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3743 Saltmarsh Lp 17-2439; NEW HOME
COUNTY.OF SEMINOLE IMPACT FEE STATEMENT I- ,14 3 44441 01-Y/ STATEMENT NUMBER: 17100005 BUILDING APPLICATION #: 17-10000551 BUILDING PERMIT NUMBER: 17-10.000551 UNIT ADDRESS: SALTMARSH LP 3.743 TRAFFIC ZONE:022 JURISDICTION: SEC': TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE:. August 14, 2017 17-20-31-502-0000-1370 PARCEL: TRACT: BLOCK: LOT: a3Ys 4 APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3743 SALTMARSH LP / LOT 137 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS -ARTERIALS CO -WIDE ORD Single Family HousingROADS -COLLECTORS N/A 705.00 1.000 dwl unit 705.00 Single Family Housing FIRE RESCUE N/A 00 1.000 dwl unit 0.0 LIBRARY CO -WIDE ORD 00 Single Family Housingg SCHOOLS CO -WIDE ORD 54.00 1.000 dwl unit 54.0'0. Single Family Housing PARKS N/A 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT l•` n RECEIVED BY: IGNATURE: k__ x PLEAS RINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT. DER, EES 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 BUILDINGPERMIT` NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID,IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356_ CITY OF SANFORD 4, BUILDING & FIRE PREVENTION PERMIT APPLICATION z_ A Application No: PP ) j I Documented Construction Value: $ 4 } f a r '^ Job Address: t n, t ( c r l L Historic District: Yes No Parcel ID: Residential Commercial Type of Work: Newts Addition Alteration Repair Demo Change of Use Move Description of: Work: y J50 0 01n Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Title: c— Name 17Phone: % -- C ..- 00 Street: !)t fi ;i ti1 1 1 Resident of property? : 140 City, State Zip:n.,1C.0 L,q . I Contractor Information C Name C I C l .c-) Phone: L0-7 L f lj R rT M Street: ILL , ) ads(._y l )Pq ()z Fax: -7 -- _,2951 City, State Zip: f { r i -.(' p' r k> 7c State License No.: Architect/ Engineer Information Name Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no. work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date,of application and the code in effect as of that date: 5ih Edition (2014) Florida Building Code Revised: June 30, 2015 Pemit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there maybe 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 requ irements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current-ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual. construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print t2wmcr/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID oWp ature of Contractor/Agent Date rint ontractor/Agent's Name Signature of Notary -State of Florida Datc 2a0RY?o" PAMELASTERNUS Commission # GG 110622 Nr oQ Expires August 7, 2021 FOF fuoo- .Bonded nuu SudpetNotary Services Contractor/Agent is . Personally Known to Me or Produced ID e of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing # of Fixtures Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: of Heads Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application U U CITY OF SANF BUILDING & FIRE PREVEN PERMIT APPLICA' Application No: Documented Construction Value: $ Cc 'mod Job Address: 3 3I _ Historic District: Yes No Parcel ID: Residential Commercial Type of Work: New[] Addition Alteration Repair Demo Change of Use Move Description of Work: fal l-w t%, tyv1 v , _ t c .°ems r 1 - 1% > r L; ( - Plan Review Contact Person:er— Phone: Fax: Email; Name Street: City, State Zip: Property fawner Information Phone: Resident of Contractor Information Name RL,-,xPhone: Street: 7 -I<D f C, « r, 12 Fax: 2 "? - 2- g3-5&3 O - - 2-L o - ycl- & u City, State Zip: -t Mr 5z { State License No.: C.r=-C C Z-v3 Qt Architect/ Engineer Information Name: Street: City, St; Zip: Bonding Company: Address: Phone: Fax: E- mail: Mortgage Lender: _ Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construe in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pc 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: 5's 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 ma befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as atermanagementdistricts, 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 submi al. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issue(, 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 t'nnt Owner/Agent's Name Date Nignatwe of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Permits Required: Building Electrical Construction Type: Total Sq Ft of Bldg: Signature of Contractor/Agent Date P totContractor/Agent's Nam Si t Siti`3° ___. Date Y PAT SUSi 11 ' A. NllY CCMMISON 8 FF 120904 ' EXP14ES: August 25° 2018 P.ardadTnruNataryPublic llnderv;otr--.^.! Contractor/ Agent is '-- <ersonally Known to Me or Produced ID Type of ID Mechanical Plumbing Gas Roof Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps. Flood Zone: of Stories: Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application 1507 State Road 52 t 23 Miller Road F' 9701 Bachman Road r tstaonsnea i a is ludson, FL 34669 Valrico, FL 33594 Orlando FL 32824 f' www.RJKielty:com 727-863-5486 813-661-0707 x.® 407-855-2636 i State License # CF-0O20 42 R.J. S. Page: 1 O 1 Proposal No: 717-13528 PLUMBING • HEATING I 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 be as specified. All w rk-tcrbe' arnpleted Ina workmanlike manner according to standard practices. Any alteration or deviatio become over and above the estimate. Allfromspecificationsbelowinvolvingextraostwillbeexetedonlyuponwrittenorders, and will an extra charge agreements contingent upon strikes ccidents or del P r control. Owner to car fire, tornado, and other necessary insurance. Our workers are covered by workers co pens, titifn insurancr_,: fully AUTHORIZED SIGNAT E'- THIS PROPOSAL MAY BE WI HDRAWN IF NOT ACCEPTED IN'30 D YS. We hereby submit specifi ' s an stimates for: Master Bath Up 1 Shower Sterling Accord 60x34 Base 72270100 White With Walls And Moen Chateau TL182 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome.Faucet 2nd Bath Up 1 Tub Sterling Accord 60x3o 71140"20 White With Wails And Moen Chateau T1J 83 Chrome Valve 1 Toilet Gerber Maxwell21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Powder Bath 1 Toilet Gerber Maxwell21-912 1.28 White Elongated 1 Lav Gerber Maxwell22-514 Pedestal White With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 icemaker Line With Recessed Box 1 Dishwasher Hook Up 11111ities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfilling Included For Sewer & Water Only (Slab Backfilling By Others) Backflow Preventers Included EXCLUSIONS 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 Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - Thr above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made outlined above. I agree to pay reasonable attorney's fees court costs in the event of legal action. A monthly service charge of 1 112% will be added after days. Any sewer taps deeper than 41 /2 feet or requires backhoe or dewatering will be an extra charge. SIGNED 1 - F \ (14 t DATE OF ACCEPTANCE & PAGE 2: Branch: Hudson Last Edit By: Last Edit Date: 7/27/2017 CIT OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION00 12 Application No: ocumented Construction Value: $ a Job Address: t 3-1 +3 Historic District: Yes No Z Parcel ID: 17-20-31-502-Q000- 13-7 O Wyndham Preserve Lot 131 Residential [2 Commercial Type of Work: New 2 Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 n l Street: 1405 Old Alabama Road, Suite 200 Resident of property? No C , State Zip: Roswell, GA 30076 1(> Contractor Information h 4d Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 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: Mulhern & Ku(p Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fag: v 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 CO_- MMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 50 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 compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date 2 « 1 aztk, 9I'aa Print Owner/Agent's Name f8 f Signature of No Mate of Florida Date a Shayne Mangel o NOTARY PUBLIC F` r 'TATE OF FLORIDA Comm# GG113111 Owner/Agent is .Ptd otlal4y.r1&p9r RJ0Ne or Produced ID Type of ID Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name e 19 I ra- Signature of otary-State of Florida 0 Date 4s Shayne Man gel NOTARY PUBLIC r+ STATE OF FLORIDA Comm# Oc f 111 Contractor/Agentlfl)lr"/6fk-'f ly Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ® Electrical Mechanical [E Plumbing® Gas Roof Construction Type: V Occupancy Use: Flood. Zone: Total Sq Ft of Bldg: 2345 Min. Occupancy Load: /2 # of Stories: Z i25 New Construction: Electric - # of Amps f 0 Plumbing - # of Fixtures /7 Fire Sprinkler Permit: Yes No [ff # of Heads Fire Alarm Permit: Yes [-J No&] APPROVALS: ZONING: lq UTILITIES: WASTE WATER: ENGINEERING: tl —, c -1 -1-7 FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area — shown on plan. LA • V01-0 iMf BUILDING: IF i9- 27> • f% Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES - DETACHED Permit # 1-1 - 2 3`? 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 Address: R'7AI/ Z <d.-rw"C ELECTRICAL PERMIT- . Min Max Ins ection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLIJiN1BINGERiVIGT,Tq X, „ s i Min Max Insi2ection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT- Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 r r CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 2Ct 3x' Application No: Documented Construction Value: S Job Address: r 3 1'- '3 S0.tk-rY-"0_Y51-' Lafl Historic District: Yes No Z Parcel ID: 17-20-31-502-0000- 13-10 Wyndham Preserve Lot 13-I 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 Fag: 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? City, State Zip: Roswell, GA 30076 Contractor Information No 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 Architect/Engineer Information Name: Mulhern & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@mulhernkulp.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 105.3 Shall be inscribed with the date of application and the code.in effect as of that date: 514 Edition (2014) Florida Building Code Revised: June 30, 2015 Pemiit Application N(JiCE: 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 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 localbrdiriance. 