page 2 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. 12J-1 CREEK TECHNICAL SERVICES. LLC No. I Installation Detail OPEN RAFTER 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USINC A DIAMOND PATTERN ti—L; ANNLL 1-3/4- TRIM NAZI acrered to soffit ith ons(1) ve a PAINTED S.S. 48' 1/2" x Ye' bead O.C. dle:er screw, 16" C.C. WOOD OR BLOCK SUBSTRATE SOFFR—max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B WrKrW ; SOFFIT STAPLE DIAMOND PATTERN DETAIL FACIA BOARD t1 u° o[rvttr i FASCIA CAP 3/4- X 1/4- CROWN 1-3/4- TRIM NAIL FACIA BOARD STAPLE '8' ON CENTER PAINTED S.S. FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALCIS001 FL12194-R3 Page 3 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. M CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM NAIL , /—FASCIA BOARD PAINTED )S. J I FASCIA CAP 4 SOfF11 Y'A}' CROWN STAPLE CPEN RAFTER FASW BOARD L Hni:iTi i aJ 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SCFFIT t FASCIA OCIAIL f' CHANNEL SOFFIT. MAX. 16' SPAY MASONRY SUBSTRATE I ALCIS001 FL12194-R3 Page 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 nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16F-3 CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix B No. I Installation Detail Min. 318" head dia. nail with min. 11,5" sngacemeitWor s od substrata? or min. 0.047" dia. T-nail .zr stur, nail with min. c/o" engagamantifor ogncrete or block substrato), spaced as rcted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wozd, Concrote or 91xi: :all FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. LPAINTED 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 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 n SOFFIT STAPLE 3/4' X 1 /4' OPEN RAFTER r I DIAMOND PATTERN LDETAIL CROWN STAPLES uslNc A oIANOI+o t` " S ,` PATTERN FACIA BOARD FASCIA CAP 16F4 3/4' X 1/4' CROWNJTRIMNAILFACIA 8' 1_ 1-3/4' BOARD TRIM NAIL STAPLE ON CENTER PfCHANNELCANBEPAINTEDS.S. 48' INSTALLED CAP WITH THE O.C. FASCIA NAILING FUwGE UP OR 3/4' X 1DOWNCROWNSTAPLE SOFFIT- max. :6-inch span WOOD S SUBSTRATE SOFFIT FASCIAirDETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61020-3. 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 I t' TRIM NAIL FASCIA BOARD PAINTED S.S. fASCIA CAP SOFFIT fq• CROWN STAPLE OPEN RAFTER FASCIA BOARD I'q CROWN DIAMONDD STAPLES SOFFIT 8 FASCIA USDIC A 16F-2 8 PATTERN; REFER TO DETAIL SOffll STAPLE 16F-6 DIAMOND PATTERN "' \ DETAIL L S CAP; REFER TO / \ TO SOFFITFIT 1 FASCIA 8- F [MANREI OCTAL 3/8 SOFFIT; MAX. U- I SPAN M\ / SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALClSO01 FL12194-R3 Page 7 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFrER J n„I 1 SOFFIT STAPLE GIST r + ; DIAMOND PATTERN I DETAIL FACIA BOARD i 10, i 3/4- X 1/4' CROWN STAPLE -24- JIRIMML ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 3/4' X 1/4' CROWNFACIA STAPLE -B' ON CENTER 1- CHANNEL PPAINTED BOARD 1-3/4- TRIM NAIL S.S. 48' FASCIA CAP O.C. 3/4- X 1/4' CROWN STAPLE SOFFIT -max. 1c-inch span S WOOD OR BLOCK SOFFIT & FASCIA SUBSMTE DETAIL ALClSO01 FL12194-R3 Page B 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 11, TRIM NAIL FASCIA BOARD PAINTED S.S. 1 1'r(RO> EN CAP S 1APlES FASCIA SOfNTUSmGD PATTERN; REFEREFER r0 ra{' LRm STAPLE SOFFIT STAPLE OIAM0.V0 PATTERN OEIA:L I1' IM NAIL FASCIA BOARD PAWM SS. SOFFIT b FASCIA DETAIL 24F-1 & I l 24F4 rat' (ROwN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA / \ D'_fALL 3_ 8 Nrs t'a:- SYP I 3/8HafteAAM.:ore0 N SOFfII; MAR. 7C f•[MANN[L Rafters rifh ono TO Req Shan Nail at Awry Rafter f WOOD SUBSIMTE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G203. 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 I I- TRIM HAD. FASCIA BOARD t PAWED S.S. IA* SMOOTH SY4 X i i FASCIA [AP ROOF NAILS SOFFIT 1•d' CROWN STAPLE i 11' TRR1 NAL FASCIA BOARD PAINTED SS. SOFFIT 8 FASCIA DETAIL 24F-2 & I 24F-5 rrt caoWtl STAPLE FASCIA CAP. OVER 10 SOFFIT t FASCIA OETAL Ham 111Y SYP Batten Anchored to SOFFIT; MAX. 24` F-CHAIr.7R RaElrn .dh one 1a Rmq Shank Had at arery Raft" SUBSTRATE ALC1S001 FL12194-R3 Page 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail It TRIM NAIL FASCIA BOARD PAINUO SS I ALGA i T•NAILS I .,—FASCIA CAP SOFFIT 1'4^ CROWN SIAM I 1 Tral NAIL FASCIA BOARD PALYIED S.S. I SOFFIT & FASCIA 24F-3 8 DETAIL 24F-6 I ^ CROWN STAPLE NI —FASCIA CAP; REFER 10 SOFFIT A. FASCIA DETAIL Nomho ra2' VP F •CHANNEL Batten Anthem to SOFFIT, MAX. 24' Rafters .ith are Id Ring Shank Naa at f I every Raster MASONRY 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 attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I- TRin MAIL, —FASCIA BOARD PAN1E0 SS I -la- CROWN FASCIA CAP STAPLES SOFFIT USING A DIAMOND PATTERN. REFER 10 I el CROWN STAPtf SOFFIT STAPLE CANTILEVERED DIAMOND PATTERN RAfTFR OCTAL FASCIA BOARD SOFFIT FASCIA I t TRIM MUD. DETAILPANTEDS.S. 24J-1 8 1-,- CROWN STAPLE _ 24J-2 FASCIA CAP: E TO SOFFIT I. FASCIA DEtA0. / \ NOmm: 1' x i' SYP Daum ecamed De-. n nlup and SOFFIT; PIN%. 14' 3lEt 1-(NANVEL Swum rmil one (1, 70 ling worm nu SL-AgmdHGaO Ufdugh Ne mMt! ww"enc I WOOD SUBSTRATE eeoftheDan or ' a) To \ / nn0 StianA nab=,aalsc tin tAho iae of dm Dacern A; Int baDeMNtm venecdon / SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 12 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 DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C 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: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C. and D shall be as defined in section 1609 of the FBC. 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, Ka = 0.85 7. V,lt is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. B. 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 10% of the least horizontal dimension or (0.4 x Mean Root Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 34 ALC15001 FL12194-113 Page 1 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 ALUMINUM COILS, INC soffits Appendix C Design Wind'Pressures for Soffits in Exposure B Building Type Zone Mean' Roof Height ft Basic Wind Speed. Onph) 120' 130'. 140 150 16.0170 180 190 200 Enclosed 4 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 40 18.3 21.5 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 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 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 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 40 22.6 26.5 30.7 35.3 40.1 45.3 1 -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 Enclosed 4 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 40 11.7 13.8 16.0 18.3 20.8 23.5 1 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 Positive Loads) 5 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 19.2 217 24.3 27.1 30.0 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 1 17.0 19.5 22.2 1 25.1 1 28.1 1 31.3 1 34.7 60 13.1 1 15.4 1 17.8 1 20.5 23.3 1 26.3 1 29.5 1 32.9 1 36.4 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 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 C Design Wind Pressures for Sofrrts in Exposure C Building Type Zone. Mean Roof Height ft Basic Wind Speed mph), 120 130 140 150 160 170 180 190 200 Enclosed 4 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 65.5 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 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 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 40 30.9 36.3 42.1 48.3 54.9 62.0 1 -69.5 77.5 85.8 50 32A 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 67.4 75.5 84.2 93.2 Enclosed 4 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 40 16.0 18.8 21.8 25.1 28.5 32.2 1 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 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 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 40 16.0 18.8 21.8 25.1 28.5 32.2 1 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 1 42.1 46.7:j6017.4 1 20.5 23.7 27.2 1 31.0 35.0 39.2 1 43.7 48.4 ALCIS001 FL12194-113 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. y` m CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D Building Type Zone Mean Roof Height ft Basic Wind Speed mph) 120 130 146 , 150 160 1.70 180 190 200 Enclosed 4 20 26.0 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 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9. 522 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 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 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 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 Enclosed 4 20 1 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 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 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 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 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 1 23.0 1 26.7 30.6 34.8 39.3 44.1 1 49.1 54.4 60 20.2 1 23.7 1 27.5 31.6 35.9 40.5 45.4 1 50.6 56.1 ALC15001 FL12194-R3 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. t CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/8" 3/b" 1/8' HEM 15/8'I T -T 3/1.1 i- 3/8* ISOMETRIC VIEW 3/C PROFILE ISOMETRIC VIEW 3/P PRULE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 6113203. 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 TECHNICAL SERVICES, LLC S 3/4" 7/8" 1/8" HEM E 1/4" T 6'FASCIA 7' BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for Slate 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 16" 04 Soffit 18' BLANK 3 / 8 PROFILE 2.E25 REF. 50 TV. 25 TP. X125 TYP. D1DDDDD DDDDD i DDDDDD = DDDDD DDDDDD DDDDD Nnf IINIufR PArMRN I I Sr i1 LOWERS roRAD n SAME OoRE101100 AS RM) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194- 113 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 use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 31/8" 7/8" 1 31/e" 7/8" 31/8" S/16" 1/2' 1/1" 1/2" S r 3/4" 1/8" 13.75" BLANK 3/8" PROFILE 2.625 REF. 50 TIM DIODDDD DDDOD DDDDDD DDDDD DDDDDO DDDOD MOt Ih OM PAflTRN /ILII CGLn LOWEM FOBMED IN SAME OIREL'IIOH A5 Po!S) 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 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 Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE V EDITION (2014) 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 (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 LIMITATIONS Year 1986 1986 1986 1986 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 FBC section 1203.2. 6. Field fastener withdrawal may be 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 61G20-3. PRODUCT DESCRIPTIONS 3/8" 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-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. n CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lMA for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2ft.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for Stale 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 COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits 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. 11111111111',' 2015.08.27PG,rP GEIVS FS; •, NO 74021 ll 07:05:00 q=-04'00' 13'.. STATE OF : O R O P N` Zachary R. Priest, P.E. FloridOrganizationti! 021 ation NoA E9641 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. 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. 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 610320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which [his 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 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 LtattTATioNs and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLAnON 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 (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 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— 44nch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location 1 1 ALClSO01 FL12194-R3 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. CREED TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-Inch o.c. Fastener Lnratinn IF Fastener Fastener Location Xl ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# A roved Systems for 12-inch Overhang with F-Channel 12J Approved Systems for 12-Inch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel iul Approved Systems for 164nch Overhang with J-Channel 24F Approved Systems for 244rich Overhang with F-Channel 24 Approved 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 MOP No. Width psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max' One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 X4-inch long x 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0.072-inch 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. 3/4-inch x 1/4-Inch One (1) min 3/44nch x 1/4-inch One (1) min. 1 3/44nch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.072-inch dia. x min. 1/4-inch 48 spaced 24-inch 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 3/44nch x 1/44nch One (1) min. 1 3/4-inch long x 0.0724nch dia. x min. 1/44nch 48 164nch spaced 8-inch o.c. crown staple spaced 84nch o.c. head dia. trip nail spaced 48- 64.2endsecuringeachpanellapincho.c ALC15001 FL12194-R3 Page 2 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. t>= CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC sottits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 314- inch x 1/4-inch crown One (1) min. #8 x 1/2-Inch One (1) min 3n x One (1) min. 1 3/4inch long x 0.072-inch dia. min. 1/4-inch 48 12J-1 Max. 16-inch Wood staples In diamond long x 3/8-inch head diameter screw spaced 164nch o.c, Wood statehcrownstaple1/4-inch x head dia, trip nail spaced 48- 64.2 pattern spaced 24- connecting sollit to J-channel spaced 8-inch o.c.. spac Inch o.c. inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Cdnriection Eave Connection System Panel MDP No. Width psfl Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga. 1/4 inch crown x One (1) min. 1.75-inch x 0diameter 16F- 1 Max Masonry One (1)14 ga. 5/84nch long T nail WOOd 1-inch leg staples spaced max. l with min. 3/16- ng nailfinishing353.3 12-inch spaced max. 84nch o.c. 44nch o.c. and securing each inch head spaced panel lap 12-inch o.c. Three (3) 18 ga.114-inch crown x 1- One (1) 18 ga. 1/4-Inch crown x One (1) min. 1.754nch x 0.072- inch diameter 16F-2 Max 12- inch' Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced max. 4 Inch o.c. and securing each finishing nail with min. 3116- 253.3 spaced 16- inch o.c. panel lap inch head spaced 12-inch o.c. One (1) 3/84nchhead dia. nail, min. One (1) min 318-inch x 318-inch One (1) min. 1 inch long inch dia. x min. x 0.-inch 16F- 3Max. 16- inch Wood 1. 25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16 nch head dia. trim nail t25.6 inch o c. o c spaced 36-inch o.c. One (1) min. 1 3/4-inch long Max' Three ( 3) min. 3/4-inch x 1/4 inch 1) min 314-inch x 1144nch x 0.072-inch dia. x min. 1/4- 27 16F 16- inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. crown inchhead dia. trip nail 36.1 spaced inch 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 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 A Approved Systems for 16-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 One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1)14 ga. 518-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 243.316-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 ga.1/4-inch 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. 3/16- i43.3 spaced 16-inch O.C. panel lap inch head spaced 16-inch o.c. Approved Systems for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.516J-1 164nch Wood crown staples in diamond pattern spaced 24-inch o.c. Wed crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 484nch o.c. ALC15001 F1.12194-113 Page 4 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 not 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 MOP No. Width Psi Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1)18 ga.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 24F-1 Max Wood inch crown x 14nch 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 124nch pattern 1) min. 2.25 One (1) min. 1.75-inch leg staples spaced 8- 3/16-inch head spaced spaced 16-inch o.c. Inch x 7d ring shank nail x 0.072-inch diameter inch o.c. 12-inch o.c. 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 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1) 18 ga1/4- One ( 1) min. 1.75-inch x Max inch x 11 a. ganchored to each panel la p Inch crown x 14nch 0. 072-inch diameter B0/ 24F- 2 12- inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch x inch o.c. 3/ 164nch head spaced 164nch o.c. inch ring shank 0.072-inch diameter 124nch o.c. nail 24-inch o.c. finishing nail with min. 3/ 164nch head spaced 4- inch o.c. One ( 1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No. 2 SYP 12-Inch o.c. securing 1/4- One (1) 18 ga. 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. 0724nch diameter 801 24F- 3 124nch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 84nch o.c. 1) 7d x 2.25- One (1) min. 1.75 inch inch o.c. 3/ 164nch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-Inch o.c. finishing nail with min. 3/ 16-inch head spaced 414nch o.c. ALCI5001 FL12194-R3 Page 5 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch 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)18 ga.1/4-inch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 124nch 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 lap inch crown x 1-inch 0.072-inch diameter 24F-4 164nch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801.60 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 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 14n4dh leg Nominal 1x2 staples spaced One (1) min.1.5- No.2 SYP 124nch 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 20-6 16-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofingnails paced 1) 7d x 2.25- One (1) min. 1.754nch Inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.0724nch diameter each panel lap 16-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 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. 801.60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c, and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 31164nch head spaced 4-inch o.c. ALC15001 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, recommended use, or other product attributes that are not specifically addressed herein. LA -CREEK TECHNICAL 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 pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP sobbed between ratters with one (1) One (1) IS go.1/flinch Nominal 1x2 min. 2.254nch x 7d ring shank nail Brown x 1 inch lag No: 2 SYP anchored to Three ( 3) 18 ga. 1/4-inch crown might - nailed through the rafter into the end staples spaced 12 rnch o.c. searing One (1)18 ga. ''%_ One ( 1) min. 1.754nch 2gJ_ 1 Max rafter with one x 1-inch leg of.the batten or two (2) each panel lap Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. t60 12- inch 1) min. 2.25- staples in diamond min. 2.251-inch x 7d One (1) min. 1.7Sinch leg staples spaced 3/16-inch head spaced inch x 7d ringpattern spaced 16- PParing shank nails toe x 0.072 nca diameter 131164nch8-inch o.c. 124nch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. 