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. t 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 P LG CXI r 19a Print Owner/Agent's Name f r Signature of No -State of Florida Date Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comrl# GG113111 Owner/Agent is _•:; t' sortaJ r&o ngoMe or Produced ID Type of ID Signature of Contractor/Agent Date f Robert Willets Print Contractor/Agent's Name r i- Signature of otary-State of Florida 0 Date z o':hr,ts Shayne Mange! r., . NOTARY PUBLIC t 'sYk. STATE OF FLORIDA Comm# G -tl3111 Contractor/Agent`t p'r Wly Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: 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: UTILITIES: F `f WASTE WATER: ENGINEERING: FIRE: BUILDING: CONEWENTS: Revised: June 30, 2015 Permit Application Revision Response to Comments Permit # I ---+ "o2Li City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date CCU / I) 1 I Project Address: ---r sy,, Lo- ;p Contact: Ph: '- Q--t —j Fax: I I^ Email: O r- I C;% T f >C7YY1eS. Cf7rn Trades encompassed in revision: General description of revision: Wl' Building +5 r c L Plumbing i1 — r,-Abo2 OL-(C Cu—y—P- SCr Electrical _ 4-rLSs Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building ROUTING INFORMATION Approvals AW STARLIGHT ASHION WODS, MUMS September 22, 2017 Shayne Mangel STARLIGHT HOMES—ORLANDO 1064 Greenwood Blvd. Suite 124 Lake Mary, FL 32746 Subject: Brisson East/ Wyndham Preserver Permitting Comments Plans updated for the follow codes based on review comments on the Architectural plan set FBC 107 Reference: Addressed the following comments 1. Plans must be a site specific plan set 2. Index on cover page should be consistent to the pages present in lot specific plan set. 3. Remove Call out for 200AMP if it was present Shayne, Per your request we have addressed the Architectural reference items on the enclosed site specific plans sets. Please use the new site specific plan for your resubmittal. We have revised these comments and will include them on any future lot specifics plans. If you have any questions or would like any further clarification, please feel free to contact our office. Respectfully, Adam Weaver Vice President of Purchasing and Starlight Product Development Ashton Woods - Corporate Headquarters 1405 Old Alabama Road, Suite 200 1 Roswell, GA 30076 T SXNFORD FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2439 Date: 10/04/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3743 Saltmarsh Loop Contact Email: Shayne.Mangel(&starlighthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.eov. Provide two copies of affected plan sheets and/or supplemental information as requested. Permit submittals will not be accepted without two copies. COMMENTS: 1. The plans include different elevations. The plans are required to be site specific. Only the specific elevation and any corresponding details or floor plans should be depicted on the plans. In addition, the index on the cover sheet should be revised to only include the specific pages that exist in the plans. FBC 107 2. The Electric Page specifies a 200 amp service while the electric load calculations specify a 150 amp service. Please either revise the electrical page or the electric load calculations to show the correct service size. FBC 107 3. The A/C condenser is required to be shown on the plans in the approved location as shown on the plot plan. All applicable plan pages and any electrical details need to be revised, placing the condenser at the rear of the house. Building plan pages are required to be revised, not the plot plan. FBC 107 4. The Truss Engineering package and layout from the Truss Manufacturer differs from the Truss layout shown on the plans. Please revise accordingly, as the truss layout shown on the plans must match the layout from the Truss Engineer — plans do not show valley trusses V3 & V5, EJ7G Truss, and none of the I" floor front porch trusses are called out. FBC 107 Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner BE P5M 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 Address: 3743 Saltmarsh Loop Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1370 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption)_ Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) r2i(ae(gxy M OFFICIALIJSE µONLY _ r 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# 17-2439 Reviewed by: Michael Cash, CFM Date: September 7, 2017 1 0 p Application for Paved Driveway, Sidewalk or D WalkwayIncludingRight-of-Way Use & Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 rnone:4U/.muu.ol4U rax:4U/.muu.0141 This permit authorizes work to be done on the subject property or In the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know whaisbelaw size and location of the existing right—of-way and use shall be provided or application could be delayed. call before you dig. 1. Project Location/Address: e X.t..--t 2. Proposed Activity: G riveway [J--Walkway 3. Schedule of Work: Start Date C'- ( 4. Brief Description of Work: This application is submitted by. Property Signature: Address: Phone: Fax Other: Completion Date Emergency Repairs Print Name: Email Maintenance Resoonsibilitia-0 Date: — The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said Installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area In accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the 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 councllpersoris, 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 Dr arising directly or indirectly out of or connected with the use of the City's right-of-way. have cead and rstand the above statement and by signing this application I agree to its terms. Signature: Date: This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Official Use Only Fee: Date: Date: Date: Date: ` .. Date: Special Permit Conditions: November 2015 ROW Use Driveway.pdf Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 4 ' I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of: Starlight Homes Florida, LLC Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: 3-1 ` 3 Street Addr ss) Expiration Date for This Limited Power of Attorney:, License Holder Name: Robert Wi State License Number: CGC1522347 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The foregoing instrument was acknowledged before me this 8 day of G, 20? , by who is erson known to me or o who has produced as identification and who did (did not) take an oath, M A--Ay'l-- M4.14M Notary •) 5hayne Mangels so (VOTARY PUBLIC Print or tyPI nameailfi --STATEOFFLORIDA C) Comm# GG113111 ip Notary Public < State of4Expires6/21/2021 Commission No. My Commission Expires: Rev. 08.12) lliilll iilil II1i111111 Itll! 111111t11 Ittl THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Mary. FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number: GRANT IIALOYr SE111HOLE COUNTY CI...ERI,. OF CIRCU11- COURT & COMPTROLLER Bi,. 8969 P9 84 r (1F'95) CLERK'S tr 2017080907 RECORDED 08/10/2017 11 s 11:18 All R,E'CORDING FEES $10,0n0 RECORDED BY hdevore Parcel ID Number. 17-20-31-502-0000- l 3-10 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter, 7'13, Floridaltatutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Wyndham Preserve, PB 81 Pas 93-102. Lot I ST Address: 314-3 It raYSh I--P. Z--An-arA P—, 1 GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (if other than owner) Name: NA CTRAONCTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Bivd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA In addition to himself, Owner Designates NA of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, V=3- 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 calm BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalties of perjury, I declare that 1 have read the foregoing and that the facts stated in it are true C.0 to the best of my ledge and belief. P Ire Owners Signature Owners Printed Name ha man Florida Statute 713.13(1)(g): `The owner must sign the notice of commencement and no one else may n9mTARY PU dC r,Ivi 4 STATE OF FLORIDA rComm# GG113111 State of lo+ i d County of. 2Y S NExpires 6/21 /2021 The foregoing instrument was acknowledged before me this day of "i . 20 r} by I VAC Kc,- , '4C,,— Who is personally known to me Name of ofperson making statement OR who has produced Identification type of identification produced: u ``r i An Notary Signature L. 0 _J Lo REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: Lcrj- L3= Project Name: i ,`k 4kn - o=nn, ICI)-e Project Address: 3__'L13 SO -A+ '—p'f sh LOPp Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Eric Korsten Robert Willets Print Name of O nant Print Name f Gen. Contractor Print Name of El. Contractor Signature of Owner/Tenant Signature of Gen. Contractor --'-Signature of El. Contractor CGC1522347 F-0 0nd_--iCQLp Gen. Contractor License # El. Contractor License # JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Progress Energy Florida Power and Light on / Rev.02/10/15) t r FORM R405-2014 Rr-CORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 137 - 1826 SL Builder Name: Starlight Homes ILD/ VC Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: # (% - 2 4 3 9 (SANFORD Owner: Jurisdiction: Design Location: FL, SanfordCounty:: Seminole (Florida Climate Zone 2) R 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 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent 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 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1139.00 ft2 6. Conditioned floor area above grade (ft2) 1826 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. NIA R= ft2 11. Ducts R ft2 7. Windows(154.0 sgft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 365.2 a. U-Factor: Dbl, U=0.34 113.00 ft2 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: NIA ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: NIA ft2 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 sgft.) 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: 55.14 Glass/Floor Area: 0.084 PASSTotalBaselineLoads: 57.19 d ie7 I hereby certify that the plans and specifications covered by Review of the plans and S7,47, this calculation are in compliance with the Florida Energy specifications covered by this DoliE as Code. calculation indicates compliance with the Florida Energy Code. rm,,, , -., :_; N•.' •° ` PREPARED BY: v e tie Before construction is completed DATE: C 1 Z_-) t 7 this building will be inspected for WpN compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Ener ode. COLD) WE v OWNER/AG BUILDING OFFICIAL: DATE: 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 an envelope leakage test report in accordance with 11402.4.U. Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house.. 6/20/2017 2:04 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Lot 137 - 1826 SL Bedrooms: 3 Address Type: Lot Information Building Type: User Conditioned Area: 1826 Lot # 137 Owner: Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE V IECC Design Temp Int Design Temp Heating Design Daily Temp 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 8804.7 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 ft 0 739 ft2 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 Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1274 ft2 0 ft2 Medium 0.6 N 0.5 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1139 ft2 N N 6/20/2017 2:04 PM EnergyGauge® USA - FlaRes2014 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 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below SpaceP o 1 W Exterior Frame - Wood Floor 2 13 40 9 8 1 329.4 ft2 0 0.25 0.6 0 2 W Exterior Concrete Block - Int Insul Floor 1 4.1 40 9 9 5 383.7 ft2 0 0 0.6 0 3 N Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft2 0 0.25 0.6 0 4 N Exterior Concrete Block - Int Insul Floor 1 4.1 8 0 9 5 75.3 ft2 0 0 0.6 0 5 E Exterior Frame - Wood Floor 2 13 40 9 8 1 329.4 ft2 0 0.25 0.6 0 6 E Exterior Concrete Block - Int Insul Floor 1 4.1 20 6 9 5 193.0 ft2 0 0 0.6 0 7 S Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft2 0 0.25 0.6 0 8 S Exterior Concrete Block - Int Insul Floor 1 4.1 28 0 9 5 263.7 ft2 0 0 0.6 0 9 N Garage Frame - Wood Floor 1 13 40 3 9 5 379.0 ft2 0 0.25 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None 39 3 6 10 20.5 ft2 2 Wood Floor 1 None 39 2 10 6 10 19.3 ft2 WINDOWS Orientation shown is the entered, Pro osed orientation. Wall Overhang V/ Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 3 None Low-E Double Yes 0.34 0.26 8.0 ft2 1 ft 0 in 1 ft 0 in None None 2 N 3 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 4 ft 0 in None None 3 E 5 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 1 ft 0 in None None 4 S 7 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 ft 0 in None None. 5 S 8 None low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 11 ft 0 in None None 6 S 8 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft2 1 ft 0 in 11 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 400 ft2 400 ft2 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000382 1829 100.41 188.84 3432 7 6/20/2017 2:04 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM 14405-2014 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 ft' 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 ftZ Prop. Leak Free Floor 2 cfm 54.8 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan Feb ]Mar Apr MJMa Jun Jul Au Se Oct jNo v Dec HeatinVenting X ri Ci Dec Jan Feb1 Mar Apr May Jun Jul AuvgSepOct1Nov 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 6/20/2017 2:04 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 151 4 o ^ 'w I t I $ ( r Ail t- ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 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: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Sanford, FL, 32773 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1111.50 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 915.77 ft2 1 c. Frame - Wood, Adjacent R=13.0 379.02 ft2 3 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1139.00 ft2 1826 b. NIA R= ft2 c. N/A R= ft2 Area 113.00 ft2 11. Ducts R ft2 a. Sup: Attic, III Floor 2, AH: Floor 2 6 365.2 41.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 30.0 SEER:14.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 c. N/A R= ft2 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 ft2 a. Electric Cap: 50 gallons EF: 0.95 400.00 ft2 b. Conservation features ft2 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: _ Date: g b I n- Address of New Home: . j LOB City/FL Zip: 4 g TIIE srAr O Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/20/2017 2:04 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 137 - 1826 SL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim,joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the 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 6/20/2017 2:04 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 137 - 1826 SL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1826 sq.ft. Cond. Volume: 15677 cu ft. Envelope Leakage Test Results Regression Data: C n: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. 1 hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: yO4ZNE ST,gl o 6/20/2017 2:05 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 137 - 1826 SL Street: City, State, Zip: Sanford , FL , 32773 Design Location: FL, Sanford Builder Name: Starlight Homes Permit Office: Seminole County Permit Number: Jurisdiction: Duct Test Time: Post Construction Duct Leakaqe 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 Leakage Divide by Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: OR -1riE S74 p cod WE 6/20/2017 2:05 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 For: Lot 16 - 1826 SR, Starlight Homes Sanford, FL 32773 Notes: Design Ilnform'ation' a. Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 26 °F Design TD 18 °F Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Structure 16187 Btuh Ducts 1987 Btuh Central vent (30 cfm) 847 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 19021 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heatingg Coolingg Area (ft2) 1877 1877 Volume (ft3) 16161 16161 Air changes/hour 0.50 0.26 Equiv. AVF (cfm) 135 70 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO300000A AHRI ref 7835429 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.2 HSPF 28600 Btuh @ 47°F 29 F 899 cfm 0.049 cfm/Btuh 0.50 in H2O Backup: Input = 5 kW, Output = 16034 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 17725 Btuh Ducts 2339 Btuh Central vent (30 cfm) 578 Btuh Blower 0 Btuh Use manufacturer's data Rate/swing multiplier y 1.00 Equipment sensible load 20642 Btuh Latent Cooling Equipment Load Sizing Structure 3073 Btuh Ducts 408 Btuh Central vent (30 cfm) 887 Btuh Equipment latent load 4369 Btuh Equipment total load 25011 Btuh Req. total capacity at 0.70 SHR 2.5 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO300000A Coil FB4CNP030L AHRI ref 7835429 Efficiency 11.7 EER, 14 SEER Sensible cooling 20020 Btuh Latent cooling 8580 Btuh Total cooling 28600 Btuh Actual air flow 899 cfm Airflow factor 0.045 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.83 Capacity balance point = 35 °F Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl htsoft' 2017-Jun-2013:39:09 g Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCA ... Specific\Wyndham Preserve\Lot 16 - 1826 SR.rup Calc = MJ8 Front Door faces: E Project Summary Job: Starlight -Wyndham wrigh$soft® 1 y Date: 6/16/2017 Entire House By: Energy Air, Inc Plan: 1826 S Voyager 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: vmw.energyair.com 4. • • • For: Lot 137 - 1826 SL, Starlight Homes Sanford, FL 32773 Notes: r ` gn l.Desilnfo aticl ' e e Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 F Inside db 70 F Design TD 26 F Heating Summary Structure 16187 Btuh Ducts 2141 Btuh Central vent (30 cfm) 847 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 19175 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heatingg Coolingg Area (ft2) 1877 1877 Volume (ft') 16161 16161 Air changes/hour 0.50 0.26 Equiv. AVF (cfm) 135 70 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO300000A AHRI ref 7835429 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.2 HSPF 28600 Btuh @ 47'F 29 F 899 cfm 0.049 cfm/Btuh 0.50 in H2O Backup: Input = 5 kW, Output = 16034 Btuh, 100 AFUE Outside db 93 F Inside db 75 F Design TD 18 F Daily range L Relative humidity 50 Moisture difference 44 gr/lb Sensible Cooling Equipment Load Sizing Structure 14769 Btuh Ducts 3174 Btuh Central vent (30 cfm) 578 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 18521 Btuh Latent Cooling Equipment Load Sizing Structure 3073 Btuh Ducts 579 Btuh Central vent (30 cfm) 887 Btuh Equipment latent load 4540 Btuh Equipment total load 23061 Btuh Req. total capacity at 0.70 SHR 2.2 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO300000A Coil FB4CNP030L AHRI ref 7835429 Efficiency 11.7 EER, 14 SEER Sensible cooling 20020 Btuh Latent cooling 8580 Btuh Total cooling 28600 Btuh Actual air flow 899 cfm Air flow factor 0.050 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.80 Capacity balance point = 35 'F Bold/italic values have been manually overridden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wri htsoft• 2017-Jun-20 13:age 19Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCA ...Specific\Wyndham Preserve\Lot 137 - 1826 SL.rup Calc = MJ8 Front Door faces: N Manual S Compliance Report Job: Starlight -Wyndham wrightsoft`, Date: 6/16/2017 Entire House By: Energy Air, Inc Plan: 1826 S Voyager 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: wmv.energyaircom For: Lot 137 - 1826 SL, Starlight Homes Sanford, FL 32773 r nagPam. }Cook Equipment, f - Design Conditions design DB: 92.6'F Sensible gain: 18521 Btuh Outdoor design WB: 75.9'F Latent gain: 4540 Btuh Indoor design DB: 75.07 Total gain: 23061 Btuh Indoor RH: 50% Estimated airflow: 899 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SplitASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Sensible capacity: 20927 Btuh 113% of load Latent capacity: 5192 Btuh 114% of load Total capacity: 26119 Btuh 113% of load SHR: 80% Design Conditions Outdoor design DB: 44.2'F Heat loss: 19175 Btuh Indoor design DB: 70.0'F Manufacturer's Performance Data atActual Design Conditions Equipmenttype: SplitASHP Entering coil DB: 76.6'F Entering coil WB: 63.5'F Entering coil DB: 68.9'F Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 28600 Btuh 149% of load Capacity balance: 35 'F Supplemental heat required: 0 Btuh Economic 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 are all requirements ofACCA Manual S. 2017-Jun-20 13:58:26 wrightsoft' Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCk ...Specific\Wyndham Preserve\Lot 137 - 1826 SL.rup Calc = MJ8 Front Door faces: N wrightso#t, Duct System Summary. Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: www.energyair.com For: Lot 137 - 1826 SL, Starlight Homes Sanford, FL 32773 Job: Starlight -Wyndham Date: 6/16/2017 By: Plan: 1826 S Voyager Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.143 in/100ft 0.143 in/100ft Actual air flow 899 cfm 899 cfm Total effective length (TEL) 196 ft 447 Supp y B°ralnch Detail°Table Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Laun c 701 2 35 0.263 4.0 Ox 0 VIFx 6.4 100.0 Loft c 1922 94 96 0.268 6.0 Ox 0 VIFx 4.5 100.0 ba2 c 123 4 6 0.255 4.0 Ox 0 VIFX 9.6 100.0 br2 c 1452 36 73 0.249 5.0 Ox 0 VIFx 12.6 100.0 br3 c 1481 70 74 0.242 5.0 Ox 0 VIFx 15.5 100.0 foyer h 2784 137 74 0.171 7.0 Ox 0 VIFx 18.3 145.0 st5 kit -fam h 3821 187 185 0.147 8.0 OX 0 VIFX 40.7 150.0 st4 kit -fam-A h 3821 187 185 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 st1 m br c 1784 79 89 0.198 6.0 Ox 0 VIFx 21.4 120.0 st1 pdr h 703 34 15 0.150 4.0 Ox0 VIFx 31.9 155.0 st5 We c 406 18 20 0.195 4.0 Ox0 VIFx 23.6 120.0 st1 wic3 h 239 12 11 0.236 4.0 OXO VIFx 18.6 100.0 Name Trunk Type Htg cfm) Cig cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st1 Peak AVF 136 145 0.189 544 7.0 0 x 0 VinlFlx st4 Peak AVF 375 369 0.143 477 12.0 0 x 0 VinlFlx st2 st2 Peak AVF 375 369 0.143 477 12.0 0 x 0 VinlFlx st3 Peak AVF 171 89 0.150 490 8.0 0 x 0 VinlFlx st5 Peak AVF 171 89 0.150 490 8.0 0 x 0 VinlFlx st3 Bold/italic values have been manually overridden 2017-Jun-20 13:58:26 wrightsoft` Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 iCCil ...Specific\Wyndham Preserve\Lot 137 - 1826 SL.rup Cale = MJ8 Front Door faces: N gin -: Return Branch Detail Tabled; y Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 899 899 0 0 0 0 Ox 0 VIFx t + wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 ACC ...Specific\Wyndham Preserve\Lot 137 - 1826 SL.rup Cale= MJ8 Front Door faces: N 2017-Jun-20 13:58:26 Page 2 Job M Starlight - Wyndham Performed for: Lot 137 - 1826 SL Sanford, FL 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.eriergyair.com GRenner@energyaircom 4•VTW Scale: 1 /8" = 1'0" Page 1 RightSuite® Universal 2017 17.0.08 RSU17013 2017-Jun-20 13:59:20 m Preserve\Lot 137 - 1826 SL.rup level 2 AHU ON METAL STAND 2.5 TON 240V /5KW HP m ba 3'VTR m br O 8 x 4 39 cfm 1ox6 89 cfm 4 WIC 6 „ 8 x 4 20 cfm 4 " Sup Riser 12 " c152 7" 18 x 8 Laun kq 8 x 4 35 cfm 10x6 73 cfm 4 " 4. TR 14x6 12" br2 Su ac wic3 bat 8 x 4 " 4 In 8 x 4 3 vTR 6 cfm T 12 cfm F 5., 6 24x18 10x6 cfrr 96 cfm 10x6 74 cfm 14x6 Loft br3 6' CA VTR 38 CFM o Riser Job #: Starlight -Wyndham Energy Air, Inc Scale: 1/8" = VC)" Performed for: Page 2 Lot 137 - 1826 SL 5401 Energy Air, Ct RightSuite® Universal 2017 Orlando, FL 17.0.08 RSU17013 6-37 . Jun-Jun13:59:20 2017Sanford, FL 32773 Phone: 407-886-3729 m Preserve\Lot 137 - 1826 SL.rup w vwenergyair.com GRenner@energyair.com RECORD COPY V2, GW 1;7 SANFORD i.A a f! 3 C, S 41 7 l oS 3 Jf .) POINT OF VffNDHAM PRESERVE . LOT 137COMMENCEMENT NORTHWEST CORNER OF THE PLOT PLANNORTHEAST1/4 OF SECTION 17-20-31 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4THE SEC 17-20-31 BASIS OF BEARING) r- PCP '/ S89'40'51 "W _ 330.00' CENTER SA RSH L LINE OOP PCP 50' RIGHT—OF—WAY PRIVATE ROADoC_ONC CURBS () b 0) POINT OF a o BEGINNING c PROPOSED s' o CONC SIDEWALK v N89`40'51 "E /V89*40'511, '- 376.00 O V ek, 1-)_ M39 Ok to construct single family home with setbacks and impervious area shown on plan. I - LOT 145 LEGAL DESCRIPTION LOT 138 11 } N¢ ui o a N a. WALK 10' UTILITY EASEMENT (P) WYNDHAM PRESERVE C6 LOT 137Q j' (Proposed) r 6.0` PORCH 1 e C.0' 28.0 Zltl PROPOSED 2 STORY RESIDENCE 0) 4 3770 SALTNIAR:SH O LOOP I O n n C1 w a 1826 VOYAGER ELEVATION - S I LOT 136 GARAGE - LEFT FFE= 3.1.0 0 6.0; 28.0 6.0 15:3 2.7 a. o A/C c PATIO Q PAD 10.0 LOT 137 AREA = M 4,400 S.F. ± I 90. 