24- inch o.c. the batten at each battenirafter head spaced Intersection. Max. 4- inch o.c. rafter spacing Is 244nch o.c. Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One ( 1) 18 ga.1/44neh Nominal 1x2 min. 225-Inch x 7d ring shank nail crown x lance leg No. 2 SYP Three (3)18 strsi ht-nailed through gstaples spaced One (1) 18 ga. % 1) min. 1.754nch anchored to ga.1/4-inch crown the rafter into the andinch 124ncho.c. securingOne each panel lap crown x 1-inch x 0.072-inch diameter 2gJ_ 2 Max rafter with one x 1-inch leg or 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 x 7d One (1) min.1.75-mca 8-inch o.c. and 3/16-inch head spaced inch x 7d ring pattern spaced 16 ring shank nails toe- 9x 0.072-inch diameter securing each panel 16 inch o.c. shank nail inch o.c. nailed either side of finishing nail with min. lap 24- inch o.c. at thebattenel each batleNrsfter 3r164neh head spaced intersection. Max. 44nch o c. 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 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 specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B 1NSTALLATIoN Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail 12F-1 & 12F-3 Min. 3/8• head dia. nail with min. 18:- engagamontt!or woad sxLbctrate) or min. 0.097* dia. T•nall cr stub nail w2_h min. 518' e:gagamenttfor couerets or.kl--k eubotratu). spacrod as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) FASCIA LIP 1/4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 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 ig 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 nKr-IXM` SOFFIT STAPLE OPEN RAFTER ,` DIAMOND PATTERN 3/4' x 1/4' CROWN STAPLES ,DETAIL uslNc DIAMOND "sraus ,,` PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4' X 1/4' CROWN FACIA BOARD 1-3/4- TRIM NAIL 8' STAPLE ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAP INSTALLED WITH THE O.C. NAILING FLANGE UP OR 3/4- X 1/4- DOWN CROWN STAPLE SOFFIT- mar.. 22_ inch Span WOOD SOFFTT SUBSTRATE SOFFIT & FASCIA DETAIL ALClSO01 FL12194-R3 Page 2 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 not 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 WrKrK `, SOFFIT STAPLE IST j DIAMOND PATTERN DETAIL 31.' FACIA BOARD WTVM I Twat A 3/4- X 1/4- CROWN STAPLE '24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 3/4- X 1/4- CROWN 8' 1-3/4- TRIM NAIL FACIA BOARD CHANNEL 1-3/4' TRIM NAIL STAPLE ON CENTER PAIKIEO S.S.tjrowed to soffit with .11i tta x PAINTED S.S. 48' FASCIA CAP 1!2" x 3i8- bead O.C. diameter screw, 3/4- X 1/4- 16. O.C. CROWN STAPLE SOFFR—tax. 12-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALClSO01 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G2D-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. OCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t TRIM NAR. / FASCIA BOARD PALYtEO S.S. FASCIA [AP SOFFIT 1 fl OPEN RAFTER Pnt' CROWN STAPLE fASCIA BOARD Ail JEWU 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP. REFER TO SOFFIT t FASCIA DETAIL f' CHANNEL SGFFR; MAX A' SPAY MASONRY SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for Slate 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 No. I Installation Detail Min. 3/S1 neto -lit. nail with min. 11/1 nganamonc;:or w.,o_? sub3Lrata) !sr min. O."7* dia. T-nail or stQb nail with min. 5j3" •nua3emanL(:or c4ncrata or clock aubstrate). spaced ao noted above. ASCIA SLIP BOARD FASCIA TRIM 16F-3 I I I II\—"F"CHOANFITNEL OVERHANG WIDTH VARIES) WCVd, cone— t. or :loci: W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALClSO01 FL12194-R3 Page 5 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail n,MErVECO ``r SOFFIT STAPLE OPEN RAFTER I ' DIAMOND PATTERN 3/4• X 1/4• ; DETAILI CROWN STAPLES rcry USING A DUMOND tary srKTV i PATTERN FACIA BOARD i FASCIA CAP V3/4' 16F4 X 1/4- CROWNJNMNLFACIA BOARD a' 11-3/4' STAPLE ON CENTER TRIM NAIL PF" CAPCHANNELCANBEPAINTEDS.S. 48"INSTALLED WITH THE O.C.FASCIA NAILING FLANGE UP OR 3/4- X 1/4' DOWN CROWN STAPLE SOFFIT — max. 26-inch span WOOD S SUBSTRATE SOFFIT & FASCIIr ADETAIL ALC15001 FL12194-113 Page 6 of 12 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I r TRIM NAIL FASCIA BOARD PAINTED S.S. 1 FASCIA CAP SOFFIT r4* CROWN STAPLE OPEN RAFIER FASCIA BOARD 1-4- CROWN STAPLES SOFFIT 8 FASCIA USDIG A DIAMOND REFER 10 DETAIL 16F 2 8 PATTERN: ISOFFITSTAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIAREFER 10 SOFFITII & FASCIA OETAR. 9 F' CNANNEI 3/6 SOFFIT: MAX. IV SPAN MOOD StBSTRAiE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 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. CREEK TECHNICAL SERVICES. LLC No. I Installation Detail ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER 2 s ; SOFFIT STAPLE OIST l 'DIAMOND PATTERN I FACIAIBOARD 'k DETAIL` a T + 3/4- X 1 /4- CROWN STAPLE -24- _ _ JTRIMtWL ON CENTER USING A DIAMOND PATTERN FASCIA CAP 3/4- x 1/4' CROWNFACIA BOARD STAPLE 'B- ON CENTER 1- CHANNEL 1-3/4- TRIM NAIL PPAINTEDS.S. 48' FASCIA CAP O.C. 3/4- X 1/4- CROWN STAPLE SOFFIT-Plax. 16-inch sear. S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-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 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' TRIM NA-1 FASCIA 8O4RD PAINTED S.S. 1'K• IRONS i -FASCIA CAP STAPLES USING A DIAMOND SOFFIT PATTERN: REFER TO Yq'- CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN 1 DEIAIL i t t' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT t FASCIA DETAIL 24F-1 & 1 1 24F4 fj' CROWN STAPLE FASCIA [AP; R[EtR / \ t0 SOFFIT t FASCIA \ OftAR / _ 1146n l rar SYP II I B V. ato BattencOSOFFIT: MAX 24' ' I I F•CNANNEI. Rafter VlA one RL-4 Sbank "at at I f MOOD SUBSTRATE evert Rafter \ / 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 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 B System No. Installation Detail 1 t' TRM NAIL / FASCIA BOARD AIN110 S.S. 14- Sff00TN S`IAXX 1 I FASGA CAP ROOF MARS SOffl, II t'Q' CROWN STAPLE 11 t t' I&I NA0. FASCIA BOARD PAVED SS. SOFFIT & FASCIA DETAIL24F-2 & 24F-5 rat' CROWN STAPLE FASCIA UP: REFER 10 SOFFIT i FASCIA DETAIL Umiak t'A2' SYP Bafleo Antbal to SOFFIT. nAX 24' F•CNANNEL Raflen .11h M! 10 Ring Shark Nail at owl Ralfta WOOD SUBSIRAT[ ALC15001 F .12'194-R3 Page 10 of 12 This evaluation repon 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. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I }• TRIM HAIL FASCIA BOARD PAINTED S.S.` 1LGA ' T-NABS 1 FASCIA CAP SOFFIT 1 1'd' CROWN STAPLE I I J' TIM RAIL FASCIA 80AADPAINTEDS.S. SOFFIT 8 FASCIA 24F-3 & DETAIL 24F-6 1'1- CROWN STAPLE FASCIA UP; REFER 10 SOFFIT i FASGA DETAIL NaCnal 1•KI' SYP flea Anckweo to SOFFIT: MAX. 2C F-CWANAL Ratters r1111 ano 10 Ring Shank Nan at i I ever Ratter MASONRY ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61020-3. 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 I I•' TRIM XAM FASCIA BOARD PAINTED S.S. I-4- CROWN FASCIA CAP STAPLES USBIG A DIAMOwO SOFFIT PMICK REFER 10 CANTILEVEREDRN / feT CROWN STAPLE 50STAPLE DIAMO110 IIDPATTERAFTER DRAG _ FASCIA BOARD SOFFIT & FASCIA I ran NAG DETAIL PAmIED S.S. 24J-1 & 1'a' CROMN STAPLE 24J 2 ros-OFM i FASECIIA / oRAG / \ NonW! I- a r sYP D=MtS - 1teaDaea ansm SOFFIT: MAX.it' im m..m snout nag mailer iWA th 1Rougn tnr niter h'.D tnr tme MOOD SUBSTRATE III tit° bKbn 01 two (t) 70 nng SIIrnS nags te" amac an \ - tonr we or the naDem al u» 0 2m,14Aer nta" tcWA / SOFFIT. STAPLE DIAMOND PATTERN ALC15OO1 FL12194- R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G2O-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 DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C 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: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 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-fiz or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. Vun 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 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 614320-3. 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 C Desi n Wind,Pressures for Soffits in Exposure B Building Type Zone Mean Roof Hei ht ft Basic Wind Speed mph) 120 130 14'0 150 160 170 180 190. 200 Enclosed 4 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 40 18.3 21.5 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 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 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 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 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 Enclosed 4 20 10.8 1 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 1 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 40 11.7 13.8 16.0 18.3 20.8 23.5 26A 29.4 32.5 50 12.5 14.7 1.7.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 1 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 1 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 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 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 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. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Design Wind Pressures for Soffds in Exposure C Building Type Zone Mean Roof Height ft Basic Wind Speed mph) 120 136 140 150- 160 170 180 190 200 Enclosed 4 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 65.5 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 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 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 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 67.4 75.5 84.2 93.2 Enclosed 4 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 40 16.0 18.8 21.8 25.1 28.5 32.2 1 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 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 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 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 1 22.9 1 26.3 29.9 33.7 37.8 1 42.1 46.7 60 17.4 1 20.5 1 23.7 1 27.2 1 31.0 35.0 392 1 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in, Exposure D Building Type Zone Mean Roof Height ft Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200 Enclosed 4 20 26.0 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 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 1 -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 1 -77.5 86.4 95.7 40 36.2 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 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 1 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 1 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 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 561 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 1 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 1 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 1 26.7 1 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 1 27.5 1 31.6 35.9 40.5 45.4 50.6 56.1 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 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 specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/8" 3/4" r 1/8' MEM 15/8- T 3/8' ISOMETRIC VIEW 3/E" PROFILE dom!TRIC VIEW 3/e- PROFILE ALUMINUM COILS, INC Soffits Appendix D 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 attributes that are not specifically addressed herein. a CREED TECHNICAL SERVICES, LLC Fascia 7/8" 1 1/8" HEM T 6"FASCIA 7" BLANK 1/4" WtiETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-113 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 are not specifically addressed herein. 0 CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 25 11P. 18' BLANK 3 / 8 PROFILE DIDDDDD DDDDD DD0DDD10 DDDDD DDDDDD DDDDD ZN llhf a pAttAN 1 ^A F1 0AvA 6 FORW O N Sv.1E OIREM" AS teS) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G203. 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. CREEKLIM TECHNICAL SERVICES, LLC 12" T4 Soffit J 31/8" 7/8" 31/8' 718" 31/8" 1/2' 1/2" 1/2' 3/4" 13.75" BLANK 3/8" PROFILE 2.625 REF. 0025 Ty?. ALUMINUM COILS, INC Soffits Appendix D D DDDDD DDDDO DDDDDO D.DDOD 0 OOOOOD 00000 mor h" a.Irm. fn", eru n LOLN s FOPWO ro SAW atrenoN As Aa; END OF REPORT ALC15001 FL12194-R3 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. 428=17 Florida Building Code Online SCIS Home 1, too In I User Registration I Hot Topics I Su"It surcharge 1 Slats & fad d-: b r a :>i: Product ApprovalIli! USER: Public user Product Approval Menu > Product or AorAlmdon Search > Apalicsttlon Lists Application Detail r FL # FL5444-RIO Application Type Revision i;'; :',`. > :* Code Version 2014 Application Status Approved Comments Archlved droduct Manufacturer CertainTeed Corporation -Roofing Address/Phone/Email 18 Moores Road Malvern, PA 193S5 610) 651-S847 mark.d.harner@saint-gobain.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 610) 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 J Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-S9I66 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444 RIO COI 2016 01 COI Nleminen.Ddf Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM 07158, Class H 2O08 hapsJtwww.Qoridabuilding.orglprlpr app dU.aspx?param=wGEVXQwtDgtahlgO7CSsoycOr128CcpCJinUeXw7iWvlUzOW4hL8w%3d%3d M14 4/28/2017 Florida Building Cade 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 Summary of Products ;'•. .. ,.. _.. .• .. .. .,, ... .:...;-••• • -.. • : •r:r•-...... .. ... .. _ - - FL # Model, Number or Name Description - 5444.1 CertalnTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural v_-- -_ Shingles _- asphalt roof shingles Umits of Use Installation Instructions Approved for use in HVH2: No FL5444 RIO It 2016 12 RNA a SFRTAINT ED AsphaltApprovedforuseoutsideHVH2: Yes Shingle FL5444-R IO nAf Impact Resistant: N/A Verified By: Robert Nieminen, PE PE-59166DesignPressure: N/A Created by Independent Third Party: YesOther: Refer to ER Section S for Umits of Use Evaluation Reports FL5444 RIO AE 2016 12 FINAL ER CERTAINTEFp Asphalt ShinGle FLS444-RIO.odCreatedIbyIndependentThirdParty: Yes Contact us :: 2601 Blair Stone Road Tallahassee FL 32390 Pine: SSO-487-1824 The State of Florida Is an AA/Mo employer. Coovrlaht 2007-2013 State of Florida :: Privacy Statement :: AccesNbllly Star m nt :: 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 electronicmalltothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 8S0.487.139S. 'Pursuant to Section155.27S(t), Florida Statutes, effective October t, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they haveone. The emalls pro4lded may be used for official communication with the licensee. However email addresses are public record. if you do not wish to supply apersonaladdress, please provide the Department with an email address which an be made available to the pudic. To determine If you are a licensee under Chapter4SS, F.S., please click hem . Product Approval Accepts: I. Ra- Credit Card Safe https:/Mrww.floridabuilding.orglpr/pr app dU.aspx?param=wGEVXOwIOqtahlgO7CSsoycOr128CcpCJinUeXwTibKvIUzOW4hL8,.v%3d%3d 212 TRINITY IERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 CertainTeed Corporation Evaluation Report 3532.09.05-Rii 20 Moores Road FL5444-R10 Malvern, PA 19355 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. 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. 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 "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 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 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 the faealmlle seal appearbtg was acthorved by Robert taeminen. P.E. on 12/ag/2016. This does not sere as an electronIaRy signed document. Signed, seated hardcoples have been transmitted to the Product Approval Adminhtratcr and to the named cgent CERTIFICATION OF INDEPENDENCE: 1. TrinitylERO 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. Trinityl 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. S. This is a building code evaluation. Neither Trinity IERO 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. ROOFING SYSTEMS EVALUATION: 1. SCOPE: J TRINITY; ERD i Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertalnTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and St" 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 Pro a Standard Year 1S07.2.5, 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 07158, Class H 2O08 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 03161 03CA12702 OS/27/2003 UL(TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL(TST 1740) ASTM 03161 04CA11329 05/24/2004 UL (TST 1740) ASTM 03161 04CA32986 12/03/2004 UL (TST 1740) ASTM 03161 OSNK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 17401 ASTM 03161 OSCA16778 OS/12/2005 UL(TST 1740) ASTM 03161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/200S UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM 07158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & 03462 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 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & 03462 IOCA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM 03161, D3462 TFW7.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM 03161 & 03462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & 03462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM 03161 & 03462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D71S8 4787380356 10/26/2016 ULLLC ( TST 9628) ASTM D3462 4787380357 10/13/2016 UL LLC ( TST 9628) ASTM 07158 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, I.I.C. Evaluation Report 3S32.09.0S-R11 CertlJkote of Authadtotlon # 9503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/ 08/2016 Page 2 of 12 A TRINITY' ERD 4. PRODUCT DESCRIPTION: 4.1 CT2011", XT" 2S, XTI 30 and XT" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. j 4.2 Arcadia'", Belmont'", Carriage House Shangle*, Grand Manor Shangle°, Landmark'", Landmark"' IR, Landmark"Pro, Landmark'" Premium, Landmark'" TL, Landmark'" Solarls 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 TV" and Presidential Solarls" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle with no cut-outsgp( ) providing a laminated v 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. S. LIMITATIONS: S.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 R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D71S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to V,,d = 150 mph (V„ i, = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. S.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 03161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use In wind zones up to V,fd =150 mph (V„it =194 mph). 5.4.3 Classification by ASTM 07158 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 (Rd for the CertalnTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidentiol Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V„d = ISO mph (V„n = 194 mph) for residential buildings located in Exposure O 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 CertalnTeed 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 3S32.09.0S-Rll Certgltote of Authorltadon a9S03 FBC NON-HVHZ EVALUATION FL5444-RIO Revision It: 12/09/2016 Page 3 of 12 TRINITY ! ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC iSO7.2 / 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 1S07.2.3, 1507.2.4 or R90S.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 iSO7.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC i5O7.2.6 or R90S.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 CT20-, XT"" 2S, XT—.30, XT"" 30 IR: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 17' Use four nails and sir spots of asphalt roofing cement, for every fall305any ) (305 mn) (305 mn) shingle (Figure 11-4). Asphalt roofing ceatent meeting ASTM D4586 1"(25mm) — se lent , (25mni)- 'Type it is suggested. 5 $/o" (145 min) 5 r/? P6nlNunroeJ— METRIC t _ 131/e" 131/e" — Roellnq Cement r- (25 mm) Sealant l" (25 nm) 'j Apply 1"(25 mn) spots of asphalt roofing caratj — — — — 1 — _ _ _ 1 under each lab conmr. 6 r/g^ Figrau ll-4• Usefour no0sand sir spouotasplxdl eviaml on veep do* T •CAUTION Excessive use of roofing cement can cause shingles to buster. Arm 11 •I- Use four nallafor may fulls*;& 6.4.1 Hip & Ridee for C`7`20TM, XT"" 2S, XT" 30 XTr" 301R: Cut Shingles 25 mn )I7 I I I 2" (50 mm) Rertwve I/ it ul 5_ i7 (g05mn) Eager f` mn) . Shingle Shing gc\l figure /1.24.• Oiill la , Abm Mnonm shom)ake cap shingles l`;i os Ncs r'pOd p Figure If- 25: lnstallallon of caps along The hips and rA m. 6. 4.1.1 For ASTM 03161, Class F performance use BASF "Sonolastice' NP11"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.0S-RI1 Certlllcote ofAuthorization p9Sa3 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 I ARCAOIA""I LOW AND STANDARD SLOPE Use S(K halls for u-rt' fill +hiugle Inrut_YI as shmill helon: 1' GS rtm1 I'2 aml — Mau eul lib Figmre Lk Vj%- si e mails j,r cvvq fidl ..•bl qk N-11 TRINITY I ERD STEEP SLOPE Use SIX nails :md FOUR spats of aspltalt rnofioe cemeul fur cmw (till aldgt'ic as shutea helowc Apply aspindt ronfing cement 1'(25 ntm) from edge of shim; lc. Asphalt roorhig ceccul netting AS111 1) 4i86 lope II is sukg"ed. 6.5.1 Hip & Rideg for Arcadia"'": Cedar Crest'", Cedar Crest'" IR t•la mm1-- Fh,mr;f: 1.1so sir malls and fi ur s/wrs, jasphalt rot, ing cc,mcnt on skK•p sk,pos. Use two (2), minimum Minch 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 F performance use BASF "SonolasticO NP3'm" adhesive or Henkel "PLO 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 NP 1 or PL adhesive between the shingle layers. Hand -sealing adhesive 4' 114" +- 314" 1' Dab of asphalt cement between — 1„ shingle layers Exterior Research and Design, U.C. Evaluation Report 3532.09.OS•Rll Cert/11tnte of Authorization 09SO3 FBC NON•HVH2 EVALUATION FLS444•RIO Revision 11:12/08/2016 Page 5 of 12 6.6 I BELMONT-' Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. e "I 720 rn1 fir~ -... TRINITY I ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTNI D4586 Type II is suggested. I i2'!3CamJ rJ Ins o Addaarul rods c mrrirct. SO(,. • dice• 1 IZU1mml i' ('S ruN-•..•.._..•..— poWinp Cement .---.•..-.- 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: Shanglem Ridge Flgnre 17.18.• S'bangle' Ridge. Fasten the left side' FIRST Exposure Remove tape from the right side g• I and fasten II SECOND RIGHT Figure 17-19: /nslallation oj.SbanglaO Ridge sbinglec on hips and rldyw. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NPi'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, lLC. Evaluation Report 3S32.09.OS•RIICeeWkateoJAuthoritationM03FSCNON•HVH2 EVALUATION FLS444•RIO Revision 11:12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 I CARRIAGE HOUSE SHANGLE® AND GRANO MANOR SHANGLE LOW AND STANDARD'SLOPE Cx R1•c nails for every• fill Sh: k0e. 25 mmi (25 mml F— sae' a 16 nun) (220 milt) ihi i j. t . 1•1gum 17- t: l/wJlm nallr for every fttll r:rdnifAlanarshangh, Ceirrlrtgn 11011se shtugM. ur renlelfwal shut r l 1'ei/ TRINITY I ERD STEEP SLOPE Use seven nails :md three s(xits of asph:dl roofing ceoicut for ever) fill Gratxl Alanor Amooc. Osc five nails and Ihtin spotsof zlilinll roofing c unit fur every fill hrringe 11(wr Shangle and Cemenui:d Slaic. Applvasphalt ntnfng t-:utcnt I' (1> mat) front etigc of shingle k/ garr 17•1). Mlilialt rottOng cement mtsUng MI'M 11•(536 TiItc 11 Is suggested. I" t• r 25mrN3840) or less •„ I __,. 1 f1gure 17-5.. When iuslaNbtg Ghmd AtnnrsbdnRhr Oa ship dopes. wit sat en palls and 11ime spou ofasphrfl mr'Jing remrut. Hip & Ridge for Carriage House Shangle* and Grand Manor Shangle: Refer to instructions herein for Shangle* Ridge hip and ridge shingles LANDMARK'~, LANOMARKrra IR, LANDMARK- PRO, LANOMARKTM.PREMIUM, LANDMARK"" TL, LANDMARK''" SOLARIS, LANDMARK"d Sums IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 17' 143/4" 17, 1--( 305 mm}--(315 mm)-- --(305 mml--{ I- I" (?.5 nmQ fink is Taye r 1' r•.L Nailablel area LANDMARK TL NorthGate: 131M* 13" 131/2" 1--( 343 mm) --(330 mm)-- --(343 inm)-l I" ( 25 min)-I f7gttte 1.14. awfourtailsformrtyfill rblagls. wns Neana A4FA Ir 14YV j305 Ran) (375 mm) - r 305 mml - Naling l3ris 1 r- r(25mm) paetrnalle 1'(25mc+)--r f 1 Raft areas for low and atntdam dopaa (Imm 2:12 to 21:121 NW bemen tippet A Ira%:Ines ce Litton abmx. Exterior Research and Design,LLC. Evaluation Report3S32.09.OS-Rll certlpcate ofAuthorization 09S03 fBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and fattr spots of asphalt roofing cement for every (till I:mdoated shingle. Sr:e below. Asphalt roofing content sltotdd meet ASTAI D4586111)c [I..ytply I' $pas of aeph;dt roofing cement made each corner and :u alxun 12' to 13" io from each e(lge. METRIC DIMENSIONS I — 12 305 mm) Vc;I di •• %S r- m 1125 mm) Nail Area for Steep'' i+- 25mm) 141/ a — IZ' 375 mm) (305 mm) Sea' T 1"( 25 mm)'-' STEEP 12, SLOPE 1—(305 r NAILING LANDMARK TL NorthGate: 14441 xt: 1 laa•z 1 TRINITY ERD I 131/ 2r 13" 131/2" 343 mm) (330 mm) (343 mm) L+ 1"(25 mm) 1 "(25 mm)-11 i Plgure 13-5. Use. six nails mu/foor spotr of asp/ xitt m0fhng cement on steep slopes 12' 305 m 1'( 25 mm) Nailing areas for steep slopes (greater than 21:12) and " Stornt•Nallhng" Nail between lower 2 nail Ines as shrnm above. 6. 8.1 Hip & Ridge for Landmark"'. Landmark'" IR Landmark'" Pro Landmark" Premium Landmark'" TL Landmark'" Solaris. LandmarkTM Solaris IR NorthGate: 6. 8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory 12' g7/g• 305mm) ( 250 m) 415/ 16 psomm) ( 150mm) (125mm) (125mm) Notch for Notch for Centering Centering 17 — 37m 131/ 4* 305mm) Notches for Atgnmmatto I (337mm) NotchesforAlignmentto the Top Edge of me Previous t80 m the Top Edge of the Prevous 75h1' LCapfor5'( 125mm)fxposure ( ) Caplor55/8'(141mm)fxposure (196mm) I — A English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge"" Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.0S-R31 Certgkate of Authorization e'9So3 FBC NON•HVH2 EVALUATION FLS444-RlO Revision 11: 12/08/2016 Page 8 of 12 J TRINITY JERD 9 M'32' 2511 ne^; 333 mm)—f Certnlia Match _ I (tia mm)1(Is8 mm) 13 1ri j 337 min) / CN t NotchAlignU :se MUCIMS to top T S+6' 13 1/4' adrlc at (19G mn 337 mm) '*'-' Align those i preriM+s eeulss I 7 SIB' notches to top edged ( 19 mm) prwiious course. 1 NorthGate Ridge NorthGate Accessory 12' mn') 1 Laying Notch I I t 4 i125mt^) I, I 6,tsure Agwe 13-20.• Use laying nokbas to canter sbinglas on Gips and. ridgas, and to locak the comes exposura 6.8.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic* NP1—" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'",Cedar Crest'' IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certtf cote of Authodration 09503 FGC NON-HVHZ EVALUATION FL5444-R10 Revision It:12/08/2016 Page 9 of 12 c \ TR_. i INITY J ERD 6.9 I PRESIDENTIAL SHAKE"'", PRESIDENTIAL SHAKE"A IR, PRESIDENTIAL SHAKE TU", PRESIDENTIAL SOLARIS`: LOW AND STANDARD SLOPE: For lots and siandard slopes, use five nails for each full Presidential shingle as shown below. Nailing I 40' Guido Unes (1016 Rlin) 5 1 /4' 133mm) tNE; 141/4' 362 mm) NOTE: Apply nails on painted guideline. figure 164 fattening Presidential and Preskfa flal 16 Sbake sbingles on Ima and dandard slopes STEEP SLOPE: For steep slopes, use nine nails for each full Presidential shingle and apply V diameter spots of asphalt roofing cement under each Angle tab. After applying 5 nails In between life nailing guide tales, apply 4 nails 1" above tab cutouts making certain tabs of overiltrig shingle cover nails. l T I' diameter asphalt routing cement Figure 16-7.• Aulming PreriAen/lal and Praldential F11 Sbalfe sbingler on sleep slopes. 6.9.1 Hip & Ridee for Presidential Shaker" Presidential Shake' IR Presidential Shake TL"" 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 (expose no more (*hall 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- tener's. The fasteners must be 13/4' long or longer, so they penetrate either 3/4" Into the deck or completely through fife deck. Presidential accessory comes In two different sizes: Accessory produced In Birmingham, AL -Is 12' x 12% Portland, OR produces 97/8* x I31/4" accessory. 6.9.1.2 for ASTM 03161, Class F performance use BASF "Sonolastic° NPlr"" 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 HATTERAS'": t 104 STANDARD AND STEEP SLOPE: i FIAvn• !S•J: lrtAruiuR !lrtl/Mrtr.Cdhi(ifr nn lrnr naAA7nlularrl Vohs Per knr and sla (bed skrpes, use ate nalls for earl, fall 11.111cna shingly, as A.A'a tdwte. Exterior Research and Design, LLC. Certificate o/AuthorUadon 09503 FOC NON44VHZ EVALUATION M ran) vin a-Ig p.mon), goo -tall I MM) hgtrrr rc. r• k"rrrnge ".%vp Viyrr ktr a[v-, dnpe-, the rn•t nullsand dglu yeas of zf[L l wafrag CCNrrrl (urr ch (ail (Talons shhWC AS rhn"a .dMC. Apply I- 2Qnn0 dhr" der $Inert, of "taaal eeurvt (AAT t( 0 4S86 Apr II ug;TtM0 uruhr rah wh rnr ntr 11rw shines low 111.rcr. Mt am Ctptuc <ICW. L CAIrr1UN: tat aturh ntnftog Canon tun sure sltiuKlrs to hli>ter. Evaluation Report 3S32.09.OS-Ril FLS444-RLO Revision 11: 12/08/2016 Page 10 of 12 TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14.• 18lhree plece tin its separate to ntake 54 Hatteras Awxzory shingles 6.10.1.2 Option 2: Cut Hatteras Shingles erg..-- 230 ram) I I mlr.) Doh i---I--- 18 460 I(203-Mm; r___ 0 460MM) Cap CapCapShinglelyShingleIshianigsh—ing Lgpmm\ Flgraw 15-20.• Cut Hatteras shingfes to nlake over cap. Ft ure 15-21. Installation of caps along b1pls and rtdpa 6.10.1.3 for ASTM 03161, Class f performance use BASF "Sonolastic• NP11" adhesive or Henkel PLO Polyurethane Roof & flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE'", HIGHLAND SLATE"' IR: 1' LOW AND STANDARD SLOPE: STEIP SLOPE: VA o1 coma —1 IromO ttJ9 1 JS rap 05my y fa? N0.4 Komi' Q>d1nald rOQul'YfAx(Ave Mb 1-(13a/y, I/ea1W ow unty OIOO IY el01n4 Flgnm 11.3: Use FM napsforetary Hlgidand Slam sbb(gla Ise FI%% nails and EIGHT spots of asphalt roofing cement' for each full Highland Slue shingle. rot Mlami•Dade. SIX nails are required. Apply t diameter spots of asphalt tooling cement under each tab comer. Asphalt roofing canal meeting ASTM 04586 Type It Is suggested. d 1 Om+l finesl pa's.p sts an.0ar pWa 1' Srtml N" ftbWaweoMbr d.~) — Roongtam" Ftguro /t -J& the Rig nails and esgbt spots ojasphall roofing annalt anefereaeb tab corner CAIrr10N: W(cessive use of rooting cement can cause shingles to blister. 6.11.1 Hip & Ridge for Highland Slate". Highland Slate' IR: Refer to instructions herein for Cedar Crest'", Cedar - Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, I.I.C. Certlllcote o/authorlrotlon 89503 FBC NON•HVH2 EVALUATION Evaluation Report 3532.09.05-R11 FLS444•RIO Revision 11: 12/08/20LG Page 11 of 12 TRINITYERD 6.12 PATRIOT'": LOW AND STANDARD SLOPE STEEP SLOPE Use. FOUR n:66 for every fill shingle Itu:uc'tl as Shown belom Seitun IvJMr., Uw F01111 nails and four slril. of .Isphalt mofing <'cmeol for carry• fill shingle as shoat) t0ow. Asphalt nwlfiug cement nauing.tiJTAI D458G Tyjw II is sutkgesied. Apply V(15 nnn) ?IN6 of asiltat nwlling aynenl :I.c shoa'u. CAMUI\: Excessive use of nwGug amen( Can CIIISC sldngks 10 hliaer. fry I : —( ri mt Mara I • : i Raannp C'aenlMIN On= 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. 2.7.1 / R90S.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 CIA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com ENO OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.OS•R31 CertlJkate of Authorltadon 09S03 FBC NON-HVH2 EVALUATION FLS444•RlO Revision 11:12/08/2016 Page 12 of 12 TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 1935S EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization N9503 UNIT #13 ERD 353 CHRISTIAOXFORD, ICT 06478 PHONE: ( 203) 262-9245 FAX: ( 203) 262-9243 Evaluation Report 3S32.09.05-1111 FLS444- 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 Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPnON: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1S07.2.7.1 / 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. Trinityl ERD 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 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 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The factimBe seal appearYti was autfatited by Hobert Nieminen. P. F an IUMInOm This does not serve as an electronically signed document. Signed, sealed hardoopks have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERO 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. Trinityl 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 Nleminen, 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 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. ROOFING SYSTEMS EVALUATION: 1. SCOPE: TRINITY I ERD 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 Code and 5th 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, R90S.2.4 Physical Properties ASTM D3462 2009 1S07.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D71S8, Class H 2O08 I 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 03161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 OS/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005 UL (TST 1740) ASTM 03161 05NK16778 OS/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 OS/12/200S UL(TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL(TST 1740) ASTM D3161 & 03462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM 03161 IOCA41303 10/08/2010 UL(TST 1740) ASTM 07158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM 03161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM 071S8 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & 03462 4786570826 02/12/201S UL LLC (TST 9628) ASTM D3161, D3462 & 07158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & 03462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & 07158 4787380356 10/26/2016 UL LLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC ( TST 9628) ASTM 07158 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, I.I.C. Evaluation Report 3S32.09.OS-Rll Certyitate o/Authoritation # 9SO3 FBC NON-HVHZ EVALUATION FLS444-Rio Revision 11: 12/ 08/2016 Page 2 of 12 1 TRINITY i ERD 4. PROOua DESCRIPTION: 4.1 CT20'", XT'" 2S, )M- 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' Premium, Landmark"' TL, Landmark'" Solarls 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 TV" and Presidential Solarls'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate"' and Highland Slate'" 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. S. LiMiTAT10Ns: 5.1 This is a building code evaluation. Neither TrinityJERD 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 R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D71S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to V„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 PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application Instructions, for use in wind zones up to V„a =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 Salads—) exceeds the calculated uplift force (FT) at a maximum design wind speed of V,ta = 150 mph (V„It = 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 Oesign, I.I.C. Evaluation Report 3532.09.05-1111 Cert/ lcate of Authorlcadon 09S03 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 6.4.1 6.4.1.1 TRINITY 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, 1S07.2.4 or R90S.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 R90S.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 R90S.2.S. 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. J..CT20`, XTr." 2S, XT`" 30, XT" 30 IR:: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" use four nails and six spots of asphalt roofng cement• for every fullA05mm) (305 rtnr) (305 um) shingle (Figure 11-4). Aspinit roogog cement meeting AM 04586 r-1" (25 on) _ Sealant t ' (25 mm) - Type 11 Is suggested. 5 s/e" (t 45 mm) 1 5+/i'lot AW&W 4ftoflngMETRICCement 1"(25mm) —plant— I"(25mm) Apptyt"(25mm)scrolsdasphalt rooRngcement under each tab corner. 6 r/e" Bras 11 -4. Usefournags mrdsix spolsofaspball ctl ignion sleep slopes f L-- CA MON: ' Excessive use of roofing cement can cause shingles to blister. Flgrau 11. 3: UsaJBar nails, for eveery f ll Sbingla Hip & Ridge for CT2010. XT`" 2S. XT`" 30, XT`" 30 IR: Cut Shingles 251nmm — I I 2 (50 nm) Remove QUIngle 71 •-\_( 305mm) — — — I— I IZ„( 125mm)\g vom, tVCap _ _ 2p _ mm) Shingle Shingle 5sli ghdtan \ Figuro 11. 24- W la&, lien frfru buck to uaako arp 4;h&&u t,14S t o ooA 4\awl 6rtgllsb dinunrsions sbomn). l5 Flgum 11. 25: Installation etf asps along ibu bi/u and ddgm For ASTM 03161, Class F performance use BASF "SonolasticO NP11"" adhesive or Henkel "PLO Polyurethane Roof & flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Oesign, I.I.C. Evaluation Report 3532.09.05-Rll Cerri/irare Of Authodsanon 89S03 FBC NON-HVH2 EVALUATION FL5444-RSO Revision 11: 12/08/2016 Page 4 of 12 6.S I ARCADIAt"': LOW AND STANDARD SLOPE Use SIX nails for even' full shingle located as shown heloa: f1'tY.pN t'11Smm1 IUtl Lnf Ndi ILtt LFa Figure l: 6e sir trails jar ercn' fill cltlag/c. TRINITY I ERD Ise SIX n:lls :md FOUR spots of asphalt tooftug ecment for tmcry full shingle as shown hc1ow. apply asphalt roofing ccmttiu 1'(25 star) frank edge of shingle. Aspiralt rooflug cement meeting ASrAI D 4386 Type II is sug cstctl. 6.S.1 Hip & Rid¢e for Arcadia'': Cedar Crest'", Cedar Crest"' IR FiQtor ;f: C:ru slat ddils dull flare ,s1lots of asphdll twtftnq centmN an steep slopes. 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 Y.-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• NP1'"" adhesive or Henkel "PLO 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 Y4 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 NP 1 or PL adhesive between the shingle layers. Hand -se aling adhesive 4- 1/4" - 3/4" — I•— 1' Dab of asphalt cement between 1shinglelayers Exterior Research and Oeslgn,LLC. Evaluation Report3S32.09.05-Ril Certificate of Authorization #9S03 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page S of 12 6.6 I BELMONT: Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. I tr•Iss,m) I'USMM) f 53' i16rtm) o Adlltiatut nits 4 c"kei I ERDTRINITY Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. 