00' 040'511W LOT 146 LOT 147 B3uHding Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' DIN NSION NOTE: Proposed building dimensions shown hereon are of the exterior. BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc, of any deviation from information shown hereon. Failure to do so will be at user's sole risk. DESCRIPTION: A parcel of land lying in. Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E-, a distance of 379.64 feet; thence N.89040'51"E., a distance of 376.00 feet to the POINT OF BEGINNING; thence N.89040'51"E., a distance of 40.00 feet; thence S.00019'09"E., a distance of 110.00 feet; thence 3.89040'51"W., a distance of 40.00 feet; thence N.00°19'09"W., a distance of 110.00 feet; to to the POINT OF BEGINNING. Containing 4,400 Square feet, more or less. r -" `y"' """` LEGEND:ADUSSD-Access Draino a tilities SidewalkLB -Licensed usiness BFP-Backflow Preventer g Sight Distance Easement S -Survey PRM Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L-Florida Power & Light P -Plat FFE -Finish Floor Elevation D.B.-Deed Book Water Meter O.R.-Official Records Book N--Water Valve P.B. -Plat Book i7--Fire Hydrant Pg.-Page RC® -Reclaimed Water Meter Elev.—Elevation RCX—Reclaimed Water Volvo Cone. —Concrete Cable Box BP —Brick Paver III —Telephone Box SW —Sidewalk E—Electric Box FFE-Finished Floor Elevation O-Utility Pole CI -Curb Inlet Guy Pole GTI-Grate Top Inlet A -Light Pole P.U.E.-Public Utility Easement E--Guy Anchor RCP -Reinforced Cone. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride O-Storm Sewer Manhole NCS-No Comer Set (Falls in Water) G-Sanitary Sewer Manhole SF -Square Feet ZYNo —Electric Handhole D.U.E.-Drainage/Utility Easement COO -Clean Out FMGD -MAG NAIL & DISK CVDL4-Irrigation Control Valve P.K. -Parker Kalon Nail C -Sign SIR -Set 1/2" Iron Rod LB7768 WD4-Gate Water Valve SPKD-Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2" Iron Rod LB7768 Existing Grade FIP-Found 1/2" Iron Pipe L87768 CI -Blow -off Valve FPKD -Found P.K. Nail & Disk LB7768 -•a-Drainage Flow Direction FCM-Found 4"x4" Concrete 10.0-Proposed Design Grade Monument PRM LB7778 Note: Some items in above leaen 10.2 -As-Built/Existingl Gradmaynotbeaaaicable 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 *WYNDHAM PRESERVE City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for *WYNDHAM PRESERVE", City of . Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) V1 Description Date Dwn. Ck'd P.C. Order No. i _ . Fb11 A&: - Q; U 6915 : * e m T REVISED AC PAD 9/06/17 JE JDL mes D. CORI ,.•' a LS6915IrLORIDAPROFt"SSI to, tlR'& tc9 'NO ................ NOT VAUD WMiOUC 0 AND THE ORIGINAL LOT AREA CALCULATIONS LOT - 4,400 SQ,FT. LIVING AREA= 739 SQ.FT. GARAGE = 400 SQ,FT, PORCH = 39 SQ.FT. DRIVEWAY = 479 SQ.FT. PATIO 100 SQ.FT. WALKWAY = 46 SQ.FT. A/C PAD 9 SQ.FT. IMPERVIOUS= 41.2 7. SOD = 2,588 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1,000 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 200 SQ.FT. SOD = 126 SQ.FT. TOTALAREA AREA = 5,400 SQ.FT. DRIVEWAY = 593 SQ.FT. SIDEWALK = 246 SQ.FT. SOD = 2,714.SQ.FT. PREPARED FOPU 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 137, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 0' iLicensedBusinessNo. LB 7768 Geo'l-JoInt Surveying, Inc. Drawn: JE I Checked: JDL I P.C.: Data File:BrissonEast-Plat Dote:6/21/17 Dwg:BrissonEaA-Lot137 Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: r-- - PALMER ELECTRIC ff- rm Starlight Homes 1826 Voyager LOAD CALCULATION June 9, 2017 RECORD COPY 17-2439 I. HVAC LOADS {NEC 2011- 220.82(C)(3) - (4)) ZONE COMPRESSOR SIZE CONNECTED LOAD 1 3.00 TON 5.40 KVA2USANFORDTON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 13.07 KVA TOTAL LOAD FOR COMPRESOR @ 100% 5.40 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 10.39 KVA 11. GENERAL LOADS {NEC 2011 - 220.82(B)(1) - (4)l LIGHTING 1826 Sq Ft @ 3VA/Sq. Ft 5.48 KVA Qty KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 3.00 KVA l 1.5 LAUNDRY CIRCUIT 1.50 KVA 1 5 DRYER CIRCUIT 5.00 KVA 5 STACK WASHER/DRYER 1 4.5 WATER HEATER (1) 4.50 KVA 4.5 WATER HEATER (2) 1 1.2 DISHWASHER 1.20 KVA 1 0.8 DISPOSAL(1) 0.80 KVA 0.8 DISPOSAL(2) 7.2 RANGE/OVEN (1) 1 12 RANGE/OVEN (2) 12.00 KVA 7.2 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR 1 2.5 MICROWAVE CIRCUIT 2.50 KVA 4.8 JACUZZI TUB CIRCUIT 12 50AMP SAUNA/WHIRLPOOL 7.2 30AMP POOL CIRCUIT 14.4 60AMP POOL CIRCUIT 19.2 80AMP POOL CIRCUIT CONNECTED LOAD (GENERAL LOADS) 35.98 KVA 1ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.39 KVA SUB -TOTAL (GENERAL LOADS) 1NEC 2011 - 220.82(B)l 20.39 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.39 KVA TOTAL DEMAND LOAD {NEC 2011 - 220.82(A)l 30.78 KVA MINIMUM SERVICE SIZE 128.24 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY Typical 150 Amp Electrical Diagram 150 Amp Main 120V / 240V Typical 150 Amp Interior Panel 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 Concrete Encased Electrode 0\\-DING SANFORD OFPAR.v 17-2439 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? 2 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. Product Profiles, BCI® Architectural Specifications ......... 3 About Floor Performance, BCI® Residential Floor Span Tables, One Hour FloodCeiling Assembly ........................ 4 BCI® Floor Framing Details .......................... 5-6 c BCI® Joist Hole Location & Sizing, Large Rectangular Holes ... 7 BCI® Cantilever, Details, Web Stiffener Requirements ..... 8-9 t BCI® Floor Load Tables ........................... 10 - 12 BCI® Roof Framing Details ........................ 13 - 14 BCI® Roof Span Tables ........................... 15-18 BCI® Roof Load Tables ........................... 19 - 23 it BCI® Design Properties, BCI®Allowable Nail Spacing ....... 24 Boise Cascade Rmmboard Products/Properties ............ 25 10 Ceilings Framed with BCI® Joists The consistent size of BCI® Joists helps keep gypsum board flat and free of unsightly nail pops and ugly shadows, while keeping finish work to a minimum. 0 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. 2 Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARD® OSB, BC RIM BOARD® and VERSA -RIM® (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floor/wall intersection. VERSA -LAM® Products, Specifications, Allowable Holes..... 26 VERSA -LAM® Details, Multiple Member Connectors ........ 27 VERSA -LAM" Floor Load Tables (100% Load Duration) ......... 28 VERSA -LAM® Snow Roof Load Tables (115% Load Duration) ..... 29 VERSA -LAM® Non -Snow Roof Load Tables (125% Load Duration). 30 VERSA -LAM® Closest Allowable Nail Spacing ............. 31 VERSA -LAM® Design Values ........................... 31 VERSA -LAM® 1.8 2750 Columns, VERSA -STUD® 1.7 2650 .. 32 Computer Software: BC FRAMER®, BC CALC® ............ 33 Framing Connectors: Simpson, USP ................ 34 - 35 Lifetime Guarantee ........................... Back Cover N Boise Cascada EVVP • Eastern Speccier Guide • 08;0412015 BCI® Joists VERSA -LAM® VERSA -LAM® VERSA -LAM® BCI® 4500s 1.8 BCI®5000s 1.8 13086000s 1.8 BCI® 6500s 1.8 BCI® 60s 2.0 BCI® 90s 2.0 1.72650 1.8 2750 2.03100 1'/i' T r I1 1,WIT —I— 1,WT 1y, _ ( j 9' Y2" f 9Y2' 91/2' 11'/8' 11'/a' I' 3'%" 9'/ 2 , „ 11Val, % 14" , ' 14" I 3/2' 3'/2' I to 14" % 11 %ll / 14" / 14" 16" / 16" to 16" to 7%" E , 24„ 16" 14" 16" 16" I I —•i I I -- —" I I I I 13/ 2" 25/16" 29/1s" 25/1e" 3'/2" 1'/2' 1%" 3'/2' 31/2'to 5W' 1'/2' 1W Some products may not be available in all markets. Contact your Boise Cascade EVVP representative for availability. 3'/2', 5Y:' BCI® and VERSA -LAM® products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports. 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 BCI® Joists straight and plumb as required and to assure adequate lateral support for the individual BCI® Joists and the entire system until the sheathing material has been applied. Codes: The BCI® Joists shall be evalu- ated by a model code evaluation service. Boise Cascade EWP - Eastern Specifier Guide • 08%04,'2015 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. THREE STAR * * * FOUR STAR * * * * MINIMUM STIFFNESS & " CAUTION CAUTION' ALLOWED BY CODE Live Load deflection limited to L/480: The Live Load deflection limited to L/960+: Live Load deflection limited to L/360: common industry and design community In addition to providing a floor that is 100% Floors that meet the minimum building standard for residential floor joists, 33% stiffer stiffer than the three star floor, field code L/360 criteria are structurally sound to than L/360 code minimum. However, floor experiencehas been incorporated into the carry the specified loads; however, there is a performance may still be an issue in certain values to provide a floor with a premium much higher risk of floor performance issues. applications, especially with 91/V and 11M." performance level for the more discriminating This table should only be used for applications deep joists without a direct -attached ceiling. homeowner. where floor performance is not a concern. BCI® Joist Joist 12" 1 16" 19.2" 1 24" 32" 12" 16" 19.2" 24" 32" 12" 16" 19.2" 24" 32" Depth Series O.C. O.C. O.C. O.C. O.C. o.c. o.c. O.C. O.C. O.C. O.C. O.C. O.C. O.C. O.C. 4500s 1.8 16-11" I 15'-6" I 14'-8" I 13'_7" I 11'-9" 11'-6" I 11'-6" 10'-0" I 10'-0" 9'_7" 18'-9" 16'-8" 15'-3" 13,_7„ 11'-9" 5000s 1.8 17'-0" 160" 15-2" I 14--1" 12'-5" 11'-0" 11'-0" I 1U-0" 10'-0" I 9'-11" 19'-4" 17'-9" 16'-4" 14'-7" 12'-5" 6000s 1. 8 18'-2" I 16'-8" I 16-8" I 14'-8" I 13'-4". 11'-6" 11'-6" I 10'-0" 10'-0" 1U-o' 20-2„ 18'-5" 17,-5, 15-9" 13'-8" 6500s 1. 8 18'-8" I 17'-l" 16,-V I 1S-0" I. 13'-81, 11.'-6" 1V-6"- 10.-0" 10-" I 10'--0" 20'-8" 18'-11" 17'-10" 16-7, 14'-3" 4500s 1. 8 20'-0" I 18`-4" I 1T-3" , I 16-5" I T-4" 15'-6" 14'-3" 13,-5" 12'-6" 11-4" 21'-10" 18'-11" 17--3" 15'-5" 13'_4" 5000s 1. 8 20'-9" I 19'-0" I 1T-11" 16'-7" I 13'-4" 15-6" 14'-9" 13'-11" I 12'-11" 11'-9" 23'-0" 20'-4" 18'-0" 16'-7" 13'-4" 6000s 1. 8 21'-7" ..) 19'-8" I 18'-T' I 1 -4" I 14'-10" 16-6" 15'-4" 14'-5" 13'-5" I 12-1" 23'-10" 21'-10" 20'-0" 17-11" 14-10" 6500s 1. 8 22'-2" 20'-3" I 19'-2" 1T-10" 14-10" 16'-0" 15-10" I 14-11" I 13'-10" 12'-7" 24'-6" 22'-5" 21'-1" 18'-10" 14'-10" 60s 2. 