11Atca) Gt tC1f f — s•' lie l,ertt a sr t'(25n1rt1 Ii001ilpCemau._----,. { 6.6.1 HiD & 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 14 IT Remove This Tape Figure 17.18: Shangle" Ridge. Fasten the left side' FIRST Remove tapeExposure from the right side 8•, I and fasten ll SEC0I0 RIGHT figure 17-19• lnslallaliou ofSbaeglee Ridgesbi,lbdes on blps and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic° NPlnl" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Cerdfleate oJAuthoritarlon a9SO2 FBC NON•HVH2 EVALUATION Evaluation Report 3S32.09.05-Rll FLS444-R10 Revision 11:12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 TRINITY ERDI I CARRIAGE HOUSE SHANGLE® AND -GRAND MANOR SHANGLE®: , I LOW AND STANDARD SLOPE Use five mails for "veal' full Shingle. 2511m) r25 own) 16nan) Figun+ /7-•l: l,(ce J1m null' fine rvpry jilt (nrrnd:Ilannr chnn)di, CnrrGrge Home Mbmlgla or Cea/rlafidl SGUe. STEEP SLOPE We seven nails :mil tine spots of :Asphalt roofing ceatim for every hill Crund M:aoor Shingle. ILa- rive nails and dire. spoil of aspllall rooting cemtrlt hlr emy full Carriage House Shangle and Centennial Slate. Apply Asphalt roofing Cement I' (2i null) (rum cdgr: of sldnRle F(tria 17.5). Asphah roofing cement nleraing AbTM D45861)•Iv II b suggeskd. W1.0'rodolm 25'mm)I` Figum 17-5.. Wbrlr m staftiag (,'mod .11an, r.Sb urgles on sleep doles. oar sawn ndilt and lore tplt nfdtpbaU mrJ111g Ctulrul. Hip & Ridge for Carriage House Shanale' and Grand Manor Shangle: Refer to instructions herein for Shangle" Ridge hip and ridge shingles LANDMARK'", LANDMARK'."! IR, LANDMARK'" PRO, LANDMARK'" PREMIUM, LANDMARKI",TL, LANDMARK'"'. OLARIs, LANDMARK'" SOLARIs IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12, 141/4" IT, 1--(305 mm)-- --(375 mm)--- —(305 mm)-- nrrn.:a r.r::va :.a r:_+em•:.•a:: :::-:r::;asteu_vly. I--l"(25 nlnl) Rdeasa cape Nallab!e r . Area LANDMARK TL NorthGate: 13'12" 13" 13'/r 1--(343 mm)-- --(330 mm)-- --(343 mm)--1 rI"(25mm) 1"(251nfn)--I — Fignle l,7.4: tar Jena a4/1, for "03-f ill tbinglr! 1vVA Ilm"No 17 14 314' ' 2' A'FA (305 min) (775 mm1 + (305 MM) --I Ni Iny L rots pCer ni11 n0 1 2a mn tP (25 mm) ,4 mlur Ralf Ire No hng was foe low and standard slopes (L•om 2:12 to 21:121 Nil 046een ulpel & Imm.Ina$ 4m liwil stores. Exterior Research and Design, U.C. Evaluation Report 3532.09.o5-R31 Certilitote oJAutAoritoNon M9Sn3 F6C NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 7 of 12 STEEP SLOPE Use sis nails ;Ind four spots of asph:dt roofing cement for Miry full Frmiu: ted shingle. 4'e helo%r. Asph:dt roofing cement should nice[ A,R1't1 04586 11po if. Apply I- spots of isphal( roofing cenaeni nude each comer and w About 12, 0 13, In O'ont Inch etl, . METRIC DIMENSIONS 12" — •-143/4"-17'— 305 mm) (315 mm) I (305 mm) 1"(25 min) I Release Tape 1 1125 mm) I1 h Nail Arta_ Fet $Ieep { ` 25 stun) TRINITY I ERD LANDMARK TL 131/2" 343 mm) 13" 330 mm) 131/2':-- 343 mm) 1"(25mm) 1"(25mm)- d Figure 13 S: Use slat nags andfour spots of 1 aspbalf wfing ce mot on sleep slopes min NorthGate: STEEP 12' 14-314' 12" SLOPE 1 -(305 mm)-- (375 mmj- - J305 mm}- jNAILING AREA I NaiOng Limits 1"(25 mm) bK en`;M_; !r, 1'(25 mm)--•-1 Nailing areas for steep slopes (greater than 21:12) and "Stor"alling" Nail between lower 2 nail Ones as shown above. 6.8.1 Hip & Ridge for Landmark"'. Landmark"' IR Landmark"' Pro landmark"A Premium Landmark," TL Landmark' Solaris, Landmarkm Solarls IR NorthGate: 6.8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory 12' 97N 305mm) (250mm 415/Ilir.'Uhm) 415A — 150m1)r(i5omm) G ( 125mm) Notch for Centering 17 / 75mm) LTopEdge AOpn" to thef the Previous7L —1 mm)Exposure (180 English Dimension Shadow Ridge — Exterior Research and Design, I.I.C. CertiltcoteOfAuthortrotion #9503 FBC NON-HVH2 EVAWATION Notch for Centerint 131/4` g7mm) Notches for Alignment to 75/8 the Top Edge of the Previous 1m) t! t Metric Dimension Shadow Ridge," Evaluation Report 3532.09.0S•R11 FLS444- R10 Revision L1: 12/08/2016 Page 8 of 12 t` fTRINITY I ERD 9 2PIT I , 250 n:utJ U116116' t (125 rnt:J i— 13 1/8' mm)--- Certnkig Pkub -6 Z--( 333 II (16m4-6 518- m 168 mm 13 114' 1 337 mm) , alon Wig/ 1 Centering — n11411et to top 13 114' Notch tdue at 7 M ( 337 mm) p: oadtts Alerse (19t mm) Align lneso 7 s18' notchesedge of top ( 194 nun) edge of I revlous course. NorthGate Ridge NorthGate Accessory 304n' m LayingNotch 1 I II I 5-(125nnn) J 1 III l 1 sufoo —ill 1• ftgrae t3. 20.• Use laying noh:bet !o center sbtngtet on blps and rldges, and to Wale the aonwi exposura 6.8. 1.2 for ASTM 03161, Class F performance use BASF "Sonolastice NPi'"" adhesive or Henkel "PLo Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8. 1.3 Option 2: Refer to instructions herein for Cedar Crest"", Cedar Crest' IR hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.401S-1111 Certificate oJAuthorhation a9SOJ FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 TRINITY I ERD 6.9 I PRESIDENTIAL SHAKE'", PRESIDENTIAL SHAKE' IR, PRESIDENTIAL SHAKE TL'", PRESIOENTIAL SOLARIS-: LOW AND STANDARD'SLOPE: For low and standard slopes, use tive nails for each full Presidential shingle as shown below. Nali"" I. 40' Urms — -iGulde (1016 mm) 5 1 /4' 1 (133 mm) 1 IIli 18mm) (362mm) NOTE: Apply nails on painted guideline. Figure 164' Fattening Presklm nal and Presmenunl rL Sbalm nglat on low and standard sbpas. STEEP SLOPE: Per steep slopes, use nine nails for each full Presidential shingle and apply I' diameter spots of asphalt rooting cement under each shingle tab. After applying 5 nails in between the nailing guide fines, apply 4 nails I' above lab cutouts making certain tabs of overhung shingle cover nails. 1 1' 1' diameter arsphall tuo(ing cement Figure 164- Fasteaing Presidential and FmiAmlial r1L Shake s6LVIO on srdop slopes. 6.9.1 Hip & Ridge for Presidential Shake-, Presidential Shaker" IR Presidential Shake TLTM Presidential SolarisTM: 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 (expose no more titan 7' from the bottom edge of the -"tooth." Fasten each accessory with two fas• leners. The fasteners must be 13/4' long or longer, so they penetrate either 3/4" into the deck or coinpletely through fire deck. Presidential accessory comes In two different sizes: Accessory produced to Blrmingham,.AL-is IV,x 12'; Portland, OR produces 97/a' x 131/4' accessory. 6.9.1.2 For ASTM D3161, Class F performance use 8ASF "Sonolastic• NPir"" 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 HATTERAS'".. t0w, STANDARD AN0 SHIP SLOPE: —9 —• --7'-- —9" -Y — r(1]II aen) ! mall (21d mo) am a®1`I r(2311 mm) i—M mm) •(210 rmn) (9:10 I•-(25-m)-gym' I' 1 mm) ggrrro !S-S: ratlrabrg!lnnrrm•.r4igttrr mr Lovawrd7aalmA,Qo/rs For (lnr and sund:rnl elopes, use Grc nails for each fu0 UMeru slrhrgle ru Ax uu -Amr. Exterior Research and Oeslgn, I.I.C. Certificate o/Authoehatlon a9So9 FBC NON•HVHZ EVALUATION rrxr"P M 1. Ya?•Arp.Vnfr, For I-p slnprr, a-e rwe nails and Nght..4wrs o(.1q tm t meting CrmCrn fore.rch to" Ihrrtera shingk• m shuuu .rhorr. Niply I- MOUt') 411MM4Y H09 of oingng erureut (A.TV U 4S86 Ap, II wim-AM) wader cash tab turner. Pros drhr* Iuur pier• du a" c,pnw reads. CAUTION: Tar arueh rarrmg meal Out eArae ihirrgh s to Nlsrrr. Evaluation Report 3S32.09.05-R1L FLS444-R10 Revision 11: 12/08/2016 Page 10 of 12 TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras i tt 4 Figum15-14.• 18 three place units separate to make 54 Hatteras Amessory shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles erg., 230 mm) 77II s\ gig„ (460 min)---* Egos I — — — 18" (203 mm) Cap 460MM) Cap Cap Cap Shingle ingle Shingle Shingle g31 mll2aom Figure 15.2& Cut Hatteras shinglas to m4lee cover cap. Figure 15-21: installation of caps along hips and ridges 6.10.1.3 For ASTM 03161, Class F performance use BASF "Sonolastic° NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLA* m, HIGHIAND SLATE"' IR: LOW AND STANDARD SLOPE STEEP SLOPE: abaq me...I aa..t atl.w Winl army L wro 1Wn:om nW6. SIX mle"Ms ilnab00W 119sm" mbattlafuxnl. Flgnm //•.I: Usu M naar foreury lQghlatd gala sbingla Ike PnB nails and RMUT spots of asphalt roofing cement* for each full Highland Slate shingle. Por bilaml•Dade, SIX nails arc required. Apply V diameter sport of asptudt roofing cement under each tab comer. Asphalt roofing canenl nteeang ASTM D4i86 Type It is suggested. arWl pj;tl _ rint0etltp Fr ,.?anal ?t+M Yaad aY a.4r J- 0"asa.n1 -- Rao:tnaeameM flgura II -J& Uso flVE Yallr and e/01 spoil ofasodf ropltng cwtal undo: rm:b 14b corner. CALMON: Rscesslve use of ro60ag canenI rail cause shingles to bu(er. 6.11.1 Hip & Ridge for Highland Slate"", Hlehland Slate'' IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, LLC. Cert111cote o/Authorltatlon 09So3 FOC NON-HVH2 EVALUATION Evaluation Report 3532.09.05-Rll FLS444-R10 Revision 11: 12/09/2016 Page 11 of 12 6.12 I PATRIOT`"': LOW AND STANDARD SLOPE Use FOUR nail:s fur ewry full shingle lowiw as shown Want I (IS9 my ii 03um4IMrnli111rt. l TRINITY I ERD SLEEP SLOPE Use FOUR nail, and (nor splua of aspllah roofing cnnitn1 for carry• full Ali"& as shnrcn lk-low Asphalt 1(N)fulg CeflamtIneelin.Nifm uYl$( T}•I)L It l<apply 1'(25 111111) alMns of asplcdt rooriog cunull m; shown. CAU110N: H cesurc use of ruoGng ecoorll can clu. shlugics lu hliiter. b:1E'IZ 159c10I I m_ I noell"q Ctmr"1 Mimi Glyn; C 1044 -1— 6. 12.1 Hip & Ridge for Patriot': Refer to instructions herein for Cedar CrestTM , 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. 2.7.1 / R90S.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, I.I.C. Evaluation Report 3S32.09.0S-R11 Certlflcate Of Authorlrotlon 09S03 F8C NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 12 of 12 Florida Building Code Online i search b a e Product Approval0% USER: Public user Produce Aeereval M^nu > PLr1duR er neeltratien eeerrh > Aeellrauon use > Application Detail FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mttjpas@lnterwrap.com Authorized Signature Eduardo Lozano elozano@interwr-jp.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000. 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underiayments 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 the Robert Nieminen Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence FLIS216 R2 COI 201S Of COI Nieminen.Ddf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code http://www.0oridabuilding.orWprlpr_app dd.aspx7parwn wGEVX(Tvt)gv3yVVKJZIQPAdbyl2ugkQGQyfjaHbVeiOpVSvxwSdCoQ4A3d%3d[912412017.1:57:59•PMI-_.. _ _...... _. Florida Building Code Online 1507.2.3 1507.5.3 LS07.8.3 1507.9.3 1507.9.5 T1507.8 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/201S Summary of Products FL 7k Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS216 R2 11 201S 04 FINAL FR INTFRWRAP RHINOROOF FL1S216- R2.ndApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nleminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FLIS 16 R2 AF 201S 04 FINAL R [NT RW AP RHINOROOF F 1S716- R2.od Created ti r Independent Third Party: Yes Concert t1s :: 2601 Blair Stone Road. Tallahassee 112199 Phone: 8SO-487.1824 The State of Florida IS an AA/EEO employer. Convrldht 2W7-2013 State M. Florida :: Privacy Statement : - Accessih0lty Statamerr :: 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, 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 4S5.27S(1j, Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Oeparornent with an email address If they have one. The emalls 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 45S, F.S., Please diC< film. Product Approval Accepts: M0r M Credit Card Safe http:lAvww.Floridabuddiug.orglpdpr_app.dil.aspxiparam-vGEVXQwtDgv3yVVKJLIQ(Wdliyl2u8kQGQybaMVeiOpVSvx,vSdCoQY.3dV.3d[V242017 1:57.59.PK . 00 TTp-,INITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FLiS216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 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: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. 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. Trinity) ERD 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 IERD 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 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 the racslmlle seal appeariny was euthprited b/ Robert Nleminen, P.E. on:/27/201S. This does not serve es an electronnolly skned document. slsned, sealed hardoopies have been transmitted to the Product Approval Administrator and to the named cbent CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD 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 I 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 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. TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing In accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year iS07.23,1S07.S.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM 0226 2006 1S07.83, 1S07.9.3, 1507.9.S on Heating 1507.23, 1S07.5.3, 1S07.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: gnfiix Examination Reference Date ITS (TST1509) Physical Properties 10OS3939SCOQ-006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 10OS39395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U201s a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available In 42-inch wide rolls, and can be produced in various other sizes. S. 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. S.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 or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: Roof COVER OPnoNs Underlayment Asphalt Nall -On The foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoofU20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM 0226, Type I or II or D4869, Type II underlayments In FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-R2 Certlfkote of Authorization #9503 FL1S216-R2 Revision 2: 04/27/201S Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples Is prohibited. 6.4.2 Single Laver. Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-Inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted In 6.5, but maintaining minimum half -width plus 1-Inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for Information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc: ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-R2 Certificote o/Authorization #9503 FL1S216-R2 Revision 2: 04/27/201S Page 3 of 3 TRINITY I ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FLiS216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S 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 56' Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. 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. Trinity) ERD 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 IERD 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 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The facsimile seal appearing was authorized by Robert hilembwt. P E. on 04r27 f2015. This does not serve as an electronically signed document. 54ned, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named dlent 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 I 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. S. This is a building code evaluation. Neither TrinitylERD 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. PIA 1`10 i TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year iS07.2.3, 1507.S.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.S on Heating 1507.2.3, 1507.S.3, 1S07.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST3S09) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (rSTIW9) Physical Properties 10053939SCOQ.006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM 0226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This Is a building code evaluation. Neither TrinitylERD 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. S.2 This Evaluation Report is not for use in the HVH2. 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On rile T Tile Metal Wood ShakesIFoam-On Shingles Slate or Simulated Slate RhinoRoof U20 Yes No No J Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or 04869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Cerrificote of Authorization #9503 Evaluation Report 140S10.02.12-R2 FUS216-R2 Revision 2: 04/27/201S Page 2 of 3 J TRINITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20: 6.4.1 fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-Inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. for exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface Is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published Instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUAUTy ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 ENO Of EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 Certificate of Authorization N9503 FL1S216-R2 Revision 2: 04/27/2015 Page 3 of 3 A 4/2812017 Florida Building Code online eas Home I Login I user Registration I Not Topics i SubmR su dwge I Stem a Fans I Pubiiwtlens I Fec staff I aclS Slte Plep I Unw I seed Fhri(b r cb4 ; . Product Approval IA" USER; Public user F Product Aoao"l Menu > iRodud or Aeollwtion SMUlb > AnnlleaUon Ust > Application ostalf 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/Emall 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter@lomanco.com Authorized Signature Andrew Carter acarter®lomanco.com Technical Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501)982-6511 Ext6163 acart:er0lomanc6.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certlficatlon Mark or Usting Certification Agency Miami -Dade BCCO - CER Validated By Miaml-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 httpsJM,wwlloridabullding.orgfpr/pr epp dtl.espx?param=wGEVXQwIDgsFgPhXoiaz9PGbe1/)dlkEk7oGQBzyYnmkOA3d 1/3 i i Y 4r2 O17 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building code Online 09/30/201S 10/06/201S 10/09/2015 08/16/2016 Products'... -- FL # ` • ; : ' ''. Model, Number of Name 3792.1 135 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. 1. Refer to applicable building codes for required ventilation. 2. Model 135 Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles roofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be Installed on roof mean heights greater than 33 feet. vesenpUon.•.. . •• •• Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC Lomanco 13S - 2000 PV - NOA 11- 0602.02.odf Quality Assurance Contract Expiration Date 00/17/2016 Installation Instructions FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602.02.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports R3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602.02.ndf Created by Independent Third Party: Yes 3792.2 730 Roof Louver- Aluminum Roof Lower Limits of use Certification -Agency Certt icate Approved for use in HVHZ: Yes • :. Approved for.use outside HVHZ:;Yes L.37f42 'RA G CAC Lomanco 700 Series - NOA Ll- 0602.04.odP . Impact Resistants N/A Quality Assurance Contract E*plratlon Date ' Design Pressure: N/A • „. ? 08/16/2016 Other: 1.'Refer to;applicable building codes for required ' I 0616tion Instructions' ventilation. 2. Lomadco's Model 73050,770 Roof•LouYers shall *comply with appllcaald building code. 3. Lonianco's FL,3792 RB rt• Lornancd 700' Series.- NOA 11-0602.04.odf Verified:By: Mlaml-Dade BCCO - CER Model 730;7S0,770'Roof Lduvt:rs shall not -be installed on: roof Created'by Independent Third Party:. mean heighti greater than 33 feet. _ . Evaluation Reports E13792 IRS AE.Lamanco 700 Series - NOA 11-0602.04:odf Created:by Independent Third Party: Yes 3792.3 750 Roof Louver - Aluminum Roof Louver Limits of Use Certification Agency Certificato Approved for use in tiVHZ: Yes FL3792 RB C CAC Lomanco 700 Series - NOA 11- 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 730,7S0,770 Roof Louvers FL3792 R8 II Lomanco 700 Series - NOA i1-0602.04.odf Verified By: Miaml-Dade BCCO - CERshallcomply. with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be Installed on roof Created by independent Third Party: mean heights greater than 33 feet. Evaluation Reports FL3792 RB AE Lomanco 700 Series - NOA 11-0602.04.odf Created by Independent Third Party: Yes 3792.4 770 RoAf lLouver Aluminum`Roof Louver Limits of. Use Certification Agency Cedificate ^ Approved for.use In-HVHZ. Yes Approved for use outside HVHZ:.-Yes Impact Resistants N%A' FL3792 RS: C CAC' Lom6rico 700 Series - NOA A-. 0602.04:ndf Qualltj.A'ssuPance Contract Expiration _Date Design Pressure0i/A 08/16/2016: „ Other. 1. Refer to applicable building codes for,requlred` .. Installation:Instructions Ventilation. 2.. Lomanco's Model 730,750',770-Poof Louvers shall:coinply with applicable bulding code. 3:..L9MapGo's .... i1.;3742 R8 '11 Lomanco 700 Series-- NOA 11-0602,04:odf ` Vertfied'By::•Mlami-Dade.8000 - CER Model 730,7S0,770 Roof Louvers shall not be-lnstalled•On roof Created by Indepi Went Thlyd'Party: ' mean helgpts greater than 33 feet. Evaltratlori Reports FL3792• •it8 AE Lomanco 700 Series - NOA 11-0602.04.6df Created by. Independent Third Patty::Yes 3792.5 770D Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ:-Yes FL3792 R8 C CAC NOA IS-0709.09.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 10/04/2020 Design Pressure: N/A Installation Instructions Other. FL3792 R8 if NOA 15-0709.09.odf Verified By: Miami -Dade. BCCO - CER Created by Independent Third Party: Evaluation Reports hops11www.8oridebullding.orgfpr/pr app dtl.aspx?param=wGEVXOwIOgsFgPhXouu9PGboAdll(&7oGQ6zyYnmk%3d M 4r28rM7 Florida Building Code Online IfL3792 R8 In Nen is-oThlyd PartyCreatedbyIndependentThirdParty: Yes Contact Us :: 2601 Bair Stone Road, Tallahassee FL 32399 Phone: OSa4e7-1e24 The State of Florida Is an AA/ff0 employer. Cooyrlobt 2007-2013 State of Florida.:: Privacy Statement :: Acressihlllty Statement :: llefune Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a pubOearecords request, do not sand electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 0S0.497.1395. -Pursuant to section 4SS.27S(t), Fields Statutes, dfeedve October 1, 2012, licensees licensed under Chapter 45S, F,S, must provide the Department vAh an email address If the have one. The smalls provided may be used far official communication with tha'llcensea. However email addresses are public record. V you do not wish to app 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 ber 455, P.S., please dlde buL. Product Approval Acceptal Credit Card Safe httpslMlww.8or(dabuilding.orgfprfpr_app dU.aspx7param=wGEVXQwtDgsFgPhXo=GPGbeVJdlkEk7oGQGryYnmk%3d 3/3 MIAMF EM MIAMI-DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Mianri, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DMSION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy 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 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 Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) 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 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 tenninatioa and'removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date.tnay 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 No.15-0831.07 and consists of pages L through 9. The submitted documentation was reviewedby Gaspar J Rodriguez NOA No.: 16-0510.28 M AM14DAnt=Courrrr Explration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/ 16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6:5" " diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x S" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test A eg ncv Center for Applied Engineering PR[ Construction Materials Technologies Test ideudGer MDC-98&99. LOM-013-02-01 RRWA-001-02=01 Test Name TAS 100(A) TAS L00(A) TAS 100(A) Date 03/16/95 05/21/67 07/29/15 NOA No.: 164510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. 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 die roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with avow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the.vent•is centered over vent hole. Fasten the base. to roof decking with 1'/." atualinum. annular ring shank nails. With the fast nail I %" from roof louver end and a minimum. of 6." o.c. at the front and backside•of louver vent parallel to the ridge. And with the first nail 1'/4' from -roof louver end and a mm mum of 8" o.c. at sides of louver vent perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all -seams and nail heads withroofing cement. Ridge Shingle: N/A_ Net Free Area: Refer to manufacturers published•literature. Minimum Slope: 2:12 NOA NO.: 16-0510.28 WMIAMMMOECOUNTYM Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf" cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply %' wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x 1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net Free Area: Refer to manufacturers published literature: Minimum Slope: 3:12 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes. ' . 3. Lomanco's Model 730,750,7S0-S, 750-E, 770 Roof Louvers sbalt'not be installed on roof mean heights greater than 33 feet. 4. Lomanco's Model 730,750,750-S, 750=E, 770 Roof Louvers shall comply with 1517.6 of the• Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the'Florida Administrative Code. NOA No.: 16-0510.28 . MiaMEoaoecouNrr Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A i i I i NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Da te: 06/30/16 Page 5 of 9 DETAIL B MIAMI•DADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6 of 9 DETAIL B (CONTINUED) FASTENER -LOCATION FOR METAL PANEL INSTALLATION OF 750 r m-iYDIN td;7 MlAMFDADe COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 . Approval Date: 06/36/16 Page 7 of 9 DETAIL C 16-0510.28NOANo.. MUMMMI-DADECOYIMM Expiration Date: 08/16/21 Approval Date: 06130116 Page 8 of 9 DETAIL D 4/28/2017 Florida Building Code Online scls Home I Lop In user Registration ( Hot Topic Submit Surcharge Stats A Facts Publications F11C Staff SCIS Site Map Links Search i•kxil:k Product Approval j"• USER: Public User r ea Product Approval Menu > ProduQ or Application Search > Application List > Application Detail t Jadi '_ FL 9 FL158-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived I Product Manufacturer CAST-CRETE USA, inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com v. Authorized Signature Craig Parrino cparrino@castcrete.com Technical Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 jo, cparrino@castcrete.com s• = i•••'' ,a Quality Assurance Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 Y,c:'< " 1 ' a cparrino@castcrete.com 1 rL •,C 71•S `i• ft'+ J-; Category Structural Components i ? Subcategory Products Introduced as a Result of New Technology Compliance Method Certification Mark or Listing i[ s • t ' ' ` Certification Agency Miami -Dade BCCO - CER e.-• i Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Yearf ACI318 2011 ACI 530 2011 l Equivalence of Product Standards Certified By E a • • ' r f I - . • Product Approval Method Method 1 Option A Date Submitted 04/29/2016 httpsJA~.floridabuilding.orgtpr/pr ppp dtl.aspx?param=wGEVXQwtDquegl%2bT71%2(Flg2gnRzHNulccjSpgL)(kU6g%3d 1/2 4t2812017 Florida Building Code Online Date Validated OS/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 Stimiiiab of Products - t ' ` =' FL # :' Model, Number or Name Description -r-- iS8.1 High Strength Concrete Untels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use In HVHz: Yes FL1S8 118 C CAC NOA 14-0903.03.odf Approved for use outside HVHz: Yes FLI58 R8 C CAC NOA 16-0126.03.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A OS/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL1S8 R8 II NOA 14-0903.03.odf FL1S8 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: Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: SSO-487-1924 The state of Florida Is an AA/EEO employer. CoovAeht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement under Florida law, email addresses are pudic 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 850.487.139S. 'Pursuant to Section 4SS.275(t), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses am 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 4SS, F.S., please dick here Product Approval Accepts - Credit Card Sale htlpsJAvww.iloridabuilding.org(prlpr_app oll.aspxlparam=wGEVXOw(Dquegl%2bT71%2iF192gnRzHNulcgjSNL)(kU6g%3d 2/2 MIAM 1-DADE MIAnu-DADS COUNTY PRODUCT CONTROL, SECTION DEPA RT\•LENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADN-UMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.mlamidade.eov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tender the applicable roles and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dada 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) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Perrino, 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 Perrino, 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 County Product Control Revision 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 mamufacturees 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 has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endotscmcut 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 iu 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 N 13-0321.07 and consists of this page 1, evidence submitted pages -1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. NOA No. 14-0903.03 MIAMI OAOE COUNTY '' "• J.6 f v- ' [' Expiration Date: 09/11/2018 Approval Date: 1.0/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Llatel Details" sheet 1 of 1, prepared by Craig Parrino, P.E., dated 11arch 24, 2003 and Dt airing No. L74612, titled Cast -Crete 4 ". 6" & 12 " Lintel Safe Load Tables `, sheets 1 through 3 of 3, prepared 41, Craig Parrino, P.E., dated March 24. 2003, last revision 41 dated April 28, 2003 both dra vings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report onflexural testing on 4 ", 6" & 12 " Precast Concrete Lbtfels Filled and Ut f lled1lodels, total of (13) corrc,-ete lintel specimens, per ASTAf E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Chi-islopher A. Hamon, AE. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino. P.E. 2. Calculations for Cast-Crele Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System 11anual for Cast -Crete Machbte Alade Precast Lintels revised on Alav 1. 2002. 2. Cast -Crete Qttallty S ,stem Manual,for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Dra ving No. FD4612, titled "Precast and Prestressed Lintel Details`. sheet I of 1, prepared by Craig Parrino, P.E., dated kfarch 24, 2003 and Drmring No. LT4612, titled Cast - Crete 4", 6" & 12" Lintel Safe Load Tables". sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated Men-ch l 1, 2008. B. TESTS 1. None. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. Bp ltliami-Dade Cotmt y Building Cade Compliance 01ce. E. MATERIAL CERTIFICATIONS 1. Alone. H+ eltiiy A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiratlon Date: 09/11/2018 Approval Date: 10/09/2014 E- 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL H 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Detalis". sheet I of 1, prepared by Craig Parrino, P. E, dated March 24, 2003 and Drowing No. LT4612, titled "Cast -Crete 4"0 6" d 12" Lintel Sgfe Load Tables"' sheets I through 3 ql*3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated March 11, 2003, all signed and sealed by Craig Parrino, P. E., on March 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE i. By Mimui-Dade Cormrly Deparinmew of Permilling, &M-omnenl, and Regulalor), Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-orn Cast -Crete Corporation, dated Febructry 03, 2012, signed and sealed by Craig Parrino, P. E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL i1 13-0321.07 A. DRAWINGS 1. Alone. B. TESTS 1. None. C. CALCULATIONS 1. Arone. D. QUALITY ASSURANCE 1. By Miami -Dade Coaruy Depm-nneru of Regulalor), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. Isle ny A. Makar, P.E., M.S. Product Control Uult Supervisor NOA No. 14-0903.03 Explra11011 Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details'; sheet 1 of 1, prepared by Craig Parrino, A E., dated Afarch 24, 2003 and Drawing AIo. LT4612, titled "Cast -Crete 4". 6" & 12" Lintel Sqfe Load Tables`; sheets I through 3 of 3, prepared by Craig Parrhho, A E., dated March 24, 2003, low revision dated June 12, 2014, all sighed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, slated 0811912014, pager 14.201 through 14.236. prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Aliami-Dade Comity Department ofRegulator j, mid Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from 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. o- _ He1qIrk WInkar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: l0/09/2014 E-3 I A=ice RETE HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS rnc-iscrra+.w 150t ximi1-1 t'MM aFay[rrr l.:ta o rr l v l vno r tua r lituaocl D a.^J 17CSi vn o C r^T.y7 t r:J2L" ! dCi17 DLiLLI [G t• a O ta ota r. n , rra lmm crlava r$v r*-r.>, tt rm= raxv nr,*m rya va o rrtia r as a rL[L' J rangnmm r rz o r.?1isra rt>a raza rrvrz o arav rrn a11„ r „ ^J rnary r, ,1,.- rtafl Izv ra>• ri1L•Y r7C_l aFT1 r.`l:"d rtSQ7 of ,1 [eSa[Z7 tt1 mcy a t rr.0 Tsai ram, ; .l; rsav ray o a a ra7.r a l rs8vr: a.t rtt>R>'aso as rya tam rt Jlrcyt r I ;; ,.., FI7CSat7C]I o r yr lnarz r:1 ayr ur!.a-ilr o w TYPE .0. ME-0111R1 va@Rauitvt, r eyfL ss,tU wva owuam 12• PRECAST U—LINTEL DATA TABLE k-T-Ta""wl wnwam"1 Ie7Qt)] VMA an rDt_+*1 rs3tA i7=EMM va o iooar taliarl,;,, IootaDE nir mao utilnvio ILJC ncr,w ranCandaarrr:**aa_r[r J[Da..Joa'ir17,EEa cro r rya rtL oar Dam aai<4ra o aaa Ill S7I J tar Rcncur u! I!v1 FYJm rv4: mtr.rt zzt,c. rrri• aravr)nr7 i11 rtaiEf r: rs r cu>• irr"nru. cncza rcu mcye r o rrarrnTaf=arat1:aamp rinw A[r1ra rnyKIMIaamruu.Jn"Fa 111'" n KL"Q auJrLa11!'JU)"r2J.LS!J1F,C'r cs-Sftl ncy vua ae:.a r:L:J rlazlr QL: iFr1a C o rayoaLarrr lrrin l,rt;y IIr! rrnla[IMr I I —"'4 a "1-0 1M "1" Amen. n IsMOE= ri CWWW 1A 3 Ark CWW rr rtlr 6=0 a 101MAID fawn = rmr Tam cum" CW-am m m. rlrnrr m mm fy w AM AM% A ft AM 13 oy wrm r baft r Ale II am WCU . aM ra am" M YIN WA IMe M MY 1 m O mmn memo Yr o mm "Mm AOI1CYf[ >mOn nft fALr ee Y MWMM CAM ra ELMM - w a PUCAN I Mft r. • M ro a . n I Ir1®r f1 M . 4 1 I W r1A CAM f4X" M NMM SWO n" rlrn MA M ca "= an r r M nA r " om I mulvr nm Um all. a . ar It r was Ina want in Ire. GIGEN O•: r4 onucr I/cvlslr+ o.4 d mnplr rldlb tl.> flaiEa p.• CFtAKi PARRWO 0R1Q 6324CA579 r1 Cm oY' Ge N . IA SEFFNM FL 33504 rrrMALr`r FLP.EUC.NO4a w PRECAST AND PRESTRESSED LINTEL DETAILS 1m nem any,-14 I mm or X W man aa:ua um um 4,4m MU /R we ram m rLUn1C IWI2 $am I OF 1 CENERAL NOTES Il.bdde re 6Fepnd •2= wd ASIG Ac• epprad. meue .uuia4 6r Iper'd d6 eU mbine eN nbo pw ASN A613 ,•b 00 rrtr r•r ATIN QA O/•rwS Y ods bed mra bwW m niAbmen 4 Wh Iw•td bwbp. tatoldr red M~red odwy 701 IN6 rw 1bt % fte 6 1/2 idr 2) hwr. Id waw kd ON " load 4) q dbeYWU10m ::::*herebwrdbde be rvaw nd°9m to t>mNc ;jis i i°n 7e1S°a='Im 11`1" S) Al bbb rued w "LAd 25D ddwa.n Faurslr w.b N VIm Id rd woo Ob6.bdd' i616061mAiom ; M DwWo &Moo 6) Shoo ribd kkb a r.4ond. • 7) b be loldd •/ 4• &=aft Wft" ad 4' ar•nNbn 6) /1nl.Idlw dW=il n.iy d wa .* oa I. o>reawd N dedpw way t•Mrb ranc•idW bad. bm 0w all bed town 6y Tep.,:VW MW r.b.Dq rra. .nd dew d 6-ay Wm Do 10) NA. - m Raw 11) Idbn Ewd MdW nbw to be bm.W at W bodm of W rAW mAb. TYPE DESIGNAl10N r a . ao amr ew,.. waum I dwamw 12F16-2B/2T rm %whii J L..., pwl rm• ION A M ULgK,W,=rulrNms rrao R C ralN A rvrO A N, — w. f.J „i o +{ • ms l•„ Iq W BIB Im d' mw 01 ANIM ro. r Uou 12) r A IY Wdrb w. wed d and :a s-1 re6 •wbu d r• w, b wrod twud.b aned r.ibrdq mr 13D A- ddv uaw. d idd.mad it ad.w .rmreb a*nm Mr r+w d+ 4or/ W .Wam WStd b mo de pwM Allr CC--M w & w 11) 1Y befiywnl6 It. 1.6u1 A bob doM =qud Aww +arkd bW *w Wawa b°6 wo .wllyd bad , sd. wawtd bW s 10 IS) Fw mnywlle iibl bdpbb w d.a•n u. nb l d b.re oad bar b4ft .h.m 16) Fw kw s"ft nd dmrn Ir am bed Inn nd Impd bnp16 "M 17) 5M WA m wrdgwd .M.dr be" it Sodo bam bond .n relb•e1 ndprl oroq.b rot AD S,1d6 wdAM S16. 19) 0 med bind (RCM 4bbm Ur Utd SnOAM bd . i1 I-rm. 1500pdi SEE SAFE LATERAL LOAD TABLES FOR LOAD RAIDIC FOR TACN ADOMMIAL v,'. {f • RE?1TDRCEO CND (Mau) FULL COARSE 1) #5 REBAR FOR 6' LROELS 1/2• CLA TTP ''v;:y, 2) J5 REBAR FOR 12' LDMLS OR40 at OR50 SAFE LOADS FOR 4" SOLID LINTELS Cwsewm GRAVITY TYPE LENGTH 4S8 Y-6- ( 421 PRECAST 1180 4'-0' ( 48) PRECAST 959 4'-6' ( 54) PRECAST 789 5'-10-( 70') PRECAST 460 6'-6- ( 781 PRECAST 360 7'-6' ( 901 PRECAST 260 9'-4- ( 1121 PRECAST 156 10'-6'( 1261 PRECAST 116 121.18 Cwsr•Cirrn UPLIFT LATERAL TYPE LENGTH 4S8 4S8 Y-6' ( 421 PRECAST 687 371 4'-0- ( 481 PRECAST 597 320 V-6- ( 541 PRECAST 529 258 5'-10-( 701 PRECAST 407 148 6'-6' ( 781 PRECAST 366 118 7'-6' ( 90-) PRECAST 280 87 9'-4' ( 112') PRECAST 187 55 10'-6'( 1267 PRECAST 152 43 12F8 12F12 12F16 l "" • I n n •i:i is . '... :;..-,•...:: ISM 6F8 6F12 6F16 • • w• r•. >`' tom y .. t•..•.--x .:'':c^•.••• y' ;.;. 