0 23'-7" ; I 21'-0" 20'-4" s` I 18'-11" 16-4" 18'-0" 16-9" I 16-9" 14'-8" I 13'-3" 26'-1" 23'-10" 22'-6" 21'-O" 16'-4" 90s 2. 0 26-7" I 24'-3" 122'-10" 21'-3" 19'-4" 19'-0" I 18--10" I 17'--8" 16-5" 14'-10" 29'-5" 26-10" 26-3" 23'-6" 19'-4" 4500s 1. 8 22'-9" I 20'-7" I 18'_9" I 16'-9" I T-11" 17'-10" I 16'-3" 16 4" I 14'-3" 13'-0" 23'-10" 20'-7" 18'-9" 16-9" 13'-11" 5000s 1. 8 23'-7" 21'-7" 120'-2" 18'-0" 13'-11" 16-6" 16-10" 16-11" I 14'-9" I 13'-5" 26-7" 22'-1" 20'-2" 18'-0" 13'-11" 6000s 1. 8 24'-0" I 22'-5" 21'-2"` 19'-6" I 16-5"` 19'-2" I 17'-6" 6'- I 16" I 16-4" 13'-11" 27'-l" 23'-11" 21'-10" 0 19'" 15' -5" 14" 6500s 1. 8 26-2" 23-0" 21'-0" 20'-2" 15'-5" 19'--8" I 1T-11" 16-11" 168" I 14'-3" 27'-9" 25-2" 22'-11" 20'-0" 16-5" 60s 2.0 26-9" 24'--5" 23'-0" "I 21'-5" 16-4" 20'-11" I 19'-0" I 1T-11" 16-7' 15r-l" 29'-7' 27'-0" 26-6" 21'_10" 16-4" 90s 2.0 30'-1" 27'-5" 12610",) 24'-0" I 19'-6', 23'-0" 121'-4", I 20'-0" I 18'-0" 16-9" 3S-3" 30'-4" 2&-7" 26-0" 19'-6" 4500sl.8 25'-2" 22'-0" 20'-1". 1T-11" 14'-l" 19'-9" 18'-0" 17'-0" 115'-10" 14'-l" 26-5" 22'-0" 20'-1" 17'-11" 14'-l" 6000s 1.8 2T- 0' _ 24'-9" I 23'-4' 20=10" 15'-9" " 21'-2" 19'-4" I 18'-2" I 16-11" I 16-4" 29'-0" 25'" 23'-4" 20'-10" 15'-9" 6500s1.8 27'-9" 25'-4" 23'-1" 21'-1 1 8 0 1116" 24-6" 21'-l" 16-9" 60s2.0 29'-7" 27'-0" 25-6" 6 6 10 27'-4" 21'_10" 16-4" 90s2.0 33'" 30'- 4" 8-7", 26-2" 19'-7" 260" 23'-7" 22-2" I 20'-0" 18'-7" 36-10" 31'-6" 26'-2" I 19'-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 2%211 minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - 7/ 8' plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC® sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. 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.) On.e-Hrou-r Fi. re-R.esist,ive Ass.em.bly , 71 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. ICC ESR 1336 FIRE ASSEMBLY COMPONENTS 1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI® Joists at 24" o.c. or less. 3. Two layers %" Type X or two layers ' ' Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC=54 IIC=68 or Add 3'/" glass fiber insulation to fire assembly: STC=55 IIC=46 or Add an additional layer of minimum W sheathing STC=61 IIC=50 and 9%" glass fiber insulation to fire assembly: Boise Cascade EWP . Eastem Specifier Guide • 03,•04/2015 NOTE 4040 When installing Boise Cascade EWP The illustration below is showing several suggested BCI® blocking or 2x4 "squash" block on each products with treated wood, applications for the Boise Cascade EWP products. side required when supporting a load -bearing use only con nectorsjfasteners It is not intended to show an actual house under wall above. that are approved for use with construction. _ A the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI® JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (1x4 min.) 8' on center max. Fasten at each joist with 2-8d nails minimum. \ Dimension lumber is not suitable for use as a rim board in BCIQ9 floor systems. fi 1 0 BCI® rim joist. - See page 6. 0 BOISE CASCADE® Rimboard See pages 6 and 25. For load bearing cantilever details, see page 9: BCI® Joists, VERSA -LAM" and ALLJOIST" must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA -LAM", ALLJOISTO, and BCI® Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM", ALLJOIST11 and BCI11 Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCI® JOISTS UNTIL ALL HANGERS, BCI® RIM JOISTS, RIM BOARDS, BCI® BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x-bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within '% inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCI® Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. VERSA -LAM® header or an BCI® header. 11h" knockout holes at approximately 12" o.c. are pre -punched. F15 i' 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-LAMO, ALLJOIST", and BCI° Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. PRODUCT HANDLING TO AND AT JOB SITES There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI® joists in the flat direction. VERSA -LAM® is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. Boise Cascade EWP - Eastern. Specifier Guide • 08104/2015 Additional floor framing details available with BC FRAMER® software BCI" BCI® Joist rim joist. blocking. w deR m Dimension lumber - NailBoise 5e„ is not suitable for 80 use as rimboard JO Cascade with BCI°Joists. _ Rimboard to BCI® Joists with Dimension lumber is not Blocking may be required 8d nail into suitable for use as rim Perpendicular to wall, eeachflange. board with BCI Joists. consult design professionalofrecordand/or local building official. Use of BC16 rimjoist requires 2x6 wall for minimum'oistbearing. IYJ/i) Ri b CASCADE® Top Flange or Face Jbeari e Sd nail Rimboard Mount Joist Hanger h side at ng Solid block e all posts Note: BCI floor joist must be from above designed to carry ` r• —H 11h minimum bearing to bearing wall above when I II length (13/4" required for below. not stacked over 18" and deeperjoists) wall below. VERSA -LAM® To limit splitting flange, start nails at least 1.%" Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. BCI® Joist Slope Cut Reinforcement irad nA}ao hPu,w Mra" nrfain 1 A wahia For load bearing wall above stacked over wall below). Blocking may be required at intermediate bearings for floordiaphragm per IRC in high seismic areas, consult local building official. Load bearing Double Squash Block Vertical Load nbMtl shear/reaction value to cut end of BCI®joist. BCI® Joist shall not be used as a collar or raftertension tie. 2 x 6 min. rafter. Rafter shall b2 supported by ridge beam or other upper bearing support 0 g 12 - - fir., Size Joist Spacing[in] 12 16 19.2 24 2.4 4463 3347 2789 2231 2x6 7013 5259 4383 3506 wall above - - - min max. stacked over 1. Squash blocks are to be in full contact BCI° BCII Joist f wall below) with upperfloorand lowerwall plate. Heel depth Depth g-= 2. Capacities shown arefora doubleblocking. squash blocks ateachjoist,SPFor table2xblock. better. below) 24 2x blocking required at bearing (not shown for clarity). r Backer block Double BCI® Joist as/xz' min. plywood/0SB rated sheathing as reinforcement minimum 12" Sheathing or Install reinforcement with face grain horizontal. Install on wide). Nailwith COr1rleCtlotl rimboard both sides of the joist, tight to bottom flange. Leave Joist 10-lOd nails. - Filler Block closure minimum 1/4" gap between reinforcement and bottom of Hanger ' (see chart below) top flange. Apply construction adhesive to contact BCI® Joist surfaces and fasten with 3 rows of min.l0d box nails at blocking 6" o.c. Alternate nailing from each side and clinch. required for = - Filler block. Nail with 10- 10d nails. Backer block required where top flange joist hanger load exceeds 250 lbs. Install tlghttoton flange. Web -Filler 4 Nailing 12" ' on -center Connection valid for all applications. Contact Boise Cascade FWP Engineering fnr snerifir rnnditinnc cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered In all cantilever designs. End Wall Bearing6112 Minimum Heel Depth Roof Pitch 7112 8112 9112 10/12 12112 2 x 4 43/6" 45/,e" 41/4" 41/4" 41/." 41/4" 2 x 6 3'/e" 3'/,6" 25/,6" 2'/." ZB fi' 21/." LATERAL SUPPORT BCI®Joists shall be laterally supported atthe ends with han ers, 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. Longer bearing lengths allow higher reaction values. Referto the building code evaluation report orthe BC CALCI software. NAILING REQUIREMENTS BCII rimjoist, rim board or closure panel to BCl/joist: Rimsorclosure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCII 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCII 6000s/60s rimjoist: 2-16d box nails, one each in the top and bottom flange. BCI1 6500s/90s rim joist: Toe -nail top flange to rim Joist with 2-10d box nails, one each side of flange. BCII rimjoist, rim board or BCII blocking panel to support: Min.8dnails@6"o.c.perlRC. Connection per design professional of record's Specification for shear transfer. BCI oisttosupport: 2- d nails, one on each side of the web, placed 11h inches minimum from the end ofthe BCI Joist to limit splitting. Sheathing to BCI®joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12' o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacingthanIRC. Maximumbracing spacing forfulllateral stability: 18" for BCI® 4500s & 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 thejoist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series 6ackefBlockThlckness Filler Block Thickness 4500s 5/ 8" or 3/4" Two %" wood panels or 1.8 wood panels 2 x 5000s 114" or'/a" Two 3/4" wood panels or 1.8 wood panels 2 x 6000s 11/ a" or two 1/z" 2 x +1h6" or 1.8 wood panels wood panel 6500s 11/ s" or two %" 2 x + %" or 1.8 wood panels 3/4" wood panel 60s2.0 11/6"or two%" 2x_+'/1""or wood panels th' wood panel 90s 2. 0, 2x_lumber Double2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI° JOISTS FROM THE WEATHER BCI®Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI® RIM JOISTS AND BLOCKING Vertical Load Capacity Plf) Depth in] 1p, Series. _ No W.S' WS m 91h" 4500s 1.8, 5000s 1.8, 2300 N/A 6000s 1.8 6500s 1.8 4500s 1. 8, 5000s 1.8, 2150 N/A 6000s 1.8 6500s 1.8 60s 2. 0, 90s 2.0 2500 N/A 4500s 1. 8, 5000s 1.8, 2000 N/A 14" 6000s 1.8 6500s 1.8 60s 2. 0, 90s 2.0 2400 N/A 4500S 1. 8, 6000s 1.8, 1900 2500 16" 6500s 1.8 60s 2. 0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable Boise Cascade El;a'P • Eastern Specifier Guide • o8,u4r2015 BCI® Joists are manufactured with 1'/z' round perforated knockouts in the web at approximately 12" on center D Minimum spacing = 2x greatest dimension of largest hole (knockouts exempt) D DO NOT see table below) see table below) cut or notch # flange No holes (except knockouts) allowed in bearing zones A 1'h" round hole may be I -- cut anywhere In the web. Do not cut holes Provide at least 3" of IL larger than 1W clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/" Mai Round Hale Diameter [in] 2 3 45 6;% 6% 7 . 8 8% 9 10; 11 12 13 Rectangular Hole Side 3 5 6' 7 n Any 8 1'-0" 11-11, 1'-5" 2'-1" 2'_9" 3'-1" 3' 5" I 91/x" S[ ft] n 12 1'-0" 1'-2" 2'-2" 3'-2" 4'-2" 4'-8" 5' 2" Joist 16 1'-0" 1'-7" 2'-11" 4'-3" 5'-7" 6'-3" 6'-11" Round Hole Diameter [in] 2 3 4 5 6, 6'/z 7 8 8%s 9' 10 11 12 13 Rectangulan.Hole.Side 2 3 4 5 7fil8` 8 1'-0" 1'-1" . 1'-5" 1'-10" 2'-4" 2'-7" 2'-10" 3'-4" 3'-9" Any Span 12 1'-0" 1'-4" 2'-1" 2'-10" 3'-7" 3'-11" 4'-3" Joist ft 16 1'-0" 1'-10"!2'-10" 3'_9" 4'_9" 5'-3" 5,_9" 20 7" 7'-2" Round Hole Diameter [in) 2 3 4 i,---- 5 6 6'/ 7 8 8'/e= 9 10 11 12 13 Rectangular Hole Side i- 2 3 3 5 6 6 8 9 In j 8I 1'-0" i 1'-11'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-8" Any 12 1'-0" 1'-1" 1'-3" 1'-10" 2'-6" 2'-10" 3'-1" 3'-9" 4'-3" 4'-4" 5'-0" 5-7" 14" S[ ft]n 16 1'-0" 1'-1" 11'-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" 2'-1" 3'-2" 4'-2" 4'-8" 5-2" 16'-3" 7'-2" 7'-3" 8'-4" 9'-4" 24 1'-0" L1'-4'_ 2'-6" 3'-9" 5'-0" 5 8 L6'-3" T 6" 8'_7" 8,-9" 10'-0" 11'-2" i Round Hole Diameter [In] 2 1 3 4 5 6 6'/z 7 1 8 8'/ 9 10 i 11 12 13 Rectangular Hole Side _ 2 3 5 5 1 6 8 9 10 8 1'-0" 1'-1" 1 -2" 1'-2"T1'-3" 1 1'-3" 1'-3" : 1 -7' 1'-11" 2'-0" 1 2'-5" 2 9' 3 2 3' 7" 12 1'-0" 1 1" 1 2 i 1'-2" 1' 3' 1 6" ,1 10 2 5 2 11 3 -0" 3'-7" 4 2 4 9 5'-4" Any- 16" Span 16 1'-0" 1 1' 1 2 1'-2 1 8 2' 1" 2 6 3 3 3 11 4 0" 4'-10" 5 7 6 4 7'-2" ft] Joist _ 20 1'-0' 1 -1' 1 -2 1'-2 2'-1" 2'-7" 3 1" 4 14'-11 : 5'-1"1 6'-0" 7-0" 18'-0" 8'-11" 24 1'- 0" 1-1" 1 2 1'-4" 2'-6" 3'-1" 3 9" 44 11 5'-11" 6'-1" 7'-3" 8-5" !9-7' .10'-9" DO cut in web area as specified t7 Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. 1'/2" 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 1Yz' 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. Y w. LL _ W._ Large Recta n-guIar,-H-ol.es-irl._B.G[I 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 DepthSee Me, HhJoi"tSpe'_ 1 width of largest hola USimple Span Joist 6'-0'Min -•- Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC® sizing software. Boise Cascade EWP • Eastem Speci*ier Guice • 08 04/2015 Maximum Hole Size Joist Simple' Multiple " Depth Span Span 9'/2" 6" x 14" 6" x 12" 11 %d' 8" x 16" 8" x 13" 14" 9"" x 18 " g x 16" 10x IT16" 11"x18" 101, x14" 12" x 16" Multiple Span Joist r hole L-- See Max Hole Size on @ hole M,Joist—r ChartforJoistDept hJoist—) Span San Multiple Span Joist 12'-0'Min---- Multiple Span Joist l2'-0'Min — Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. t c I d N y N _ H c 0 0 Of Roof Total Load jrsf] 35 45 55 Joist S acin in 16 119.21 24 16 19.2 24 16 19.2 24 24 0 1 0 1 0` 0 0 X 1 0 X X 26 0 0 0' 0 0 X 1 0 f X X za o o x o x x x X x 30 0 0 X j 0 X X j X X X 32 0 0 X 1 0 X X I X X X 0 34 0 0 X 0 X X X X X- a" 36 0 X X X X X I X X X 38 0 X X X X X I X X X 40 0 X X X X X X X X_ 42 0 X X j X X X i X X X 24 0 0 0 0 0 X I 0 X X 26 0 0 0 0 0 X 0 X X' m` 28 0 0 1 0 X TXJ X X X SO 0 0 1 1 0 X X X X X t 32 0 0 X 0 X XIX X X' 0 34 0 0 X X X XX X X 36 0 0 X X X X X X X 38 0 X' X! X X X_ X X X 40 0 X. X I X X X 1 X X X 24 0 0 1 0 i 0 0 0 1 0 X X 26 0 0 1 0 1 0 0 X 0 X X ro 28 0 0 0 10 0 XiX X X 30 0 0 0 0 0 X I X X X o! 32 0 0 0 1 0 X X j..X X I X o 34 0 0 X 0 X X X X X 36 0 0 X I 0 X X{X X X 38 0 0 X X X X f X X X 401 0 0 XjX X XjX X X 24 0 0 0 0 0 0 0 0 X 26 0 0 0 j 0 0 0 0 X X 28 0 0 0 0 0 0 1 0 X X 30 0 0 0 0 0 X 0 X X 0 32 0 0 0 1 0 0 X 0 X X 34 0 0 0 0 X X X X X co 36 0-0 X 0 X X X X X 38 0 0 X 0 X X X X X 40 0 0 Xj0 X XjX X X 24 0 0 0 j 0 0 WS j 0 0 X 26 0-0 0 0 0 WS ; 0 0 X 28 0 0 0 0 0 X 0 WS X 30 0 0 0 1 o 0 X 1 0 WS X m 32 0 0 WS 0 0 X 0 X X to 34 0 0 WS 0 0 X 0 X X M: 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 1 X X X 42 0 0 X j 0 X X I X X X 24 0 0 0 1 0 0 JWS1 0 1 0 1 26 0 0 0 0 0_ WS 0 0 1 28 0 0 0 0 0 WS, 0 0- X 030 0 0 WS 0 0 1 0 0 X r o- 32 0 0 WS 0 0 1 `, 0 1 X o' 34 0 0 WS 0 WS X 0 X X 36 0 0 WS 0 WS X 0 X X 38 0 0 WS 0 WS X I X X X 40 0 0 1 0 1 X X X X 24 0 0 1 O j 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 1 28 0 0 0 0 0 WS, 0 0 1 CO 30 0 0 0 0 0 0 X o 32 0 0 0 0 0 X 0 34 0 0 WS 0 0 UWE X 36 0 0 WS 0 0 X X 38 0 0 WS, 0 0 X 0 X X 40 0 0"I 1 I 0 WS X X X X LJ%. 01 V%J1Z3L.-3 o c CS c o m X ' Roof Total Load sf 35 45 55 Joists acin in 16 19.21241 16 19.2 24 16 19.2124 24 0 0 1 0 0 0 0 0 0 1 1 26 0 0 0 0 0 0 0 0 1 X 28 0 0 0 0 0 0 0 0 X 30 0 0 0 0 0 1 0 0 X 0 32 0 0 0 0 0 1 0 0 X c 34 0 0 0 0 0 X 0 1 X co 36 0 0 0 0 0 X 0 1 X 38 0 0 0 0 0 X 0 1 X 40 0 0 1 0 0 X 0 X 1 X 24 0' 0 j 0 0 0 0 1 0 1 0 1 1 26 0 0 1 0 0 0 0 0 0 1 28 O j 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 m 34 0 0 0 0 0 X 0 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( X 24 0 j 0 1 0 1 0 0 0 0 0 0 26 0 0 1 0 1 0 0 0 0 0 0 28 0, 0 0 0 0 0 0 0 0 o 30 0 0 0 0 0 0 0 0 0 H 32 0 0 0 0 0 0 0 0 0 rn 34 0 0 0 0 0 0 0 0 j 1 36 0 0 0 0 1 0 1 0 0 O( 1 38 0 0 0 0 0 0 0 0 1 40 1 o 0 0 0 1 0 1 0 0 1 0 2 24 0 0 0 t 0 1 O 1 0 0 1 0 1. WS 26 0 0 1 0 0 1 0' WS 0 0 WS 28 0 o 0 0 0 WS 0 0 1 Co. 30 0 0 0 0 0 WS 0 WS! X w 32 0 I 0! 0 0 0 WS 0 WS I X 0 34 0 0 WS 0 0 1 0 WS X v 36 0 1 0 1 WS 0 0 X 0 WS X 38 0 0 WS 0 WS X 0 X X 40 0; 0 WS 0 WS X WS X X 42 9 i 0 WS 0 WS X WS X X 24 26 0 0' j 0! 0 0 0 0 0 0 0 WS WS 0- 0 0_ JWS 0 WS 28 0 0 I 0 0 0 WS 0 WSJ 1 w 30 0 i 0 WS 0 0 1 WS 0 WS1 1 a ° r 32 0 1 0 JWS 0 0 jWS 0 WS" 2 34 0 1 0 WS 0 WS! 1 0 WS X 36 0 WS 0 WSJ 1 0 WS I X 38 0 i0o WS 0 WS i -1 WS 1 X 40 0 1 WS 0 WS; 2 WS 1 i X 24 0 0 j 0 1 0 1 0 i 0 1 0 1 0 JWS 26 0' 0 0 0 0 0 0 0 WS za 010i0 0 0 WS 0 0 ws 30 0, 0 0 0 0 WS 0 0 0 32 0 0 0 0 0 WS 0 WSJ 1 0 34 0 0 0 0 WS 0 WS; 1 36 0 0 ,WS 0 OWS 0_ WS' 1 38 40 0 0 WSJ 0 ! WS1 0 o 0 1 WS 1 1 1 1 0 0 1 1 2 2 24 0 0 0 0 0 0 0 0 1 WS 26 0 0 0 0 01 0 0 1 0 S 28 0 0 0 0 0 WS 0 m 30 0 0! 0 0..., 0 WS 0 0_! WS 0 1 o 32 0 0 00 0 0 WS 0 WS i 1 34 0 0 0 0 0 WS 0 WS i 2 m 36 0 T 0WS0 0 WS 0 WS 2 38 0' 0 JWS 0 0 1 0 1 1 2 40 0 0 WS 0 WSj 1 0 1 j 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. Roof Total Load [psf 35 45 55 oEncJoist S acin in CAP_ y o ° 16 119.21241 16 119.21241 16 19.2 24 24 0 0 0 1 0 0 1 0 1 o j o WS 26 0 0 0 0 1 0 1 0 0 1 0 WS 28 0 0 0 i 0 1 0 0 i0 1 0 WS 30 0 0 0 1 0 1 0 WS j 0 1 0 1 32 0 0 0 1 0 1 0 WS 0 1„0 1 0 34 0 0 o j 0 1 0 WS 0 1 0 1 36 0 0 0 0 0 WS 0 WS 2 38 0 0 0 0` 0 1 1 0 WS X d 40 0 0 WS-1 o f o 1 1 0 1 1 X 24 0 0 iD( 0 0 0( 0! 0 0 26 0 0 0 1 0 0 o j 0 0 0 28 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 1 0 0_ 1 0 0 w 32 0 0 0 0 0 0 0 0 0 rn 34 0 o o 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 1 40 1 0 0 0 0 1 0 0 0 0 1 24 0 0 0 0 0 0 t 0 0 WS m 26 28 00 0 0 O 1 O O 0 0 O 1 i WS WS, 0 0 0 1 0 WS- WS 30 32 0 0 0 0I0j0? 0 0 0 0 WS t. 0 0 WS WS 1 Vi0 34 0 0 WS 0 i 0 TWS 0 iWS 1 WS X v 36 0 0 WS 0 1 0 i WS 0 j WS X 38 0 0 WS 1. 0' WS j 1 0 WS X 40 0 0 1 WS i 0 1WS: 1 j WS- WS X 42 0( 0 iWS 0 'WSi X iWS 1 X 24 0 0 00 1 0! 0 1 0 0 j 0 WS 26 0 0 0 0 0' 0 0 0 WS 28 0 0 0 0 0 1 WS 0 0 WS 30 0 1 0 0 o 0 WSi 0 0 WS 0 32 0 010 0 0 WS 0 WS WS 0 34.Y0 0 0WSI 0 WS 1 36 0 0{ WSJ 0 0 WS 0 jWS 1 38 0 0 WS 0 0 :WS 0 jWS 2 40 0 0 IWS! 0 IWSiWS, 0 IWS 1 2 24 26 0 0 0 0 1 0 O j 0 1 0 0 O i 0 0 f 0 0 0 WS WS 00 28 0 0 0 0 1 0 I WS 0 0 p WS m 0 30 32 0 0 0 0 0 0 0 IWS 0 o f-o iWS1 0 0 WS WS 1 m 34 0 0 0 0 0 WS1 0 WS 1 36 0 0 IWSJ 0 0 'WS: 0 IWS 2 38 0 0 WS. 0 0 'WS1 0 ,WS 2 40 1 0 0 WS 0 WS!1 jWS 2 24 0_ 0 0 0! 0' 0 0_1 0 WS 26 0 0 0 0 0-4- 0 I 0 0 WS 28 0 0 0 0 i 0 0 j 0 WS a 30 0 0 0 0 WS 0 1 0 WS m 32 0 0 1 0 0 i 0 WS 0 0 WS too 34 0 0 0, 0 1 WS 0 I WS WS 36 0 0 0 0 0 o WSj 0 !WS 1 WS 40 O 1 0 I WS 0 i 0 Wit O WW 1 24 26 26 0 1 0- 6- 0 1 0 0 0 1 0! o 0 0, 0} 0 0 i 0 0` 0 j 0 0' 0 0 0 0 0 0 0 0 030 0 0 0 0 10 0 01 0 0 N 32 0 0 0 0 0 I 0 0 I 0 0 rn 34 0 0 0 0 0- 0 0! 0 WS 360 0 0 0 1 0 0 0 WS 38 0 )_ 6 00 0` 0 0; 0 0 1 40 0 010101010T0I0 1 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 EW'P - Eastern Specifier Guide - 08.,04/2015 PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI® Joist. Nail to the BCI® Joist with 8d nails at 6" D.C. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with The tables and details on pages 8 and 9 indicate the loading that exceeds the loads s®own type of reinforcements, if any, that are required for load- shall be analyzed with BC CALC 2'-0" Backer l o ck bearing Cantilevers up to a maximum length of 2'-0". software. Cantilevers longer than 2'-O" Cannot be reinforced. These requirements assume a 2'-0" = However, longer cantilevers with lower loads 100 PLF wall load. Additional support may be allowable without reinforcement. Analyze may be required for other loadings, 0 Uplift on back span shall be specific applications with the BC CALC® software. see BC CALC® software. considered in all cantilever designs 3/32" min. plywood/OSB or rimboard closure. Nail with 8d nail into each flange. \ N o.n= Loa.d_.B.ea.r..i ng_Wa 1.1 _Ca,nti leve.r.__Deta i Is BCI® Joists are intended only for applications that Fasten the 2x8 minimum to the BCI® Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI® 90s 2.0 joists. Clinch all nails. BCI®Joist blocking Wood backer blockWoodStructural 2x Closure BCIJoistPanelClosureSeepage6ofEastern2x8minimum Specifier Guide blocking 411— `Drywall Ceiling or Back Span Maximum Wood Structural Panel Soffit 1/3 Back Span Not to exceed 4'-0" 3%" min._.. These details apply to cantilevers with uniform loads only. bearing It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC® software. Minimum 11hTimes Cantilever Length Back Span Maximum 1/3 Back Span not to exceed 4'-0" Stiffener Requiremenas seeweb NOTES Stiffener Small Gap: Nailin Web stiffeners are optional except as noted min., 2" max. 0,... ScheduJe chartWeb below. 2" min. Width Stiffener -: Web stiffeners are always required in hangers 4" max• that do not extend up to support the top flange of the BCI® 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. Clinch Web stiffeners are always required in certain 2" min. roof applications. See Roof Framing Details on 4" max. Tight Fit Web Stiffener page 14. a,..'. .. - required when concentrated load Web stiffeners are always required under exceeds 1000lbs concentrated loads that exceed 1000 pounds. Web stiffeners applied to both Install the web stiffeners snug to the top flange sides of thejoistweb in this situation. Follow the nailing schedule for 74500s For LateralStructural Capacity Restraint Minimum{Min. Thick) in Hanger Width. W. 26H6" 5000S 1.8 W, 3/." 26/16" 6000s 1.8 3/" 25/16' 6500s 1.8 1" or 1 Y." 2'/1e" 60s 2.0 2'h6" 90s 2.0 2x4 lumber (vertical) Intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI® 90s only). For Structural Capacity: Web stiffeners needed to increase the BCI® Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e. g., BCI® 6500s, double''%" panel OK). Web stiffeners may be used to increase allowable reaction values. See 13CI11 Design Properties on page 24 or the BC CALC® software. Section View BCI® Joist Series Joist Depth Bearing Location End Intermediate 4500s 1.8 9'/ 2' 2-8d 2-8d 11% 11 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 5000s 1.8 9'/ 2" 2-8d 2-8d 117/ e' 2-8d 3-8d 14 2-8d 5-8d 6000s 1.8 9'/" 2-8d 2-8d 117/ a 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 6500s 1.8 9% 2' I 2-8d 2-8d 11% 11 2-8d 3_8d 8d 5-8d 16" 2-8d 6-8d 60s 2.0 11Me," 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 9Os 2.0 11%" 3-16d 3-16d 14" 5-16d 5-16d 16" 6-16d 6-16d Boise Cascade EIhP • Eastern Specifier Guide • 03/04/205 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BCI° 4500s 1.8 Series 13/4' Flange Width BCI° 5000s 1.8 Series 2" Flange Width 9'/" BCI® 4500s 1.8 117/" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/`' BCI® 5000s 1.8 11'/8' 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 10 147 168 180 188 190 163 168 180 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 156 158 99 140 150 156 13 71 111 115 138 144 146 79 128 129 138 144 14 57 96 94 123 134 135 64 111 105 128 134 15 47 83 77 107 112 125 126 53 96 86 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 48 74 22 50 67 42 68 23 44 61 24 25 Total Load values are limited by shear, moment, or 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. Boise Cascade FVP • Eastern SWeciner Guide - 08/04;2015 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) u BCI® 6000s 1.8 Series BCI® 6500s 1.8 ,Series 25/16" Flange Width 29/16" Flange Width 91/" BCI® 6000s 1.8 11'/e' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'/" 13CI®65005 1 1.8 I M, BCI® 6500s 1.8 14,, BCI®6500s 18 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 19-2 200 C 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 14 73 129 117 142 148 151 79 137 129 142 148 15 60 112 97 133 138 141 65 124 106 133 138 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 I 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 