0 • • 12F28 12F24 12F20 PROWLTRRVISliD 1, !' *• : 7k: mmrnl•1yla6 HiNN: FtwGb ice L. DWId tLu Acepbnc]N• - c Si `CRAIGPARRINO 6F32 SF28 SF24 6F20 2•. R10,•• EL124CRER, G NaI Iu OfVAL ,, RiREU44756l,t 'a° °e t °"° •. ni 1 a —CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES w RIL WAL. qg: l. marl Ito AMA" A" PALL` IUS i"•••1 W. 6/ OI/0 tt[GI6 IP CrAW r=W. .t. - W. AA 4OU I dGrbrtl0. L2u12 9K11 I Ot 3 SAF SAFE GRAVITY LOADS FOR 6" PRECAST U•LINTELS MR ' PRFCAArTuj i1 A SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 4 01".4mm SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6W 6F8-1B 6F12-186F18-1 Ef20-186f24-1B6F20-186f32-IB 3'-6' (421 PRECAST 2332 2676 3892 5050 6143 7227 8297 9357 4'-0' (487 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10'(707 PRECAST 1067 1 1260 2198 3557 5734 7227 8297 8225 6'-6' (78) PRECAST 949 1078 1531 2850 4328 6737 8297 9357 7'-6' (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4' (1121 PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6'(1267 PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4'(1367 PRECAST 457 513 1 805 1133 11507 1952 2492F228512'-O'(1447 PRECAST 425 477 744 1042 1377 1769 2238 13'-4'(1001 PRECAST 373 417 646 895 1170 1485 185214'-O'(1687 PRECAST 351 392 605 B35 1087 1373 1703tY-4'(2087 PRECAST RR 299 455 620 794 985 1198 1) 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 4 mr-4a hi SAFE LOAD PLF LENGTH TMPE 6UB I 6F6 RCMU Y-6' (421 PRECAST 587 1055 596 4'-0' (487 PRECAST 487 787 445 4'-6' (541 PRECASI 416 609 344 5'-10'(707 PRECAST 300 350 198 6'-6' (787 PRECAST 263 496 157 7'-6' (901 PRECAST 222 367 116 9'-4- (1121 PRECAST 173 352 74 10'-6'(1267 PRECAST 151 276 58 11'-4-(1367 PRECAST 139 311 49 12'-0'(441 PRECAST 131 277 44 13'-4-(1607 PRECAST 117 223 35 14'-V (1681 PRECAST 111 202 32 17'-4'(208) PRESTRESSED N.R. 130 21 SEE CENERAI. NOTE 18 i 4r448T*w" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE 6f8-11 SF12-11 6116-1T 6F20-11 6F24-1T V28-I16F32-11 Y-6- (421 PINECASI 1412 2074 2715 6 3997 4638 5272 4'-0' (487 PRECAST 1225 1B00 2357 2913 3470 4027 45B3 4'-6' (541 PRECAST 1083 1592 2054 2577 3069 3562 4055 V-10'(707 PRECAST 331 1222 1600 1 1979 2357 2736 3114 6'-B' (78) PRECAST 723 1097 1437 1777 2117 2457 2797 Y-6' (907 PRECAST W8 86344 1249 15440 18400 2135to 2431 9'-4' (1127 PRECAST 575 571" 98D 1252 1492 1732 1972 10'-C(1267 PRECAST 514 46200 787 1121 1!1 1551 1766 CA 11'-4-(1361 PRECAST 474 404 t4 6B5 a 985 1213 t442 1645 12'-O'(1447 PRECAST 454 367CMI 619 & 88B tu 1093 1299 1506 IY-4-(160l PRECAST 402 308 • 516 736 906 1076 1247 14'-O'(1681 PRECAST 368 295 475 677 j 832 989 1145 IY-4'(2D87 PRECAST 253 208 j 476 j 585 j 69.1 B03 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REIIAR SEE GENERAL NOTE NO. 4 xG ?Al GQQ-' . EN, 44 i A CRMGPAFONO O,SS, • • G••` M CR 579 OiVA •••` SEFFNERFL 38584 IIW& FL. P.E. U0. NO.447S 6 1' lk J 0flda EV Ito ey / `/E CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD T ni mm oeul}u m or. jcw uwo I M•If. ILu SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS WT-4,Wn SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12u6 12I8-2B IN12-2812n6-2012r20-2612124-291226-1011rn-m Y-6- (421 PF41MI 3428 5000 51M 7619 2 11060 12755 14438 4'-0' (481 PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10'(701 PRECAST 1612 2320 3218 5234 8487 11060 12755 1444 V-6' (781 PRECAST 1383 1986 2679 4196 8421 10032 12755 114438, Y-6' (901 PRECAST 1138 1828 2131 3218 4676 6756 9763 11354 9'-4- (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 755 10'-6'(1261 PRECAST 614 1043 1295 1853 2516 3323 43M 5632 I1'-4-(1361 PRECAST 518 945 1162 1649 2216 2893 3119 474 12'-O'(1441 PRECAST 456 578 1071 1 1513 12020 2617 3333 4206 IN-4'(1601 PRECAST 3% 767 926 1294 1709 2181 2743 3409 14'-0'(I68") PRECAST 32t 720 865 1204 1554 2017 2451 3106 1T-4'(2081 PRECAST N.R. 451 631 881 1141 1428 1750 210 19'-4'(2321 PRECAST NR 343 477 7000 925 1152 1380 1609 to Ue DIWRWD N rMILIUM 31s AM nXWR RUNG cla I= CM 0 r11lD mom RD)AB. SU CDdit Wart N0. 4 SAFE GRAVITY LOADS FOR 12" PRECAST IN/ 2" RECESS DOOR U•LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE I= 121a64612M8- 12014- 12R116 1XII- Ims- 12163D- 4'-4' (521 PRECAST 25M 2942 5468 7584 9640 11669 13679 ISM 4'-C (541 PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 Y-8' (681 PRECAST 1347 1841 3555 6395 9640 11669 13679 1 5'-10'(70' PRECAST 1259 1758 3361 5954 9358 11669 13679 1567 6'-8' (8n PRECAST 924 1 1430 2633 14415 1 6884 1 12574 1480q 7'-6- (901 PRECAST 703 1203 2157 3494 5259 7922 9623 1132Q 9'-8' (116' PRECAST 389 843 1451 2157 2p} 44270 5417 6380 U) IM NY WIJO N PMUFML55 ARE MWO I ACM FOR CM 401n0 Amm ROW. SEE C[W MAL NX Nn 4 SAFELATERALLOADS pno 4•P DOFI`-AQT IIJ Imm Q C SAFE LOAD PLF LENGTH TYPE 12U8 12FO RCMU S-6' (421 PRECAST 1295 4841 393 4'-0' (48) PRECAST 1295 4841 299 4'-6' (541 PRECAST 1049 3922 241700 V-10'(701 PRECAST 681 2547 155 6'-8' (79) PRECAST 579 2167 123 7'-6- (901 PRECAST 474 1771 914' 9'-4- (1121 PRECAST 355 1326 5 10'-C(1261 PRECAST 306 1143 4 11'-4-(1361 PRECAST 278 1041 3 12'-O'(1441 PRECAST 260 971 34 IS-4-(1601 PRECAST 229 857 278 14'-0-(1681 PRECAST 216 809 25 17'-4*(2081 PRE51 N.R. 16 19'-4'(2321 PRESTRESSED N.R. 534 130 4'-4- (521 PRECAST 4'-6-.(541 PRECAST 5'-8' (68') PRECAST V-10'(701 PRECAST 6'-6' (SDI PRECAST Y-8' (SDI PRECAST 9'-8- (1161 PRECAST SEE GENERAL NOTES - SHEET I OF 3 I`,rll'i ,71•iC.I.17 TT41• I \ A/TIi'I1• PLF SAFE UPLIFT LOADS FOR 12" PRECAST U•1.2NTELS SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 1118-21 IV12-2112T16-21IIFA-21121`24-IT 2/28-211202-2i 1'-6- (421 PRECAST 2752 1 4287 5613 1 6938 1 8264 9589 110915 4'-0' (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (541 PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10'(70) PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (78') PRECAST 1444 2269 2972 3675 4378 5081 5784 Y-6' (901 PRECAST 1267 1161 25 3194 3806 4417 5028 9'-4' (112) PRECAST 1028 117t 0 2006 2590 3087 3583 4079 10'-6'(1267 PRECAST 920 941 1612 2281 2764 3209 3653 11'-4'(1361 PRECAST BSB 829 1404 1982 2441 2902 3]64 12'-O'(1447 PRECAST 814 753 1269 17 2201 2616 3032 13'-4-(160') PRECAST 678 633 1057 1485 1826 2169 2513 14'-0'(1681 PRECAST 622 586 974 1365 1679 1993 2309 17'-412087 PRECAST 434 427 695 0 9644 11112 1402 1623 19'-4'(2321 PRECAST 366 370 591 A 817,j 1002,j 1187 13720 tP) INE MARJO IN YAN1mWM ARE MWU ItDIICtu6 IN CRAW[ 40 fnD mom WtA% SEE CDBA OR 11% 4 SAFE UPLIFT LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U•LINTELS omr c-I. I SAFE LOAD - POUNDS PER LINEAR FOOT cnv w LENGTH Wms-n WaDWy-IW W71RN-i 1295 3692 2 4'-4- (521 PRECAST 1626 1 26M 3746 1213 3458 2417 4'-6' (541 PRECAST 1558 2582 3602 784 2236 165 5'-8' (681 PRECAST 1210 2042 2850 747 2129 155 V-10'(70) PRECAST 1173 1984 2769 602 1716 117 6'-8' (80) PRECAST 1020 1538 2426 504 1438 914 7'-8' (901 PRECAST 904 1226 216 355 1011 45 " it';y (116) PRECAST 1 703.j 771 IN 1472, WME S IN P.IRDMO S AK WL'DQ IM CM r0R G . •• EMs; • 40 FEW AM NAM SEE CKK WE N0. 4 447 IitODUCP RF.. viBp„Cad"IW ua Plulwa T E /I QQ I/ JFMcRgg A•pna o 0 0? 1'arbn pu 0 8 rS/ rAG SEFFN.4113mAA4jNA1;E4.`` FL.PF-lERuc.TIO.IIA956 CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES ra Nut, oulnt-14 KANN m: Au UK" SCQEI ua I EI 1/: a MaO m CM PAMI% PA. - AM Na u134 1 WVQ NO u44n ENEEI 3 or 3 MIA MI--DARE DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION MIAMI-DADE COUNTY PRODUCT CONTROL SECTION L 1805 SW 26 Street, Room 208 Miami, Florida 331.75-2474 T (786) 315-2590 F (786) 315-2599 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 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 (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 DOCUMENT: 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 Pan•ino, 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 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 att 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 H Imy A. Makar, P.E., M.S. i NOA No. 16-0126.03 MIAMI-DADECOUNW Expiration Date: 05/21/2017 Approval Date: 04/28/2016 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.E., dated 06107196, 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 ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, 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 8-inch Lintels, dated I1/11196,'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 #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06120195 for pre stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11 /13195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report 484-M19614 dated 02/29196 for #5 rebar by Birmingham Steel Corp. 6 Mill Certified Inspection Report 458 A66332 dated 01128196 for 04 rebar by Blrmingham Steel Corp. 7. Mill Certlfred Inspection Report 484-M20749 dated 04105196 for 45 rebar by Birmingham Steel Corp. 8. Mill Certlfred Inspection Report #84-M19805 dated 03106196 for #4 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 04103196 for #5 rebar by Birmingham Steel Corp. y 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 - I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manualfor 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 Dra ving No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets I & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 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-S29-94, 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 May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. wze— iy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2019 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 06-0222.01 A. DRAWINGS 1. Drawing No. FD8, tilled "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 February 17, 2006, 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 0212012006, 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 from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. 4. oe H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 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 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 .March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofPermitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, 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., 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 14.124, 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 from 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 Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBNHTTED 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 UU Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. wzz' Hqj5ifA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 TYPE •A" STIRRUPS 7/32'/ PAR M TIRRUPS P U LS STIRRUP t)ETAILS nlo srs PRESTRESSED U-LI 1 1 01 I 7/32"01 STIRRUPS TYPE 'P• STIRRUPS + n P' I STIRRUP DETAILS se.fo au DA t s OF up EP 1D la -a 0.134 eat 1- 4 0 3'- a 13-4 0.140 sa Ma 1 Is,-2-- 17-4 Else aaa 7] J 7 u B 17-2 s e a-e o. 1-3 a-: 3 0 4-2 21'-1• 0.124 7e7 3 7/32 W 21'-2• 3'-e 3/a• 10 0.200 allNo 7/31 &0 2I'-%W Os'-10 3/l 02r-op 14'-0• 0.210 037/31 DAR 23'-10' e O 1'-3 1/a• 10 A" PRFr.A4AT w/ 2" RECESS DOOR U—LINTEL DATA TABLE D reszsl®r rluw+vm®IMo oa,iraca u area T Ustic.7nro97Motaa:rma[1av s:•alrt..n,ej!r.t7 F319fa[-"Kjc dff.F mFzMrMw jr"rrno l"rMidmi llf rlL!!F:41'f12T F FIMNIIIM M •e Most ILL .IN. Y.O. ma r afa.n o. Matl Mau M 'A• .fuml_ 3 . Itrm—untsumu Pa[cm tone anHrowlic czer rAa u1Y1H anon r to — ww 17 m ,Iri. mi • 11 A PRF('AST U—LINTEL DATA TABLE Pl:llCala ilJ»I1±:I']Ca ILSsI Sm iZZlr: a`±t+D E7 i.7L10 CL'TI®.7 D l iiCratli ocsr ua ram: rsc v.: uc1 a. o pacrrz iausrt 11 tr v.tlla;v/o m 7r•371 E S ni-in7 1i D®[3 ii GrQ 1FMaVM11aAFZ»FZ^AIiD Flflir rL1<>! n•-n rr>t ri]d>i rzn R$si E3Li n ri1G0[7rRZ1f.L7r:) ii r ir)t A mC Si lilr":]'.?L7miIIi1 Q p E7, r® zcMFu=[FMi EM, o may ntr, rFi®I an+r mc5a per, o tlaa PROP10t1ARY prol"IMM a PAWM s t011 PRomC1 APPROVAL 11 a m1tC1[0 A COPId71I IAV1 AM GL-01 at t OMM OR Oafa1ME0 valmn in ram wmnrM co.Vrtat or cm-cwt Msa wL 1. arWOa[O stroa I/32 MAR ASIM A0101 IA It. S. Molt. tat Isms MOR312 or sllsarra AaD fa JnM OWE 60 AM M151 7/16 INCH ar NO[o D 000110) $fMlM fan LAO UMCI 2IOs 1 O.M A ttaal RIMME M tap o1 no MWOMM UM ME VAWU saIMO AM MIL - so, OF 3ryaP2 . 4. TM )1 r. COanox alnuvie, r.. am to MR raa WstOtO tat Mom sMOMa 1 IMMa tsttaat. 1 tsf r.. woe PSI roe Au rR11 [W/1sa mewa ow tan[u. l tJ rouwa M rOltrap tlrat FIVERS rta C s. Ong taming law . OJo a is. "To."To.Of m1 o HA7 VI peW Y1 MN atPRntm0otol a stau[txM;t tw Ritlattam TO naet urtanO MNn\ roAmataaM7<am taeMta as ooucr nc rhdg3 twmW" cwa EAc ul- o o3.eZ E O Ze16 CRASPARRINO nr R .. •"C p` SEFFNER,FL MM a`. /OIdAI FL P.E. LIC. MO.44756 OF I/_ _ mM1 CAST-CRETE B" LINTEL FABRICATION DETAILS SAFE GRAVITY LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 4 -4-46" SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH RUB SN w agl" W14-00 eule ae e9n6.Oe W30-1e w6-1e mle-fe sn4-lo enrm awn -to wn-to wao-u 4'-4" 52 PREGST1 1635 1749 3355 31W 4349 5421 NO 7567 fell 369! 520e 6639 am 9479 low 4'-8' S4 PRECAST7 1494 Is" 3093 2M 396e 4946 M4 am 175e 3699 5206 1039 eo90 94n 1D013 5'-8` (se' PRECAST 866 920 1770 1716 2227 2139 3402 3966 1167 2481 4567 OU9 7917 9311 5-10'(70`) PRECAST 810 e59 1653 1600r124 2949 3174 3700 1113 2342 42.42 7402 e70666" (80) PRECAST 797 got IM 3110 7747 144e 7360W11D25t2o7l159429 10Y-6" 907 PRECAST 669 755 1490 24SO 743 7236 5623755N9D245957436996 19'-0' 116' PRECAST 411 466 999 155e 3129 4091Sue526920155e312041505e91 J) lE ADDED REhORSN R SEE GENERME PERCENT REDUCTIONS FOR CRADE 40NOTENO. 4FIE GENERAL NOTES 1) re 6- pad W - 40M pd r• ped - JOOD N." N1 p WooId0 ryasdU9 .-h ION)tp oDIrdne d mW pq ASd ASS de N pope ASWQ20 "Nos ASIM 6Mr DD a- rdwOm Q Al Eat 6 ` 1-10i 0 lock kno b Wsdp l.0 3) he" lr mar Edr nv 1ft 4) 7M Gf OdONbAcdo w we d r h.Uo to geb Spa Balls Ar a eaW Vy0 ddksl4l F nledLl lbD. f ad 1m9- tfr.a MeaseeB. e 1b 04e nff*o .advg O. ftmo S a" 0 Sera ARd W9 a «"Ind. PO a 7) On 11 tam try be WnEEA.d Iw W /s seas Q aBf d%r wEd au.rdN u l cm* Vfb W ..a'adad 9) 1b d.4w aq wo b afsW.W I. ,% hem Ile "m wo -do by eaing0y Or umle.m aottin ta-M dd dh d d-d.q Ito the Ie- d nppe4 10) RA - ad tld 11) 9ellan ON see-1 l-ka to M aw ..d d aE. mm d W Add tv*. SAFE LATERAL LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LDITELS 4 / 1 11 SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 RCMU 4'- 4' (52") PRECAST 758 1 757 1164 4'- 6' (541 PRECAST 694 1 693 1073 5'- 8' (681 PRECAST 408 407 655 5'- 10'(701 PRECAST 382 381 616 6'- 8' (80) PRECAST 595 788 464 7'- G (901 PRECAST 509 1 674 363 9'- 8' (1161 PRECAST 370 1 490 1214 e SEE GENERA. NOTE 16 11) Ud* an c Irdr S 0, Iq mldua d W Cho a mel.a dvowlig, 13) lb. d .ddo of "!4 a.bted a altar ra W ftwM ab MIS nm e a"d vet. @pow t. «.a$— D AASW ry- m0 6" Mp( w w0? IQ Vela Irdd da aa 1 -M pnet e!-aadb6~e IG W.AI .C+16x . d." Ee dedd bt 0. Ax" mug Yed A*.d bobw l Mel S IA W. r, . 1 Teal Sda Mudd bd Is) ref oetop-da 9dd Eoob Ad oat w we I-" M.m mt M- Y1pu vom, IQ W fdd kryft tat do.a eU as bW M "A Wq.d 100E Oe 17) sl- ell al. e9utwom dmmb boo. 18) Sib 1000 End a -Cr1 dolp- w.1j. I., AD 530 wd Ao>b IS) Addierd bwd MM a.padlp am w dliwe UsM a.•y.r q prwdtq "C-0 rtdnodoeuabtd..k.p ae1- (R7114 .Eae Wd. Sa ddo.4 1/ 2' CLR SEE SAFE LAKK LOAD TABIM FOR LOAD PA11NC FOR EACH AMMOKAL WIFORCED CW (RC1D!) FULL COURSE 15 REBAR a « DR60 SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 4w92 an SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH wo- It we- 21 elvtalt KnO- 21 ele' 14-1 e9ne- v eiFle- 1 MIS- 022- tt W22- 2 2026- t OMS- 27 0AF30- N W30- 21 2") PRECAST 906 life 2312 960 3751 4445 5140 6m IUD 1362 30% 3751 4445 5140 4'- 6" (51' PRECAST eel INK n72 29D 3007 42)5 490 ee7 04 2M 2959 307 4V5 4943 5'- 8" (681 PRECAST 1m 12 1797 2326 7654 33e2 bll 05 120! IM 2326 2WA 3302 3011 5'- 10- (701 PRECAST ess 1207 1741 M 2773031e6 2799 06S 1231 1745 2259 2n3 32De 2799 C- B" (60' PRECAST 570 929 1530 IUD 2429 2e 10e0 Ism 1900 2422 9d79 Y- 6" (9D PREGLST we 742 13N ' Ins 21 2567 soe 190 1394 1765 2160 2597 g3m5" 9'-8` (116`) PRECAST 395 46D ON 1222 MO 10 395 sW Ton Dte 1701 n J) THE NUMBERS M PAREMEAS ARE PERCENT REDUCTIONS FOR GRADE 40 HELD ADDED REBAR SEE GFIIDLLL NOTE NO. 4 1 r - IN[D am"A/ U . ID * Al F8F16- 1 B/IT IOIIIfAa IIOIRMIomI000 J otPs19109 rs JE3U /J 1M is I[uA N Iv F'pN'F'iy Y, v G? gfl Bo1 "' riO, tEeflmide I '-> UK ( 1) Kn 1- 1/Y QW tau. r. cm 1S EDO At e0Rm1 0 or LIM CAM t. ad 7O' Km Wiloll Rwolu.\ D nvm N WOOL PRODUteritDV16W t Nms tn•W oo plMda amFARRWO f" • 6 6324 CFI679ft 44' SEFFNER. R. x1584 d Pp Y/ dYL•7> 8" LINTEL FABRICATION DETAILS na:Ea>; ii:r-tw:tavrvc.i:1v rtrga;T. lst aaerr) i rr a>. 44 - z MIAM1-DARE M A H-DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11.805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) %,nvnv.minmldadc.eov/ccouomv 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 ([n 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) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Pan•ino, P.E., dated March 24, 2003 and Drawing No. LT4612, tilled "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, 2014, all signed and sealed by Craig Pan•ino, 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. NUSSILE 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. RE,ENEWAL 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 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 revises NOA 1113-0321.07 and consists of this page 1, evidence submitted pages 13-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. MIAMI DADE COUNTY kv%e :. _. NOA No. 14-0903.03 How 4l i Expiration Date: 09/11/2018 J l Approval Date: 10/09/2014ia Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details" sheet I of 1, prepared by Craig Parrino, A &. dated March 24, 2003 and Drenving Alb. LT4612, titled Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables'; sheets 1 through 3 of 3, prepared 61, Craig Pan-ino. P.E., dated Alarch 24. 2003. last revision #1 dated April 28. 2003 both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test reporl on flexural testing on 4 ", 6" & 12 " Precast Concrete Lbrtels Filled and Unfilled Models. total of (13) concrete lintel specimens, per AST,b1 E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Hamon, AE. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared 6>> Craig Parrhuo, P. E., signed and sealed bN Craig Parrino. P. E. 2, Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino. P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Alanual for Cast -Crete Alachine Alade Precast Lintels revised on Uqv 1, 2002. 2. Cast -Crete Quualln, System Manual.for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Dtmving No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drmving No. LT4612, tilled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated &Iarch 24 2003, last revision dated A/rn-ch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Bt, Aliaml-Dade County Building Code Compliance Orce. E. MATERIAL CERTIFICATIONS 1. None. Hkiy A. Mahar, P.E., N1.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL H 12-0209.12 A. DRAWINGS 1. Draining No. FD4612, titled "Precast and Prestressed Lintel Details", street I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Sgfe Load Tables'; sheets 1 through 3 oj3, prepared by Craig Parrino, P.E., dated 116rch 24, 2003, last revision dated March l 1, 2008, all signed and sealed by Craig Parrino, P.E., oil March 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. Arone. D. QUALITY ASSURANCE 1. By i1'lianri-Dade County Department of Permitting. Environment. and Regulaimy ,4ffairs. E. MATERIAL CERTIFICATIONS 1. Noue. F. OTHER 1. Letter fi-orn Cast -Crete Corporation, dated Februa), 03, 2012, signed and settled by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. Norte. C. CALCULATIONS 1. Arone. D. QUALITY ASSURANCE 1. By Mianri-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Norte. kWil-Y A. Maim-, P.E., M.S. Product Control Unit Supervisor NOA No. 14.0903.03 Expiration Date: 09/11/2018 Approval Date: (0/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. FD4612, titled "Precast rind Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P. E., dated Afarch 24, 2003 and Drawing Aro. LT4612, tilled "Cast -Crete 4 ", 6" & 12" Lintel Safe Load Tables ", sheets 1 through 3 of 3, prepared by Craig Parrino, AE., dieted March 24, 2003, lost revision dated June 12, 2014, all signed and sealed by Craig Pawino, P. E.. on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast-G-ete Lintels, dated 0811912014. pages 14.201 through 14.236. pi-epared by Craig Parrino, P. E.. signed and sealed by Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By Miand-Dade Count), Department ojRegulatot y mid Cconontic Resources (RER). C. MATERIAL CERTIFICATIONS 1. None. C. OTHER 1. Letter frown Cast -Crete USA, hic., dated August 19, 2014. signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code. 2014 Edition. Hel . Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 1 d-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-3 AST RETE4Cm HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE Ir TYPE "A"_SIIRF I Va/!J•1LliV4 11GltDar'iVaAlld b-.tea+=-mot• I ' 4" SOLID LINTEL nATA TARLE aG91411J.L• L'! tt'LSi slam atJrr>, n t. Ls-a Si9lIJlJ1:.:!<f Si 6" PRECAST U-LINTEL DATA TABLE IMA r3=EZr13 EMM FM O eic,•rs[Llar, raar lur: 1 r1;•trLt1_^.uctiar7ilQ uL ncnava cc vn r, o r 1 u,IrsacrsinTr+evvn' rtiararrnrsnrr., 1raSr9l71Ti!TTfaalvnrA ravrr Tts tu Laarvn.Zr"' Tz-.rr..g s211y' !re7 t7 f,37 ran s i7r11_:ar$Si rrav ran s sTa r:>, rr.$ry r eraamn rrarnav lrlrt.rtl_l rrerar rrar o rrrvr> t n ncNiv= IffiroetW:1r,irFaaaa rI1. I 1.11.lrsa>a re1.u:: rzzarm tz ara90 mavnrmmi.rtl.: s:lLcrrll. mcaoey 12" PRECAST U-LINTEL DATA TABLE ma o rs*nT raL v T r r7n o aey rz 1 ralta r t1_aIa ve 1 er>a r_rn oaua>•ra: tiu1.r11**^ ucrays:auua;.E+a a ra>ymriarr> Lr^Jocaavd Irma no zmmrlr.}7tS: lnfli^Ll7pi]rt/t!I rG]a at0 raar=Vur FA=d17,EK 7FiGa t>• slalararncirlu! rm rea:s::Ir•[r,o rrrvr rrl r f„r., Lrr, n,,, ,rCL 7 EC. rare• Tt urar ul»cyrsL! n c-rr o rr,lr:> rta.Tmc',.rr mcyaan i'Sar7lr 7l:t Q7C Ir:, I7L'3 CASO grjmw 1LaErO it .ff", CAi LL mOarin av rFi -vlm Alw'k:A 1121.lnGldlr lFmm gnaw mL ArLX. JIL" Ql:.'_imCA Lg"l .m TrrMnu irrs, lrrr L•_;Jh`'L;14i ,ct,r1M;1:ecacL..'.i-.t rlL-saomanc5+ o r lrs,,,®v T vz o rlc3a ama [ rm ratsa r=.rJ ,. vesn a ran aa eryw<c. lme cr,.,1-a r.uareu_.fue vui :re r A_rrry 1C11l [1C11 W <'>. r rL r 11G a Vt`LJ L!Clar_'7a Q>• aseT r+ cv 1nc}r R rtua r r.ts•A.rL Iret,• t 1 1I'Cl r-rn rs r. artry a' Ar SrT Wart..1aarE 1.mt - L7lt cat.rr r®®©rluar i a r:az r aEao Da norelrAn wtowtmLl a MMM rot town AMMAL n D rm"cnoo w WrtCn UM Alm "M et tt OMCM 0A eOlMM vMWa Or ma vx"m tm w tan -cool USA. W. 1. Mn M:M ant" 7n1 LA Ave AnA I7. Il AY at Atw A "Mma mmil. A" tl am tw0t . l M M re ASI" Y1 L OM m Inc MOD OF MU" MMIS Alt menu nY7M L C= Vt =01a1m f" "the M M ALL a aO MD 11 nVA raft L" DO 01 tM ASMIMMO CM Fill nAWU - M OFMCM man% r.. nee rn tea . eSm LwDt nerere . A. Mm TR ameamO CAW MaLLUM MWL r1005 L amm11 mix te"L m On Yan SoaO IS ASO nAm voOtnaraw LAVA tM IS a AM I7 00. LMRS Yfm notma raw rm. CEN • ,O 0. 4 St, T QF ./ * P!• 'CRWPARRWO SE NER R 33sm f ftal iVAL tl/t R PF. LIC. NO. 4475 pRl1DI1Cr RL'VltiliU n a1mN71ee Aria1n.7 no:ial AdId 1 14_ 0 o D3 p1r4iAliw Utw l & PRECAST AND PRESTRESSED LINTEL DETAILS e . 4-...:` "- ^ILLMN[I. OIAn-IA WAfO R. AMAgWC Ma- AS OIOrM ... . GENERAL NOTES 1) Ibbtlslt re 4' eremd few - M rd re r e ,r pmtl Oid - iM0rerrd • 30 ptl .6p nodMn hdi t1 ppmtt•p11t4 eantsb 11mee..lr Wit ItlGQ per Lf0 4lllmtmai.r. Ifd eta ewyrwt" .ump .Oi Ip00 pd row pr ASN MIS Gdt b marlr pa ASIM Q70 lyps d r S 2) M ef. bd t*n Woo d NaMNforrmW ttn 4 bdl nnbnl bMft IAooBerc Lvd 4 2 I bwMSUk qhaoord 12" . Und a 1/2 5r1ne, 3) hw& had am" bd rd tow Wts. 4) Tbs fr.ir in PrMnnb Wken on PWAM niden for ros 40 kd ddd nbef. LIB o/ IR fsdn40n 4,1428 y(A 12n01 11 S) M 4" or oswed 3a0 ddlbe4rs idds.wmetbscwdVIW1bApddkdbkChid rS Sto WI.11rau mtntgrboHodi61p a) SIM9w fnbb so tgeied •p 7) 4' a2d 0. bb b be b rldW ./ 4' d'romb. WMM and e fmusim "A<.L a)MI lek./fletbr. ul f Wd rw1 copy oh W rebisebtd end/, 4trwblf axumtfd S) no dW*w May tows eofnidwed bob from the too bw to*$ ty eoloiditgn 'Deco nsU14 moment and dw d d-cosy fmm W 10) MA. -Rfl PAW II) Moore row w" teb.r 16 M Mabd d tbo, wth" of w w C.*. TPr OFSIGNA710N r . msfm tof dwa / e -arum I lo°°rmm a I%n"m1d° 1216-2B/2T 0M smij Ledo CWF A WAX VIA w UM 0) Moose* 1n or am vr am L v isii p mo 1n 1rs.ioA e • Q wmo mr VMS lmnf tnwoo 15 • ACiIML am a UNIX N01m vim 12) r It If Udeb m fbrtdidwd aA 5-1/Y IsM tdtSo d Un efds b srtawd.b wftd td nkhoci9 rd rrAk4 I» Tb* mddr wfa.. 1 Web katd d in tdtM tnnrtb MW sOb dd have 000" of .bate d balQd b fafD densQb ASM C-M or etor• eudb l 14) Ifrdds bdd tiuiaetwy db writd (rMp W udN aA zu,-- Otlw b.b . . dudod Ir 0• mnuete btfM A6 IN ItEr.itS Nudre Appw wlkd bed Arpkd bdtanw b.d Sd. wrd bd + S.b IwbmW hod S IA IS) fa compndb MI bslpbb not dam M rde boo en0 MA low tow sham la) Foc Wf IrgW (A faro Int rde bed NO Fad Moped Irtptb dam 17) We bib ofs sopeMpwd 0lwatlt bola ta) Soft bob bases .s oe6ral dwrp enysb 0d1 A(l SM rid AO ) It 19) ttrdeted es•rsb vb ( 00iQ aMw Ur Febt Su A" by bdm a 4S8 MMGE§k or rt 6F32 SEE Wt LATERAL LW TAffin FOR LOAD RATING fO RCEO CMU (MM FULL COARSE15ROM FOR 6' LMRELS 15 REBAR FOR 12' LWTELS i or GR60 6F8 6F28 6F12 6F24 HNS" M= 4RETE I SAFE LOADS FOR 4" SOLID LINTELS 4 —44011t GRAVITY TYPE LENGTH 4S8 3'-C ( 421 PRECAST 1180 4'-0' (481 PRECAST 959 4'—r (541 PRECAST 789 5'-10'(701 PRECAST 460 6'-6' (7n PRECAST 360 7'—r (907 PRECAST 260 9'-4' (1121 PRECAST 156 10'-r(1261 PRECAST 116 R 6F20 12UB 4^-N4t " UPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'- C ( 421 PRECAST 687 371 4'-0- (481 PRECAST 597 320 4'-6- (541 PRECAST 529 258 V-10-(701 PRECAST 407 146 6'-C (781 PRECAST 366 118 7'-e (901 PRECAST 280 87 9'-4- (1121 PRECAST 187 55 10'-r(1261 PRECAST 152 43 12F8 12F12 12F16 12F24 12F20 ti'v" = ALOnOcrrnLvtsl=. n F ByAe1pfNlnPwlNat)ncTT1w'RGPAWN0 R0 + fy^: Nan.-.'TAN4LAN- ° F7wplmh A° SE}TNERFL 3M , ONAL..`' FLP. EUC. NQ44756 .tmc7..a- 2 - mmCAST—CRETE 4"b 6" & 12" LINTEL SAFE LOAD TABLES mar WE OMM-11 1 02AM1 m AM'Ad "a• I MAL• NJS. tM a 40M SAFE GRAVITY LOADS FOR 6" PRECAST U•LINTELS W"4 " SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 6U0 6F8-1B 6Ft2-IB VISA6120-18 6F24-10 6F28-I9 V32-10 S-6- (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3992 5050 148 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 PRECAST 1067 1260 2198 3557 5734 7227 6'-6' (781 PRECAST 949 1078 1831 MO 4328 6737 829793575'-10'(70j Y-6- (901 PRECAST 779 883 1459 2188 3151 4524 9'-4- (1121 PRECAST 584 660 1056 1523 2054 2795 10'-6'(1261 PRECAST 503 566 895 1270 1706 2238 2898 3747 11'-4-(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-O'(1441 PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4'(1601 PRECAST 373 417 646 895 1170 1485 1852 2285 W-0-(1687 PRECAST S51 392 605 835 1087 1373 1703 2087 17'-4'(2081 PRECAST NR 299 455 620 794 985 1193 1437 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FETA ADDED REBAR SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS CAD A-DMeA!T [NJ IWMI 4I IT-omm SAFE LOAD PLF LENGTH TYPE 6UB I 6F8 RCMU 3'-S' (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6' (541 PRECAST 410 609 344 5'-10' (70j PRECAST 300 350 198 8-S' (781 PRECAST 263 496 157 7'-6' (90') PRECAST 222 367 116 9'-4- (1121 PRECAST 173 352 74 10'-8-(126-) PRECAST 151 276 58 11'-4-(136-) PRECAST 139 311 49 12'-0' (1441 PRECAST 131 277 44 IS-4'(160r) PRECAST 117 223 35 14'-O'()6n PRECAST 111 2D2 32 17'-4'(2081 PRESTRESSED N.R. 130 21 SEE CD9PAL NOTE 18 SAFE UPLIFT LOADS FOR 6- PRECAST U.LINTELS C}A *-M SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-11 6112-116F16-1T 6F20-11 6F24-11 6148-11932-It 3'-6' (421 PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-T (481 PRECAS1 1225 1800 2357 2913 3470 4027 4583 4'-6' (541 PRECAST 1083 1592 2084 2577 3069 35U 4055 6-10'(701 PRECAST 831 1222 1600 1979 2367 2736 3114 6'-6' (781 PRECAST 723 1097 1437 ro 1777 2117 2457 2797 7'-6- (901 PRECAST 648 86303 1249 1544n 184041 21351e 2431 im 9'-4- (1121 PRECAST 575 571. 96D 1252 1492 1732 1972 10'-6'(126l PRECAST 514 462M 787 il2lj 1336.j 1551 1766 11'-4'(13S) PRECAST 474 404 685 15 985 1213 1442 1645 12'-O^(i44j PRECAST 454 367,0, 619 888 1093 lu 1299 1506 IS-4-(160-) PRECAST 402 w 308 516 736 906 1076 1247 14'-W (1681 PRECAST 368 f.3 285 475 677 DO 832 989c. 1145 11 Ir-412081 PRECAST 253 208 3MJ 476J 585 693J 803 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDIICIIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 1AIG PARRINO 324 CR 679 FNER.FL S8664 etldldtro Cycle dm dN Fllida A DMael N ' 1nllon Wi.o 'O °T.o7 Im CWurN unnl" FL.P.E.UC-N0.44756 y wmm or ,• , - . 1-CAST-CRETE 4"/ 6" & 12" LINTEL SAFE LOAD TABLES ICIFICKNEM REVIMON I''• r ` ' '°' T yt rS n[ N/Y[: 061tl-u KMQ: AUIUIIIA WALL. ILLS 411G 3/J4/OS LAtp[D It: CAM MM .L - AM 110. 44rA 1 0. Luq: SffiR 14l 3 r -, SAFE GRAVITY LAAnS FAR 19^ ooarecT u_4 turn e 4wa&*w" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12u8 Ive-28 IN12-20 Ill16-26 Iy20-7! 1M4-26 12128.28 OF32-20 Y-6- (421 PRECAST 3428 5000 S838 7619 9352 11060 12755 14438 4'-0' (487 PRECAST 2923 4232 58J8 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 23 66 3464 5304 7619 9352 11060 12755 14438 5'-10'(70j PRECAST 1612 2320 3218 5234 8487 11060 12755 1443t( 6'-6' (781 PRECAST 1383 1986 2679 4196 6421 10032 127M 144 Y-6- (9D-) PRECAST 1138 1628 2131 3218 4676 6756 9763 135 9'-4' (112' PRECAST 795 1216 1535 2230 3053 41V 5593 7552 10'-6'(1267 PRECAST 614 1043 1295 1853 2516 332.1 4334 5632 11'-4'(1367 PRECAST 518 945 1162 1649 12216 2893 3719 474 12'-0'(144-) PRECAST 456 878 1073 1513 2020 2617 MM 4206 13'-4'(1601 PRECAST J59 767 2188 2743 340914'-O'(1681 PRECAST 321 720 84 2017 2451 310617'-4'(2081 PRECAST N.R 451p g1294709141 1428 1750 01210219'-4'(2321 PRECAST KIL 343 25 4 1152 1380 1609 CND[ 4011E10 AOOm RTi1R SI GfM]tAl 1 1[ . 4 •w SAFE GRAVITY LOADS FAR 14" PRFCOM.arI 9" oerece none ._ wtm e Corm -own SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE um Ims-28 Imwa 1N814- 1mn- 1 rs- 12Rf30- 4'-4- (521 PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-C (541 PRECAST 2319 2740 5468 7584 2640 11669 13679 15679 5-8' (681 PRECAST 1347 1341 3555 6395 9640 11669 13679 1 V-10'(701 PRECAST 1259 1758 3361 5954 9358 11669 13619 1S 6'-8' (801 PRECAST 924 1430 2633 4415 6884 1=4g 12M6 1480T( 7'-6- (90') PRECAST 703 1203 2157 3494 5259 7922 9623 11 9'-e (1161 PRECAST 30 843 1451 2157 3203 4427p 5417 6380 w4 .uaCRABbFEIDADOtDAfB1RS[E Glagt NDtEtE ND. CAD M rerw•eT n . ".ter. e 1 SAFE LOAD PLF LENGTH TYPE 12US 12FS RCMU Y-6- (421 PRECAST 1295 4841 39 4'-0' (481 PRECAST 1295 4841 2994. 4'-6' (541 PRECAST 1049 3922 2417 PRECAST 681 2547 155 6'-6- (781 PRECAST 579 2167 123 Y-6' (901 PRECAST 474 1771 914- 9'-4- (1121 FREW 355 1326 58 10'-G(1261 PRECAST 306 11143 454Q4 I1'-4'(136 PRECAST 278 1041 3886 12'-O'(144) PRECAST 260 971 34 IY-4'(160j PRECAST 229 857 278 14'-0'(1681 PRECAST 216 809 251 IT-4'(2081 PRESTRESSED N.R. 16;. 19'-4'(2321 PRESTRESSED I N.R. 534 1,3 SAFE LENGTH t 4'-4' (521 PRECAST 4'-6'. (541 PIE= 5'-e (681 PRECAST 5'-10'(701 PRECAST 6'-e (80j PRECAST 7'-8' (901 PRECAST 1187 PRECAST SAFE UPLIFT EAAnC FAR 4'2" DDC9-ABT 41_4 tutr. . 1CMIT-10'I"I, SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 1218-21 12FI2-2T 12f16-21 IV20-2112F24-tT 12f28-2T QF32-21 3'-C (421 PRECAST 2752 4287 5613 6938 8264 9589 10915 7-0' (4111 PRECAST 23D 3721 4872 6023 7174 0325 9477 4'-6' (54) PRECASI 2113 3291 4310 5328 6A7 7365 8384 5'-)0'(701 PRECAST 1623 2527 3310 4092 4875 SSW 6441 6'-6' (78') PRECAST 1444 2269J 2972 3675 4378 5081 5784 i-6' (90') PRECAST 1267 1167 2%A. 3194 3B0601 1117 5028 9'-4' (1121 PRECAST 1028 1171.2006 259D 3087 3583 4079 10'-6'(126) PRECAST 9201 947 1612 2281 2764 3209 36S3 11'-4(1361 PRECAST 858 A29 1404 1982 t. 2441 2902 J354 12'-O'(1441 PRECAST 814 753hal 1269 1789, 2201 2616W 3032 13'-4-(1607 FREW 678 633 1057 1485 1826 2169 2513 14'-O'(161r) PRE= 622 pj 586 974 1365 1679 1993 2309 tY-4'(208) PRECAST 434 427 695 964 1182 1402 1623 19'-412321 PRECAST 3664 370 593 817 002 1 11B7 11372p n ME ID VM IM PAR011 M AU RAI M RMUCI106 FOR MIX 40 FIFID ADDN FILM SEE CQIDNL Mt a 4 SAFE UPLIFT LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS C4RI.n SAFE LOAD - POUNDS PER LINEAR FOOT 158;41 1 4'-4' (521 PRECAST 11626 12685 13746 417pp1 14'-6' (541 PRECAST 11558 12582 13602 5'-8' (69) PRECAST 1210 12042 2850 55 5'-10'(701 PRECASI 1173 1954 2769 17 6'-8' (ODI PRECAST 1020 1538 2426 914p,1 7'-6' (907 PRECAST 904 1226 2163 1161 PRECAST 703 771 1472, MNEERS INPARDMIMS ARE KI M REWMX9 FOR AG ,E NS'' - 40 Fall ADDED KM SEE CEMM MDR NX 4 c`'•;c( R1I .vi C PR00i vl 44 *' i00" HUltho d4Ce° mm Il•- A°da3 IGPARRINO SEE GENERAL NOTES -SHEET 1 OF 3 /ONALEr;.•` WfFWM' 3M I` °" 44„ 444 FI.P.E'LTC N01.g6T5g CMAMrE REVISION 1 e :, r • -CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES 9'miT1T. ••. a•r%e•'` •"• IRA F1WL• ONIIN-11 DMIA m 1014N 4RN1UD tr..t. N.1S M AMI- MIAMI-DARE COUNTY PRODUCT CONTROL. SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 DOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 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 under the applicable rules and regulations goveming'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 AM 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 DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel- Fabrication Details", sheets l 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 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 file 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 bo 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 it 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 H ]my A. Makar, P.E., M.S. KOA No. 16-0126.03 MIAMFOACE COUNTY Expiration Date: 05/21/2017 04 Z812ol6 Approval Date: 04/28/2016 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.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8- Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 0610 719 7, revision #4 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) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. flamon, 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 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 #4 dated April 1996 for cement by Southdown Brooksville CernentLaboratory. 2. Mill Certified Inspection Report #20-8275 dated 06120/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated I1113/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04125196for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58 A66332 dated 01128196 for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04105/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03106/96 for #4 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 04/03/96for #5 rebar by Birmingham Steel Corp. kl_IA /) &4KJ ny A. Makar, P.E., M.S. ProducrControl. 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 04105196 for #S 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 #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 42 dated January 28, 2003, and Drawing No. LT6, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets I & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S 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-S29-94, prepared by Applied Research Laboratories, Report No. 30404B, 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. f - WZZ4 /a.- — ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiratlon Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 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 February 17, 2006, 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 0212012006, 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 from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P. E., certifying compliance with the Florida Building Code, 2007 Edition. 01 A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 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 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 March 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 0210312012, 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 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for I4igh 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 from 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. Y4= 1174, He A. Makar, P.E., M.S. Product Conttol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 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 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Ll= /- a" Hql5ff A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 AST-*RETe HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS M10DUCTRL•NEWOD 6 C1bdl Nlhn 61mi06 TYPE "A" STIRRUPS t 7/32"/ BA n STIRRUPS 0 1 4 - B UNTFIS suo .ZA 7/32"/ BA STIRRUPS TYPE "9" STIRRUPS + STIRRUP S" CtNt l SI S AQNO to. or 1-6 a1s 6/2 s 0 a-1 6 I!N a110 I!-2 0 S- t 17 - SS! 16 -4 IL 76 I 2 1 -J tl'-M 41l1 707 7 t Tull p G 7/32 00 21'-2' e 3'-6 s/' 10 ri'-o' D.lDO 61i 16 7/31 WI tl''lo" 6 0 S'-10 s 10 11'- Y216 ets 1e 32 RAR 13'-10- 6 0 1'4 1/r to 8" PRECAST W/ 2N RECESS DOOR U—LINTEL DATA TABLE W ru I M 1 r I1+^7 7 Iri rrl.;i.ii:t t'(77.1611f._Ii t YY'., YI.Y iIIt?:Eyi,rO Y:Yf.fi.lii w'rl rm MUXr W41AM=[VWM" roe a Imu:arr a! c veep EMrvao rrma[ra rnraclarrLu.rn+;b-tr y vno11773= 1CSiF3 iO471 r1a1.:;InrF 1mill 1J°k its•r[7c'rtE7mtas rt>:a[urs:e b'rr II. oa vntsa r®rs:aru::il::In+;s r r a.s:lr3a•r»rr Q•1 1 R17i r 7lil: rz.; I Ii.t Rl;'?.M!,f lT..1' ii i7ir tt7 ID6 v rms..0 .un, wm u,['r A1r 116 Au 1IA6 Yg1Y SmAO/- 3 4 MfM uous fllt .[ !? IIMn KiNrORCRM CAet ruleulae IMIL : IeM'yStuu wYt 7 m •1D rrN mi'r siNrvw J!•LS ero uNln NEIwre6eRtn t•er. neRrc•noN uoeri PRECAST LI—LINTEL DATA TABLE i 77r I.rr^j1jli.Y t•ii I?l ii Fii(a6 1a Wii.lU:!•L'J 1ZilSS i llr l'1Ja1 3:lllil 11YttT:7 1 flGa f(I1/711 D iI i3O CII rz Tr,.1L3ff iVlY>ti1i Lan pp y[_au m rn 1E 1/veiL':1k7Q,R Llt asa 0r v T•7 arr RYr[•x:T1®R)®it7 1fti i'*T 2 iT Si E C1 ma rae>trra[ n 7ar m,o 1[sII7Li fF 1 rum.TIn"Emiv KnEW 91LTI" ro" C>m IFICU i TIRE PROPRIt7ART ToMbalON 13 rROWMED MR 1ROKCI AMIIOVAL D 0 rXDIMLo n Cor"Zor LAIN AND CAN/OI K RtIRW=O OR 011I1"10 1"INOUT 111 ON IMTIIN COMM Or CASI-CRtlt USa WL 1. NWdK 0 STEEL- 7/S2 W "TN A2101 A 04, a N016 INE TOOL NYN613 K SnIRM AND fS ROM *WE 60 ASIN A61SI 7/16 WX REAL%= D tWHIED 61AI100 fVV WACN KWUER 2101n LRU-61UL1NW ISCRACLSI O END Ot INIONISOMM Clot, to$ CX4WU SRIAID AlTN 4I6. - Na Of STURM • t IM IN[ S. COOKIE 6IID1011K r.. Sam rs1 I" a OISIr01 NO Mt MWEL 6NOu ! SNRWS MomfusSu twillst to . 4000 f31 fK ALL rum wil OD. 1 cm 6 am WIGS. a td moles or ivurWrtut nKm rn J. Kl" ramm ram . 