f 42 72 27 28 29 30 Boise Cascade EWP • Eastern Specifier Guise - 08 04l201 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 1 1 ' • . . BCI® 60s 2.0 Series 25/16" Flange Width MIfff. I P BCI® 90s 2.0 Series 3'/2' Flange Width 11'/a' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11 %s" BCI® 90s 2.0, 141' BCI® 90s 2.0 1611 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 42 78 45 91 61 97 29 41 82 55 94 30 1 50 - 91 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EVdP • Eastern Specifier Guide • 08iO4/20 5 H FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. I Blocking not shown ' 1 for clarity. SAFETY WARNING BCI° Rafters Structural ridge VERSA -LAM® or load -bearing wall required. Blocking or other lateral support required at end supports. RD1- When installing Boise Cascade EWP products with treated wood, use only connectors/ fasteners that are approved for use with the corresponding wood treatment. BCI® Rafter Header Multiple BCI® Rafters may be required. DO NOT ALLOW WORKERS ON BCI® JOISTS UNTIL ALL HANGERS, BCI® SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI° BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x-bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within'% 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 collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or 1x4 Nailer @ Max. 4'-0" o.c. Rafter Strut 2'-6" o.c. or BCI° 4500s) 3'-0" o.c. or BCI° 5000s) Minimum Heel Depth See table at right) Min.6 9rh 11/e'"oi14" BCI® 4500s/5000s/6000s/E Ceiling Joist @ 24" o.c: Maxir 3'A" Minimum Bearing 2x4 Wall) Each End Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2X Blocking _ Maximum Span Lengths Without Roof Loads 9'/" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" 11%" BCI(14500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 & 3 at right) Minimum Heel Depths Joist Depth End Wall 2 x 4 2 x 6 91/x" 21/2' 1 f1' 11%' 31A" 2'/2" 14" 41/2" 311i" 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 . Eastem Specifier Guide • 08/04/2015 Additional roof framing details available with BC FRAMER° software 1 2x beveled plate for slope 1 Rimboard / VERSA -LAM® blocking. greater than'/4/12. Ventilation "V" cut: 1/3 of length,'/2 of depth Rimboard / VERSA -LAM® blocking. Ventilation "V" cut: 1/3 of length, 1/2 of depth 2x4 V blocking Tight fit Flange of BCI® Joists may soffit for lateral be birdsmouth cut only atfor support. I stability. the low end of thejoist. Birdsmouth cut BCI®Joist Simpson VPA or USP TMP connectors or equal can Flange of BCI® Joists may be birdsmouth cut only at I flange must bear fully on web stiffenerbeusedinlieuofbeveledplateforslopesfromthelowendoftheJoist. Birdsmouth cut BCI® Joist 2' 6" max ` plate, 3/12 to 12/12. flange must bear fully on plate, web stiffener required required each side. each side. Bottom flange shall be fully supported. 110d nails Simpson or USP LSTA24 strap , nailing per 1 , Simpson or USP LSTA24 strap where slope 2x4 one side for 135 PLF max. at 6" o.c. governing building code. exceeds 7/12 (straps maybe required for lower 2x6 one side for 240 PLF max. BCI® blocking slopes in high -wind areasg ). Nailin g per governing VERSA -LAM LVL Holes cut building code. support beam. for ventilation. VERSA -LAM* Backer block. 'fo. o LVL support beam. _u Thickness per a, 2 corresponding BCI®series. 2x block BCI° blocking Holes cut ouble-beveled Beveled web stiffener 4'-0" horiz. for ventilation. wood plate. on each side. I Blocking on both sides of ridge may be required for Simpson LSSUI TMU2'-6" horiz. shear transfer per design professional of record. or USP hanger. L Double joist may be i Backer block L required when L exceeds 1 minimum 12" wide). 2'-0" rafter spacing. I JoisNailwithl0-lOd nails max 1 Hanger ggBlocking as required. Nails outrigger 1 through BCI® web. DO NOT bevelcutjoist filler block. Nail beyond inside face of wall, except with 10 -10d nails. for specific conditions in details 2" x outrigger shown on pages 6 and 13 of the Backer block required where top flange notched around BCI® Eastern Specifier Guide. joist hanger load exceeds 250 lbs. top flange. Outrigger Install tight to top flange. spacing no greater End Wall. than 24" on -center. LATERAL SUPPORT BCI® Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers, rimboard, or blocking (VERSA -LAM®, BOISE CASCADE® Rimboard or BCI®Joist). Metal cross bracing or otherx-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. 3%11 is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Referto the building code evaluation report orthe BC CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joist: Rims or closure panel 11/4 inches thick and less: 2- 8d nails, one each in the top and bottom flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI® 6500s/90s rim joist: Toe -nail top flange to rim 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 11/ 2 inches minimum from the end of the BCI® Joist to limit splitting. Sheathing toBCl®joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacingfor minimum lateral stability: 18" for BCI® 4500s and 5000s, 24" for larger BCI® joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into thejoist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series '= t ac er Filler Block'Thickness? 4500s 1.8 w od or'/Two 5%" wood panels or x_ 5000s 1.8 3/4'd ° r'/ e woopanels Two '/," wood panels or 2 x 6000s 1. 8 1'%" ortwo %" wood panels 2x_+1/16" or'h" wood panel 6500s 1. 8 IMa" or two 5/s" woodpanels 2x +Sh" ort/i" wood panel 60s2.0 11/a"ortwo'h" wood anels 2x_+'/,6"or%"wood panel 90s2.0 2x lumber Double 2x lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI® JOISTS FROM THE WEATHER BCI® Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI®Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 11h 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 birdsmouth cut only at the low end support. BCI® Joists with birdsmouth cuts may cantilever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and intermediate supports may not be birdsmouth cut. Boise Cascade E`AP • Eastern Specifier Guide - 08/04 2015 Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psf] [psf] o . o! BCI14500s 1.8 Series BC165000s,'1.8'Series 1'/" Flange Width 2" Flange Width 9Y2' BCI® 4500s 1.8 11'/8' BCI04500s 1.8 14" BCI04500s 1.8 4/12 4/12 8/12 or to to Less; 8/12 ;12/12 16" BCI04500s 1.8 4/12 4/12 8/12 or i to to Less; 8/12 ;12/12 9'/2'. BCI115000s 1:8 11'/" BCI® 5000s 1.8 14" BCI® 5000s 1.8 4/12 or Less 4/12 1 to 1 8/12 8112 j to i12/12 4/12 or Less; 4/12 8/12Itoto 8/12 112/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8112 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non-. 20 10 2310" 22'-6" 20'-10" 28'-T 264" 24'-10" 324' 30'-5" 28'4" 35'-9" 33-8" 31' 3" 4'-10' 23'-5" 21'-9" 29'-7" 2T-11"25'-11' 33'-8" 1 31'-9" 29'-5" Snowy 20 125% j 20 15 20 122'- T 21'- 7 21- 3' 20'- 2 19'- T 18'- T 20- 11" 25- 8" 264" 24- 0 23% 4" 22'- 1" 30 " 291 26- 9" 274" 26- 6" 26- 1" 33- 6" 3T- 4'30'-3 31'- 10" 29'4" 2T- 10" 23 6" 22- 5" 1 22'-1 21'- 0' 20'- 5" 164, 28- 0" 26- 9" 264" 25" 0" 24' 4" 23'- 0" 1 10' 30'- 5" 29'- 11" 28'- 5" 27- 7' 26- 2' 25 I 10 22'-8" 21'-5" 19'-11" 26-11" 26-T 23-8" 30'-2" 29'-0" 26-11" 32'-T 31'-T 29'-10" 23'-7" 22'4" 20'-9" 28'-1" 26-7" 24'-9" 31'-11" 30'-2" 28'-1" 25F15 21' 7" 204' 16-10" 25'-9" 24'-2" 22'-T 28%2" 27-T 25-T 30A" 29'4' 26-T 22'-6" 21'-2" 19'-7" 6'-10' 25'-3" 23'4" 30-4- 28'-8" 26'-7" 12" 3021'- 8" 20'f" 19'-1" 26-9" 24'-5" 22'-9" 28'-3" 2T-9" 26-11" 30'-2" 29'-8" 28'-8" 22'-7" 21'-4" 19'-11' 6'-10' 25'-5" 23'-9" 30'-4" 28'-11" 2T-0" Snow- 3020%9" 19'-7" 18'-2" 24S" 234" 21'-8" 264" 25-11" 24,-7" 28'-5" 27-9" 26-10" 21'-7" 20'-5" 18'-11' 25'-9" 24'4" 22'-7" 28'-6" 27-8" 25'-8" 115% 1 40 i 10 19'$" 18'-11" 1T-10" 23-2" 22'-" 21'-3' 26-3" 24'-11" 24-2" 27-0" 26-8" 26'-1'' 20'-6" 19'-$ 18'-7" 24'-5" 23-5" 22'-2" 27-2" 26-8" 25'-2" 40 15 19'-T 18'4`` 1771" 22 1' 21' 8" 20'4"' 24 1 23'-7" 22AV1 25-8" 2'6-2" 24'6" 20'-2" 19''-1" 1T-10' 2T4' 22'-9" 21'-4' 25' 10' 264" 24'-1" 50 10;.,. 18'-0" 1T-0" 16'-7". 21,2 20'-10' 19'-9" 23=1" 22'=10, 22 5" 24 8 24,4" 24'-0'' 19' 0'' 18'-3 17-3" 22 8 21'-9" 20'-7" 4'-10" 24' 6" 23'=5" 50t 4 15' 17 1f; 17 16'-3" 20-4' 1, 20'- 0" 19,`22..2, 21 9" 21'=3" 23 8" 23' 3' 22-9',' 19 0 18 1! 16'=11 ` 1 10"i 21'=5" 20' 2" 23'-9" 23' 4" 22'-10' Non- 20 10 21'-T' 20'-5" 16-11" 26-9" 24'-3" 22'-0" 29'-3" 2T-7" 25'-7" 31'-5" 30'-7" 28'-4" 22'-6" 21'-3" 19'-8" 6'-10"126 4" 23'-6" 30'-6" 28'-9" 26'-8" Snow: 20 15 20' 6" 19'-3" 1T-9" 24' 4" 22'-11" 21'-1" 2T-2" 26'-0" 24'-0" 29' 0" 28' 2" 26'-7" 21' 4'' 20'-0" 18' 6" 25'-5" 23'-10' 22'-0" 8' it" 2T-1" 25' 0" 125% j 20 20 19'-0" 18'-3" 16'-1O" 23'-3" 2T-9" 20'-0" 25'-4" 24'-5" 22'-9" 2T-1" 2e-2" 24'-11" 20' 4" 19'-0" 17-6" 24'-3" 22'-$" 0'-10' 2T-2" 25'-10' 23'-9" 25 10 20'-6" 19'-T 16-1" 24'-0" 23'-1" 21%6" 26'-1" 26-T' 24'-5" 2T-11" 27'-4" 26'-7" 21'-4" 20'-2" 18'-10' 25'-6" 24'-1" 22'-5" 28'-1" 27'-4" 25'-6" 25 15 19 7 18 5" 17-1" 224" 21'-9' 20'-4" 24'4' 23'-9' 22'-11' 26 0 25-4" 24'-5" 20 5 19'-2' 17 9" 24 0 22'-10"21'-2" 26'-2" 25'-6" 24'-1" oC. 30 10` 19 7 18.7" 17-4" 22'-5 22'-0" 20'-7" 24'-T 24'-0' 23'-5' 26 1 25-8 25'-0" 20 5 19' 4' 18 1" 24 1' 23'-1" 21' 6" 26'-3" 25'-9" 24'-5" Snow; 30 15 18-7" 17-9" 16%6" 21'-1' 20W" 19-7" 234" 22'-T 21'-9' 24'-r' 24-0" 2T-3" 19'-7 18'-6" 17'-2" 27.8" 22'-0" 20'-5" 24'4' 24'-V 23'-3" 115%' 40 ' 10 17-8" 17-1" 16-2" 20-1" 19'4' 19-3" 21'-10" 21'-7" 21'-1" 234' 23-9- 22%7' 18'-7" 1T-10' 16-10' 21'-7" 2Y13 20'-1" 23'-6" 23-2" 22'-8" 40 ; 15:, 1610" 164' 15 19-1" 18" 18'-2° 20'-1,0' 20-5" 19'-10'' 22'-3' 21-10' 21'-3}„' 18'71" 1T 4" 16'-1", 20 6" 20'-1" 19:-3" 22'" 21'-11" 21' 4" 50 10 16-2" 16-10" 15' 0'' 184' 19;= , 1T-9'" 19 11' 19' 9" 19' S" 21-9" 21'-1" 20z- 17'4' 16-6 15'-8" 19.'-0" 19'-5" 18' 8' 21'-5" 21'-2" 20'-10', j 50 .; 15 , 15 6„ 15 3',',. 14 8,;, 1T 7 1T;3" 16,10° 19 2" i18'-10' 18'5'' 20 5 20 1" 19 8'! 16„8.' 16'-4" 15-W 18„1d 18.,6' 18'„1" 20';7" 20', 19'-9" Non-' 20 10 20'4" 19'-2" 7-9" 24'-2" 22'-10" 21'-2" 26-10" 25-11" 24'-1" 26-8" 28'-0" 26%8" 21'-2" 19'-11' 18'-6" 25'-#23 4' 2T-1" 28'-8" 27'-0" 25'-1"Snows 20 15 W-Y 16-1" 16'-8" 22A" 21% ' 19'-10" 24'-9" 24%0" 22'-7" 26'-5" 26-8" 24'-8" 20'-0" 18'-10'17'=4"i 3'- 15" 20'-8" 26'-7" 25'-6" 23'-6"125%1 20 20 18'-4" 1T-2" 15' 9" 21'-" 20' 5" 18'-9" 23'-1" 22' 4' 21'-3" 24'-8" 23'-10" 22'-9" 19'-1" 1T 10' 16'-5" 22'-4" 19'-7" 4'-10'i23'-11" 22'-3" 25 1 10 19'-3" 164" 17-0" 21'-10" 21'-5" 20'-2" 23'-10" 234" 22'-8"r22'-Y 24'-11" 24'-3" 20'-1" 19'-0" 17'-8" 23'-6" 22'-T' 21'-1" 25'-T' 25'-1" 23'-11' 25 15 18'-0" 17'" 16'-0" 29-T 19'-10" 19A" 22'-3" 21'-8" 20A0' 23'-1" 22'-4" 19'-2" 18'-0" 16'-8" 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" 20A" 19'-5" 22-3" 21%11" 214' 23'-5" 22'-10" 19'-2" 18'-2" 16'-11' 27-0" 21'-7" 20'-2" 3'-11" 23'-6" 22'-11' Snowl 30 15 16'-11" 16'-7" 15%6" 19'-3" 18'-9" 19-2" 20'-11" 20'-5" 19'-10" 21'-10" 21'-2" 18'-3" 17'-4" 16'-1" 20'-8" 20'-2" 19'-2" 22'-6" 22'-0" 21'-3115% 40- 10` 16-2! 15'-11" 16-F 18-3" 19-0" 17-8'' 19'-11" 19-8" 19'-3' 21',-0" 20'-7" 17 :4" 16'-9' IF 10' 19'-8" 19'=4" 18' 10' 21'-5" 21'-1" 20'-8" 40 15 164" 16-0" 14%-T 1T-5" 1T-1?' 16'-T' 18',11" 18'-T' 18'-1" 19'-10" 19'-0" 1676" 16-2" 15' 2" 18'-8" 18'4" 1T-10' 20'4" 20'-0" 19'-5" 50 `:_ 10 14 9 14- !" 