070 a f r. W.To, or WCN111 NA7 K USED O UlV Of Ntsull 0 Lmtt IIDItolntl0 CAK slRofmo sl r1/tl1[ttlD 10 Infil YANG AID NUO16i ICIZEL 1 ENS •. PAMUCT Ituv131.V Mndi" o nImN6Ftm6b nNllos ceal 77YY 0 y1, 2 CRAIGPARPoNO 1 I NE GAS SEFFNERC. FL 333W D.I a wool ONALEN.0 FL.P.E.I.C.1410.4475i L.INJ[dl:UI:7: IiILCIyl 7:IRFV77' _ /1 • • r. a u:Ia,cl'E,I r.a1.la>ca;n>_rr2:rna>. J. 1., y.,' 5' ,< gi l leF:r..",gas;t:,;l:u,itnyllay,•I r•s:1' `A _ ,_. .....-.a. SAFE GRAVITY LOADS FOR 8" PRECAST wl 2" RECESS DOCIR U-LINTELS wst-Cw lre SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH BRUS eAi1i-6o 6tato w M4 wl!:-0 bun em26-6e N7Sameu6-I9 SIFlo-I9 imm-111 6st6-te sari-te w2s-le watt -le 4'-4' (527 PRECAST 1615 1749 3M NIO 4349 5421 423 7367 1191 3699 ms 6W9 80W 9479 10W 4'- 8' S4 PRECAST 1494 1596 3063 2922 AU 4946 5124 6904 1758 3I9 5209 ON SW 9479 IOW 5-- W (66 j PRECAST 666 92D 17N 1718 n77 2839 34m 3966 1107 24e1 1 4567 oe9 7917 311 5'- 10-(7n PRECAST 610 1651 16M 2124 260 3174 7DD 234t 4242 e63f 606o 7402t.070e 6 - B' (8D') PREGSI 797 1825 3120 6m 7747 0448 7360 RWIS25312Dwe7S1S947917'- 6' (907 PRECAST g1490 2459 Jlln 5143 n39 5e33 1420 24W 3778 743V- 0' 1161 PRECAST 411 999 1566 2233 129 4091 116 526 9S9 ubs 2263 312• 4150 S6l1 SME LATERAL LOADS FOR V 0012.9-A(IT a 9" 0rrM MAR 11.1 NMI s CSAFE 1 LOAD PLF LENGTH TYPE 8RUB 8RF6 RCMU 04'- 4' (521 PRECAST 758 757 1164 4'- 6' (541 PRECAST 694 693 1073 5'- 8' (6n PRECAST 408 407 655 6'- 10'(701 PRECAST 382 381 616 6'- e (81T7 PRLCAST 595 788 464 7'- 6' (901 PRECAST 509 674 363 9- 8- (1161 PRECAST 370 490 214 J) THE NUMBEFIS PARMHESISREOUCTIONS rOR CRADE 40 SEE COOK N07E 18 FIELD ADDED SEE CENEAR PERCENT CENERAI. NDTES 1) IbWMe ft) My% 4d r do o"p q, t Wy nldr•.1 0•.6 16 mro•W re 9' I..4W hbl . 4W r.l re prest—w Um • on rd rars= rTM1,y • W 13) te. WNW srlr. M iN.b ImbW k CWW ab 90 lsm urfiny d Mum• YpLJ : e•,.ww rL /Slu W26 er .ew MM•'•4 w 6, vr ruorrp.ab 1900 ld RW ru AM ARM " b 14) usbb 6dw im4a•W/ ulb vu9c• (SrA7 •r .e 11 .•1 bY.npW (4bml) b. 4 ddl a dedd Ar 8s cwlird kod0 •ef IM Miodq grdfoR pWetl101 10 n. It w 3 270 M Rr.d'ee AWW Irl hit*" Iw. wirl44R.. rtltd ked i Sid. " I ", bw i IA 2) Al W bed bMa b• of a •ed••.• 4 W* nwebd b..hq. Tanbs $ 9. W& 1, itd A ad ON m 11. 11u) ra mm7mlb 0W be*b ml 112M w mA NW Web and by WIN lrm 11// i Mbdefa 16) rr LAO Wy0s ad Ame. N• ate bM bw •N WVA Mp am& 3) R.da N owls Id rr heM )ash 17) )M, b•M m aP.W*.W dsrbb MO yTMid no •• ra.rbMwY. 0e 1•C•+4 ,e 1k• Ir 10) Sob bob Intl .o ,•Bwd •rle. r•¢. M, Am W rd AG )le fete aw = p a iw) •rae,d Ixae°fe¢m64i1') aw rem mnrrYe0mwr :o 0mly .eoe.`Zr wuada ed.r N bbb Ear9l30:MPrw.m 6nW VMr• Y8 1 -1' ad b., rsrb r nmb 1 tdk bk CCeft Won, SO") aalWokI. efflellowe* U• Mde euifiq e) gm 00 9deb a re94ret 7) 60sw 1Jyl,.nn/W MV be milled er two TS Wert 10 al/r dmckw O.rr ubrnidow"a*dD 11. WOWbrd 6) t.• •.dpr a* .-tab •r•mdrd.e 1.•ft free. a W bw %No y WtdAlUtte emmm• ,attlfq omr'ad der d •-ay em Ds 10) 9A. • 9d low 11) Who 00 dai r•N I. b. kdd d Q. bd.e d b. Wd .•d7. 1/2- ClR T SEE SAFE LA tAL LMD TAKM FOR LOM WIND TOR EAOI I0o1 OK K- 0) FULL EAURSE 15 Kim CR40 a MO SAFE UPLIFT LOADS FOR W'PRECAST wl 2" RECESS DOOR U4JNTELS 4. A9.T IS411r SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH elfe- u N61a1 W14-1 WFID-1 W21-11 t-1 W30-I1 wit- 2t et3to-21 mm-21 eerie- e1r22-21 81026-21 wx-n 4'- 4' (52'} PRECAST 905 1669 2362 969 3761 444 5140 605 16a 2302 3039 3751 4445 5140 4'- 6' (54') PRECAST 07 16D4 2W M A07 4275 043 067 16H W2 29D M07 4215 4943 5'- 8' (88) PRECAST II 1797 232e M14 3392 3911 675 1269 1767 2320 2854 Net 3911 S'- t0'(70' PRECAST wd 1207 17 2259 2n3 32e6 2799 656 233 1 1749S.. dIm 3286 2759 6•- 8' (80) PRECAST 570 921 1!Mitt,9 2a79 3 29 S> D ID 1,A teA N29 r- 6` (907 PRECAST 5N 74: UW 2567 29611app Seb m13616256729589'-8' ( 1167 PRECAST 458 ee4. Im 2180 395 5w tOn1 20m L131 a) THE NlR83ER5 IN PARENTHESIS ARE PERCENT REDUCIIONS FOR CRADE 40 FIEU) ADDED REM SEE GENERAL NOTE NO. 4 TYPE DESIGNATION r - lean rml alel6 / u -196wm 9E9 1$ 12 9Elfi a9avn 9r 13 FARM At rICnOr 4ru60. el" 8 16— lB/IT mom"e lj JI L IIm 19 110YNAl II[ Lro t¢0u u t9r is RRL111d) Al to EN awith thoFrmrb 0.44 I4o/6-0I ZA. 2•71: *: CIIIr. CWA 15 00 Al 906m 7 A1:IW 9tlrim lcedo6®e m* m N ImIC ' Y 10101Y 7R000CEItavmw lmbme 6A„ ra A 1m1 Dc a r,-' . atCRAM PARRNO / 6 8324 CR679 u SEFFNEA,FL 33664 etama n as n a err ot r a rsT rr [Yrr in r r.1[aer: nratstr iiil:L•niLIC i1ir/1:1rl T .. • DETAILS mg asr+_ 1e; 7: lxutiw; rnm . 'mm va:ra ry:7.ltrtav rl: w ztrc,T>, _ a rara:F;r_ 1ml:a•rasa ;VAWfA 1 u ta9IN•tl•:r: 1;11'Ip I,If CVi YIM C9 I CITY OF SANF BUILDING & FIRE PREVEN PERMIT APPLICA Application No: Documented Construction Value: $ 4- :3 fo L-P 5 oe xo Job Address: 24 (o 4- (fix s :1 „- ice; , Historic District: Yes No Parcel ID: Residential Commercial Type of Work: New aAddition Alteration Repair Demo Change of Use Move Description of Work: T'zr 5 F- ,1` OIncx-;Ctc - 1%L..cU-# r mxt'54a) - t..1 Plan Review Contact Person: 0,-,5 S,e-,-i- bL bu Ir(-er- Title - Phone: Fax: Name Email: Property Owner Information Phone: Street: Resident of property? City, State Zip: Contractor Information Name 12S ILfLUA6 Phone: 3Z'4- 743-- Street: at -ic ( I..w, .. jZd. Fax: 40.3-- ZL/O - ' City, State Zip: 0r--(c--,nclo , E- 32,&2-Y State License No.: CSC Architect/ Engineer Information Name: Phone: Street: City, St, Zip: Fax: E- mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN VOt R 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 OBTAI N FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE F COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation'. 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. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, poi 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 Permit Application tI NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that ma found in the public records of this county, and there may be additional pert -nits required from other governmental entities such as w1beter 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 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 submil tal. 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 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 Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Signature of Contractor/Agent Date Print Contractor/ mt L-4- 2015 Signature of Votary -State of Florida y'' nity; PAT USI r MY COMMSSIl N 0 FF 120904s75' EXPIRES: Au ust 2s 201gO w •• i°„ty ` 110f1ded ?hu Note bk Undem le Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced 1D Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical[]. Mechanical Plumbing - Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes Non WASTE WATER: BUILDING: Revised: June 30.2015 Permit Application r 9507 State Road 52 123 Miller Road r 9701 Bachman Road Established 1973 Hudson, FL 34669 Valdco, FL 33594 -., Orlando, FL 32824 www.RJKielty.com 727-863-5486 813.661-0707 Ea 407-855-2636 l State License # CF-0O21 R.J. KiELTY I Page: 1 C Proposal No: 717-13528 PLUMBING • HEATING • COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Voyager - 1826 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete In accordance with specifications below for the Sum of: $6,850.00 Payment to be made as follows: 40% Rough In 30% Top Out 30%Finish. NET 10 Days All materials guaranteed to boas specified. Ally ompleted Ina workman like manner according to standard practices. Any alteration or deviatioi rom specifications below InvofNng extra will be axe led only upon written orders, and will become an extra charge over and above the estimate. Al agreements contingent upon strike !dents or del r control. Owner to carfire, tornado, and other necessary insurance. Our workers at( covered by worker s compens InsuranC I` AUTHORIZED SIGNA E, THIS PROPOSAL MAY BE WITHDRAWN IF NOT ACCEPTED IN 30 0 We hereby submit specltic an stlmates for: Master Bath up f Shower Sterling Accord 6044 Base 72270100 White With Walls And Moen Chateau TL182 Chrome Valve t Toilet Gerber Maxwell 21-9121.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath tip - 1 Tub Sterling Accord 6040 71140120 While With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Powder Bath 1 Toilet Gerber Maxwell 21.912 1.28 While Elongated 1 Lav Gerber Maxwell 22-514 Pedestal While With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink t Faucet 1 Disposal Icemaker Line Oishwasher By Builder Moen Integra 07315 Chrome ISE Badger V With Cord With Recessed Box Hook Up utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: EXCLUSIONS dackfilling Included For Sewer & Water Only (Slab Backfilling By Others) Backflow Preventers Included NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance: Additional $12 per foot 40' Water Allowance: Additional $3 per foot Applies to any direct Contract between an owner contractor (RJK) - Notice of Llen Laws - Florida Statutes 713.001.713.37. Acceptance of Proposal - Tht above prices, specifications end conditions aro satisfactory and hereby accepted. You aro authorized to do the work as specified. Payment will be made outlined above. I agree to pay reasonable attorneys fees court costs In the event of legal action. A monthly service charge of 1 1/2`Yo will be added after days. Any sevier taps deeper than 4 1 /2 feet or requires backhoe or dewatering will be an extra charge. SIGNED- lftA Q Y Y 1 DATE OF ACCEPTANCE & PAGE Branch: Hudson Last Edit By: Last Edit Date: 7/27/2017 CITY OF SANFORD BUILDING & FIRE PREVENTION y PERMIT APPLICATION Application No: "7-I&4 fj cc ' Documented Construction Value: $ ) r7 J_ Job Address: i 1 at Parcel ID: Historic District: Yes No Residential Commercial Type of Work: Ne ` Addition Alteration 11 Repair Demo Change of Use Move Description of Work: I V Q,(A) 0 Q rn. Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name II Jrr\\ Phoner107 - 1)L n -•3 %(1 Ain Street:' Resident of property? City, State Zip: _ Contractor Information r NameIV_ / F Y C, 0 Phone: H 07 - (16-6 - 1 Street: Fax: -i0] (Dy7 - R 5 I City, State Zip:A 1 317/ State License No.: Architect/ Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: 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 regulating construction inthisjurisdiction. 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: 5t° 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 befoundinthepublicrecordsofthiscounty, 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 [CC 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 Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date ature of Contractor/Agent rr Date Cont-C1o,/A8,nt*s r fJrlPtName Signature of Notary -State of Florida Date Mom! PAMELASTERNUS Commission p GG 110622 Expires August 7, 202121 a a t rtwotatr e.rwa Owner/Agent is Personally Known to Me or Contractor/Agent ieuPersonally 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: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application 9 Lc)or 151 W ip7 s4qS TRI-COUNTY TESTING LABORATORIES, INC. 31 S. Main Se. Winter Garden, FL 34787 407-656-9656 FL, PROJECT NO2 ORDER NO: REPORT NO: REPORT OF MST -PLACE DENSTI'Y TESTS PROM CT PROCTOR CONTRACTOR• 5'" Ec, ,. +' , \-,T . ; iY^' a+-i SPECIFitiTION: OMM W MOWURE: r, l % REPORTED TO: i<< c.` — • MAXPAUM DRY DENSITY: I ' ;, LOCATION: - . MATERIAL: 1 DATE TESTED: f < CATION DEITH DRY DENSITY MAX DRY DENSITY pERCBMr ow MorSTME INCHES Ibs m tt. Ibs cu. R MAX. DENSITY macz Pr i 1 7 ' 4 BUTtI.DING 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 users sole risk. WYNDHAM PRESERVE - LOT 1 S1 SPECIFIC PURPOSE SURVEY FORMBOARD) LOT 133 LOT 132 9'40'51 40.00_ LOT 151 ARE 4% --------------------- c LOT 150 i 010.0 0 or d• 6.5' 15.3 28.0 PROPOSED OQ I STORY RESIDENCE 2464 WAXWING Q WAY 1826 VOYAGER g ELEVATION -S GARAGE - RIGHT FORMBOARD Q FFE= 29.4 LOT 131 ti o W z a o mV1b II oN 0;0 W 0 o-0 mZ-o vroa, CPv w O NID0 m:3 WYNDHAM PRESER LOT ISI PS 81, PG 93) O Building Setbacks Setbacks: Per construction plans for LOT 152 "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front 25' Rear = 20' Side = 5' w--———— — — — —w a — --------- 10' UTILITY EASEMENT (P) 40. 00' N89'40 "S 1 E PROPOSED 5' CONC SIDEWALK coNc CURB -` WAXWING WAY 50' RIGHT—OF—WAY P„ f P (PRIVATE ROAD) CENTERT S89'40'51 "W 606.15' P P LINE rLB—Lice LEGEND:ADUSSD-Acceaa/Drainage/Utilities/SidewalkLicensedsinl9 -Licensed usiness BFP-Backflow Preventer I ht Distance EasementS9S - Survey PRM -Permanent Ref. Monument R - Reported PCP -Permanent Control Point D - Description FP&L -Florida Power & Light P - Plat FFE -Finish Floor Elevation i D. Deed Book Water Meter O. R.-Official Records Book N-Water Valve P. B. -Plat Book p'-Fire 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 El -Electric Box FFE- Finished Floor Elevation Utility Pole Cl - Curb Inlet Guy Pole GTI- Grote Top Inlet P-Light Pole P. U.E.-Public Utility Easement t--Guy Anchor RCP - Reinforced Conc. Pipe OU--Overhead Utilities PVC - Polyvinyl Chloride 0 -Storm Sewer Manhole NCS- No Comer Set (Falls in Water) D-Sanitary Sewer Manhole SF - Square Feet ENNo -Electric Handhole O. U.E. -Drainage/Utility Easement FMGO- MAG NAIL & DISK COO - Clean Out P. K. -Parker Kolon Nall A: VO4-Irrigation Control Valve Is - Sign SIR - Set 1/2" Iron Rod L87768 WD4-Gate Water Valve SPKO - Set P.K. & Disk LB7768 Gas Meter FIR Found 1/2" Iron Rod L87768 11-Existing Grade FIP - Found 1/2' Iron Pipe L87768 a -Blow-off Valve FPKD- found P.K. Noll & Disk L87768 ^-e-Orainage Flow Direction FCM - found 4"x4' Concrete Proposed Design Grade Monument PRM L87778 -As-Built/Eztsttngq GradeQ Note: Some items in above leaen may not be aoolicablel Description I Date I Dwn.ICk'd I P.C.IOrder No. SURVEYOR' S NOTES: 1. Current tills 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 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. DEMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. 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 " r 5. This Specific Purpose Survey Is for the location and elevation of the formboords only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 151, according to the plat sun" of "WYNDHAM PRESERVE" thereof as recorded in Plat Book 81, page 93 of the Public Records, Seminole County, Florida This eertea that a survey1- QQ e hereon described property 555 Winderley Place, Suite 109 was made under, my 44ypelvl310 -1jAd Beta the Standards of Maitland, FL 32751 Practice set fo "M of Professlonal Phone: (321) 270-0440 Surveyors & Moppp 8r0'tdo Adminiatrotive Fex: (813) 248-2266 code, pursudhtdy,p8 , Oda Statutes. Licensed Business No. LB 7768 J gg15 = GeoPoint Surveying, Inc. ru[ IN J. wr r o . 691 rJ Drawn: MTP Checked:JDL P.C.: Data File:llriasnEwt-Plat ORIDA PROFESSIO • (r;jiER No. ................ NOT VAUD WITHOUT 916 RE AND THE ORIGINAL JDote: 2/22/18 Dwg: art n*wt-lottsl Order No.: r- ED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Feld Bk: — CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATIO Application No: Documented Construction Value: S 4.768.00 Job Address: 2464 Waxwing Way Historic District: Yes No Parcel ID: 17-20-31-502-0000-1510 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 City, State Zip: Lake Mary, FL 32746 Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 Enegry Air Ct City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Address: Fax: State License No.: CAC1816317 Architect/Engineer Information 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 regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as or that date: 5i° 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 1 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 "rabic 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 Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 44g 313/2018 Signature of Contrn or/Agent 91Date Robert Kulp rt ontractor/Agent's Na s 3/3/2018 Signature of Notary -State of Florida Date Xog—EinStateo1Florid, senwinkel n GG 147038 2021ConntoMeor 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: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes[] No # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: COMMENTS: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30. 2015 Permit Application WORK ORDER Job #: 34020 Date: 11/1/2017 145365 Subdivision I Phase Bld UU I Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 11511 2464 Waxwin WayADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford FL 32773 1826 VoyagerModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R-410a A/H-2 or Furnac( Job Contact: S Woolwine A/H-1 or Furnace FB4CNP030L00 Job Phone: 4077301311 Heater or Coil CE2401 C05 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/H4 or FurnarA Heater or Coil Heater or Coil Bldg. Permit# 17-3645 CU-3 CU4 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 Y8160A1017 MY 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 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No fl## Grs.Stamped Stl. 13 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 CI. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Ducl X Heat Recovery: X fan 80 cfm BFQ80 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 1.76 22.18 Rou hin 2.349.0003-Fabrication Labor 04-Installation Labor 26.18 392.70 06-Piping Labor 6.63 112.63 Trim 2,349.00 14-Kitchen Vent Trim 1.239.9202-Material/Tax 01-Equipment/Tax 1.339.77 Permit 70.00 80.0009-Permit/Other 1.39 17.46011-Delivery Labor 20-Pull Material Labor 2.77 34.93 Total Contract: 4,768.00 12-StartupLabor 2.50 42.50 0 rVI* F 12z8Poi137c6n 80 toyer 34 c5n Level 1 k1 4am 10 z 10 10 z 10 187 Ch 187 ctm 41'2 8' Sip Riser NO/2" garage Job#: Starlight -Wyndham Energy Air, Inc Scale: 118" = 1 V Performed for: page 1 Lot 161-1826 SR 5401 Energyf ir. Ct R4N WtBOUniv,eMd2017 17A28RSU170132464WaxwingWay SenfOrd, FL 32773 Odardo, FL 32810 Phone: 4074MW729 2017-NdW109:1223 m Pmsw*W 151-18M SRAV wwwenemjya[rcon GRenra@energyaiccom N level 2 AHU ON METAL STAND 2.5 TON 240V /5KW HP 4' m br mAA. 8x4 39C 6 8x4 21 On wk 4' tOx6 SupRiser 87ctn 12_ 7 18x8 8x4 L n4" . b2 36Ctn 12" M V IR 10x6 arsu it 74ctn 14x8 g- Sup Riser 8 e" C x4 wic3 4" 7vtR 6ctn F 6" 4" 10x6 99Ctn 24x18 6' 8x4 899dM 14x6 10x6 12ch 84ctm Loft bd D Job* Starlight -Wyndham Energy Air, Inc Scale: l/8 -10 Performed for. Paget Lot 151-1826 SR 5401 EnelgyAir. a Rigttl , Urdverss] 2017 17. 028 RSU17013 2464waxwingWayOAardo, FL 32810 2017-Nwo1091223 Sanford, FL 32773 Phone: 407-8863729 _m Press d 151- IM SRAV www. ex4gpkcorn GRenner@enetgyakcom Revision ftspons to Comments O Permit # 17 - 3(DLIG Project Address: Contact: Sarah Woolwine Ph: 407-730-1311 Email: sarah.woolwineB-starlighthomes.com Trades encompassed in revision: v Building Q Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention y - City of Sanford Building & Fire Prevention Division MAR 2 9 20foh: p 07.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov By: -- Submittal Date Irp I,Q OM own w Fax: General description of revision: ROUTING INFORMATION Approvals 11 Building 5C 4-11' Ig Y m!1 11.11 • A aj r T fz 3' gzc da1 Lod 15 L 4 1 4AQ 3 it. 3'' q rm n 0 n 0 b