14 1'; 16' 8, 16 6,' 1 6 2'• 16 2 1641 17 8'' 19 5 19 3" 18 1T 1]5 10 15=6' 14' 8" 17-11" 1T;9' 1T;5" 19 7" 19' 4" 19'-0'' 50 5, i 1141' 13'r1,0" 13-7' 16'-0" 1579" 154' 1T-5" 1T:2" 1679" 18,8' 18'4' 1T-11'' 15.2' 14'-11 4: 14'' lT-4' 16'-11" 16,4" 18;9" 18'-5" 18' 0" Non- . 20 10 18'-10" 17-9" 16-0" 22'-0" 2T-1" 19'-T 24'-0" 23-5" 22'4" 26-7 25-0' 24'-3" 19W" 18'-6" 17'-2" 23'-4" 22'-0" 20'-5" 25'79" 25--0" 2T-3" Snow 20 15 1T-10" i6'-9" 15'-5" 20'-3" 19' 8" 18' 4" 22'-1" 21' S' 20' %" 23'-8" 22'-11" 22'-0" 18'-6" 1T-5" 16'-1" 1'-10' 20'-9" 19'-2" 23'-9" 23--1" 21'4" 125% 20 20 16' 8" 15'-11" 14'-7" 18'-11" 18' 3" 175" 20' 8" 19' 11" 19' 0" 22'-1" 21'-i' 20'-4" 1T-8" 16'-T 15'-3" 20'-4" 19'-8" 18'-2" 22`-2" 21'-5" 20'-5" 25 10 17'- 3" 16'-10" 16-9" 19-6" 19`-2" 18'-7" 21'-3" 20'-10" 29-3" 22'-9" 22'-3" 21'-8" 18'-6" 1 T-7" 16'-4" 21'-0" 20'-7" 19'-6" 2'-10" 22'-5" 21'-9" 25 " 15 16'- 1" 16-7" 14'-10" 19-2" 1T-9" 17-1" 19AT 19'-4" 19-8" 2T-T 20'-8" 19'-11" 17-3" 16'-$" 15'-5" 19'-7" 19'-1" 18'-4" 21'-4" 20'-9" 20'-0" 24" O.C. I 30 10 16'-1" 15'-10" 15'-1" 18'-T 1T-11" 1T6" 19'-11" 19'-T' 19-1" 21'-3" 20'-11" 20'-5" 174" 16-10' 15'-8" 19'-7" 19'-3" 18'-9" 21'-5" 21'-0" 20'-6" Snow! 30 , 15 16.2" 14'-9" 144" 17-2" 16-9" 16-3" 18'-9" 18'-3" 1T-8' 20'-0" 19'-6" 18A1" 16-3" 15'-11"14'=11' 18'-5" 18'-0" 1T-5" 20'-1" 19'-8" 19'-0" 115% 40 ' 10 14'-5 14 2" 13 11" 16-0 16-1" 15-9'' 1T 10 1T T' 1T-2'', 19-0 1979" 18'-5" 15-0 15 3' 14=7'" 17 7" 1T4" 16-11' 19-2" 18'-10 18'-6" 40 15` 13 8 13 5" 13 1'° 15 6 15-3" 14 10" 16 11 16 T' 16 2" 18 1 17-9'' 17-3"' 14 9' 14'-5' 14-0" 16 8 16' 4' 15'-11' 18 2 17-10 174" 1 50 : 10 °. 13 2 134" 12 T 14AV 14 9" 14-6" 164 16 1'„ 15 9'' 174 171. 16 10" 14 2 13 11 13 7' 16-0' 16-10 15 Z" 17 5 17 2 16-7" 50 15,- 12 7 12 4" 12-1 14'3' 14'-0''' 2i 9'=: 15 7 15 49 14 11" 16.6 16 0" 15 3" 13 6 13-0! 13,-0a 1 5. 4' 14'=11 14'=3" 16 2" 15'-8' 14'-11' Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. 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. Boise Cascade EWP • Eastern Specifier Guide • 08,`04/201 Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psf] [psq T. BCI® 6000s 1.8 Series 25/16" Flange Width 4/12 4/12 8/12 or to 1 to Less 8/12 12/12 s 6000S 1.8 _._._. 4/12 4/12 8/12 or to to Less 8/12 12/12 BCI®_6000s 1.8 j 4/12 4/12 8/12 or to 1 to Less 8/12 12/12 I BCI®6090s_ 1.8_____._. 1 4/12 4/12 8/12 i or to to j Less 8/12 12/12 Non- 20 10 26-0" 24'-6" 22'-9" 30'-11" 29'-2" 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" 25'-4" 33-3" 31'-3" 28'-10" 36'-9" 34'-6" 31'-10" 1251/6 20 j 20 23'-6" 22--0" 20'-2" 27'-11" 26'-1" 24'-0" 31'-9" 29'-9" 2T-4" 35'-1" 32'-10" 30'-2" 25 10 24'-8" 23-4" 21'-8" 29'-4" 27'-9" 25'-10" 33'4" 31'-6" 29'-4" 36-10" 34'-10" 32'-5" 25 15 23'-6" 22'4" 20'-6" 28--0" 264" 24'-5" 31'-10" 29'-11" 27'-9" 34'-11" 33'-1" 30'-8" 12" o.c. 30 10 23'-7" 22'4" 20'-10" 28'-0" 26-7" 24'4" 31'-11" 30'-2" 2T-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'-6" 24'-6" 23'-1" 29'-0"' 27-10" 26'4" 31'4" 30'-9" 29'-0" 40 15 21'-1" 20'-0" 18'-7" 25-1" ' 23'4" 22'-2" 2T-11" 2T-1" 25'-2" 29'-10" 29'-3'1 27-10" 50 10 19"0.- 19'-1" 18'-1" 23'-7" 22'-8" 21'-6" 26-9" 25-9" ' 24'-6" ' 284' 28'-3" 2T-1" 50 1 15 19' 1,0" 18'-11" 23 7" . `: 22';6" t ,, 21'-0" 25'-8":,, 25'-3' ,,. 23•-11". 2T-Y 27-V,'. Non- 20 10 23'-6" 22'-2" 20'-T' 28'-0" 26'-5" 24'-6" 31'-10" 30'-0" 27-10" 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" 29'4" 2T-5" 25 10 22'-4" 1" 19'-8" 26'-7" 25'-1" 23'-5" 30'-3" 28'-7" 26'-7" 32'-5" 31'-7" 29'-5" 25 15 21'4" 18'-7" 25'4" 23'-10" 22'-1 28'-3" 27'-2" 25'-2" 30'-3" 29'-5" 27'-9" 16" o.c. 30 10 21'-4" E2 O'- TAT 25'-5" 24'-1" 22'-5" 28'4" 2T-4" 25'-6" 30'-4" 29'-9" 28'-3" Snow 30 15 20'-6" 19' 4" 17'-11" 24'4" 23'-0" 21'4" 26-8" 26'-0" 24'-3" 28'4" 27'-10" 26-10" 115% 40 10 19'-5" 18W" 17-7" 23'-1" 22'-2" 20'-11" 25-5' 26-0" 23-10" 27'-2" 2679" 26-2" ` 40 15 19'-1" 18'-V 16-10" 22'-2" 21'-6" 20'-1" 24'4" 23-8" 22'-10" 25'-10" 264" 1 24'4" 50jLI10 18',-0" 17'4 16' 4"` : 21'-3" 20=6 19'-6" 23'-2" 22'-11" 22;-2" 24'-9" 24--6"1 24'-1" 505 1T-11" 1T-1" 16'-0" 20'4" _ 20'-0" 19'-0" 22'-2" ` 21'-10" 214' 23'-9" 23' " 22--10" . Non- 01022'-1" 20'-10" 19'-4" 26'-3" 24'-10" 23'-0"29'-11" 28'-3" 26'-2" 33'-1" 31'-2" 28'-11" Snow15r2o 20'-11" 19'-8" 18'-2" 24'-11" 23'-5" 21'-7" 28'-4" 26'-7" 24'-7" 30'-8" 29'-5" 2T-2" 125%0 20 19'-11" 18'-8" 1T-2" 23-9" 22'-3" 20'-5" 26-10" 254' 23'-3" 28'-8" 2T-8" 25'-9" 25 10 21'-0" 19'-10" 18'-6" 24'-11" 23'-7" 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" 20'4" 25-9" 25'-1" 23-7" 27'-7" 26-10" 25'-11" 1 O.C. 30 10 20'-1" 19'-0" 17' -9" 23-9" 22'-7" 21'-1" 25'-10" 25'-5" 24'-0" 27'4- 2T-2" 26-6" Snow 30 15 19'-3" 18'4" TAT 22'-4" 21'-7" 20'-0" 24'-4" 23-9" 22'-10" 26--0" 25'-5" 24'-7" 115% 40 10 18'-3" 17-6" 16-6" 21'-3" 20'-10 19'-8" 2T-2" 22'-10" 22'4" 24'-0" 24'-5" 23-11" 40 15 1T710" j 17-0-"` 15'-10" 20'-2" 19'-10" 18'-10" 22'-0'" 21'-7" 21.'-0" 23'-6" 23'-1 22'4" 50 10 16',10" 16' 2" 15'-4" 1;9' 5" 19'-2" 18'-3" 21'-V 20'-10" ` 20'-6" 22'-T' 22'-4" 21'-11" 50 15 16=4" 16-1" 15'-0" 18'-7" 18-3" 20-Y" 19'-11" . 19`-5" 21'-8" 21-3":' 20'-W---.' Non- 20 10 20'-6" 19'-4" 17'-11" 24'-4" 23'-0" 21'-4" 27'-9" 26'-2" 24'-3" 29'-9" 28'-11" 26'-10" Snow 20 15 19'-4" 18'-2" TAT 23'-0" 21'-8" 20--0" 25-4- 24'-8" 22'-9" 2T-5" 26'-7" 25'-2" 125% 20 20 18'-6" 17'-3" 15'-11" 22'-0"' 20'-7" 18'-11" 2S-11" 23'-1" 21'-7" 25'-7" 24'-9" 23'-7" 25 10 19'-5" 18'4" 17-1" 22'-8" 21'-10" 20'-4" 24'4" 24'-2" 23'-2" 26-5" 25'-10" 25'-2" 25 15 18'-6" 17'-5" 16'-2" 21'-2" 20'-7" 19'-3" 23--0" 22'-5" 21'-8" 24'-8" 24--0" 23'-2" 24° O.C. 30 10 18'-7" 17'-7" 16-5" 21'-2" 20'-10" 19'-6" 23-1" 22'-8" 22'-2" 24'-9" 24'-3" 23'-8" Snow 30 15 1T-7" 16'-9" 15'-T: 19-11 19'-6" 18'-7" 21'-9" 21'-3" 20'-6" 2T-3" 22'4" 21'-11" 115% 40 10 16-9" 16'-2+' 15'-3" 19'4" 18'-8" 18'-2" 20'-8" 20'4" 20--0" 22'-1" 21'-9" 21'4" 40 50 15 10- 15 11" 15.=3" 15 7" 14 11" 14'-8 14'-3" 18.4. 17'4" ,. 17-8" 1771 17-2" 16-10" 19'-8" 18-10' 19'-3" 18'-8" A 18'-91, 18'-4" 21 0' 19'-10" 20-7" 19'-8" 50 ,. 15 ... 14W 14'-4",: 13-11" 16-7" ., 16,4" 15'711" f7'4"•", 16'-6" ..;; 18.3" Boise Cascade EVVP • Eastern Spedfier Guide " CM4/2015 Maximum clear span in feet and inches, based on horizontal spans. BCI®6500s 1 8 Series n $, 29%16 Flarige 1Nidth 9'/i` BCI® 6500s,'1.8 11Y8' BCI® 6500s_ 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Live Load psf] Dead Load psf] 4/12 4/162 or to, Less 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 j to 12/12 4/12 or, Less 4/12 to 8/12 8'/12 to 12/12 4/12 or Less I 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'-1" 31'-8" 40'-0" 37'-8" 35'-0" Snow 20 15 25'-5" 23' 10" 22'-0" 30'-2" 28'-4" 26-1" 34'-3" 32'-2" 29'-8" 37'-10" 35-7" 32'-10" 125% 20 20 24'-3" i 22'-8" 20'-10" 28'-9" 26-11" 24'-9" 32'-8" 30'-7" 28'-2" 36'-1" 33'-10" 31'-1" 25 10 25'-5" 1 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" F 34'-1" 31'-7" 12" O.C. 30 10' 24'-4" 23'-0" 21'-6" 28'-11" 27'-4" 25-6" 32'-10" 31'-1"' 29'-0" 36'-3" 34'-4" 32'-1•' Snow 30 i 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" 1 40 1.5 21'-9" :{ 20'77" . 19'-3' 25'-11" 24'-6" 22'-10" 29'75" 27'-10" 25'-11" 31'-5" 30'-9" 28'-8" 50 `:, 10; " 20.'-6" 19 -8" a 18' 8" 24'-4". 23' 4" = 22 2 27 -8" 26 T? ` 25'-2' ` 30" 29 -4" 27'-10" 50_1_ 15,;' 20 6'.,'.;. 19'.=6'' 18-3'::. 24'-4 ....23' 2" 21. 8" 2T-0:'r 26 4"„: 24;'-8' :; 28'.<11". 28'-5" 27'-3''. Non- 20 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" Snow 20 15 23' 0" ! 21'-7" 19'-11" 27'-4" 25'-8" 23'-8" 31'-1" 29'-2" 26-11" 34'-4" 32'-3" 29'-9" 125% 20 20 21'-11" ( 20' 6" 18' 11" 26' 1" 24'-5" 22'-5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 10 23'-1" 21'-10" 20'-4" 27'-5" 25'-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-1" 1 32 6' 30'-3" 25 15 22'-0" j 20'-8" 19'-2" 26'-1" 24'-7" 22'-9" 29'-8" 27'-11" 25'-11" 31'-10" 30'-11" 28'-7" o.c. 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, 1 10 .: 20 0 19'-3" 18'-2" 23'-loll, 22'-10" " 21 7 ' 26'-9;' 26 0 . 24'-6" 28'77" 28'-2" 27 -1". 40 -, 15 19'4' 18'-8" 17'-5" 23'-4" 11 22'-2" 20'-8" 25'-5" 24'-11" 23'-6" 27'-2" 26'-8" 25'-11" 50 10 : 18 6 17 9'' 16 11' 22'-1 21'-2 20 1 24 5'_. 24 1 22 10 26'. 1 ' 25' 9" 25'-3" 50 = i 15 °" 18 -6 ' 1- 17.8" 16 6" 21'-5 , 21' 0 19 , 8 23 -5' 23 0",` 22'-4' 25' 0 ' 24'-7" 24 -0" Non- i 20 10 22'-10" 21'-6" 20'-0" 27'-1" 25'-7" 23'-9" 30'-10" 29'-1" 27'-0" 34'-0" 32'-1" 29'-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-1" 22'-3" 29'-2" 27'-5" 25 4" 32'-3" 30'-3" 27'-11" 125%i 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" 1 25 10 21'-8" i 20'-6" 1914" 25'-9" 24'-4" 22'-8" 29'-1" 27'-8" 25'-9" 31'-1" 30'-6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-1" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0" 28'-3" 26'-11" c. O.C. 1 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'-9" 25'-11" 115%' 40 10 18'-10" _ 18' 1" 17'-1'' 22'-4" 21s'-5" ' 20'-3" 24'-4" 24'-0"' 23'-0" 26'71" 25'-8" 25'-2" 40 15= 18 6 1 17 6" 16 4` 2.1'-3 20'-1oll 19 5" 23 2''' 22-9" 22 V 24'-9' 24' 4" 50 j 50 10 18:' 17 5 (: 16 8" 17,,.3 16 7"• 15 10 .' 15 6„a 20'-5 T9' 7 ,. 19 =.10 19`,-3 18 10 18 5 22 3 ' 21 4,'° 22 0 21 0 : ' 21 5" 20;-6' 23 -9 22 =10 23' 6 ' 22' 2' 23 1" 21 -2" Non- 20 10 21'-1" 19'-11" 18'-6" 25-1" 23'-8" 22'-0" 28'-6" 26-11" 25'-0" 31'-4" 29'-9" 27'-7" Snow i 20 15 20'-0" 18'-9" 17'-4" 23'-9" 22'-4" 20'-7" 27'-0" 25'-5" 23'-5" 28'-11" 28'-0" 25'-11" 125% 20 20 19'-1" 1 17'-10" 16'-5" 22'-8" 21'-3" 19'-6" 25'-3" 24'-2" 22'-2" 26-11" 26'-0" 24'-6" i 25 1 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" 2424O.0 30 10 19'-2" 18'-2" A6'-11" 22'-4" 21'-7" 20'-1" 24'-4" 23'-11" 2,Z-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'-1" 115% 40',J 10' 1T-5" - 16'-8.' 16-0" 20'-0" 19'`8 '`. 18 9" 21"9."' 21'-5" 21;-0" 23'-3" 22'41" 22'-Y 40 . 15 16'-9" 1 16'-2" 16-1 1,9'-0" 18`-7" 18'-0" 20'-8"' 20 4", 191-3" 21 `-7" 20'-9" 19'-8" 5500 ;10 16 1 15 5 `'`' 14 8 ' 18' 3 1$'=0 17 5 19 6'' " 19 0 '. 18'-5" ` 19'-10 ' 19' S'' 18 9"' 5' 0_ . 15: 15 5 ., 15`2" 14 4 17'-3 16'-8 15 11' 17 11" 17 4'.; 16'-6" 18' 3 17'-8" 16 10'` Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. 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. Boise Cascade EWP - Easte n Specifier Guide • 08.!04!2015 Maximum clear span in feet and inches, based on horizontal spans. BCI® 60s 2.0 Series 25/16" Flange Width 11'/8' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI®60s 2.0 BCI®90s 2.0 Series 3'/Flange Width ll%" BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Live Load psf] Dead Load psf] 4/12 or Less 4/12 to 8112 8/12 to 12/12 4/12 or Less 1 4/12 to 8/12 1 8/12 to j 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 8/12 to to 8/12 12/12 4/12 or Less T 4/12 I to 1 8/12 8/12 to 12/12 4/12 or Less 14/12 I 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" 3T-7" 39'4"I36'-10' 34'-2" 44'-3" 41'-9" 1 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" 3T-0" 34' 9" 32' 1" 41'-11" 39'-4" 36' 4" 46' S" 43' 7" 40' 3" 125% 20 I 20 30'-10" 28'-10" 26'-6" 35'-1" 32'-10" 30'-2" 38'-10" 36'-4" 3T-5" 35'-3" 33'-0" 1 30'-4" 39'-11" 37'-5" 34'-5" 1 44'-3" 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'-11" 35'-4" 33'-3" 30'-10' 40'-1" 37'-9" 34'-11" 44'-4" 41'4" 38'4" 12 O.C. 30 10 31'-0" 29'-4" 27'-4" 35'-3" 33'4" 31'-1" 39'4" 36-11" 34'-5" 35'-5" 1 33'-7" I, 31'-4" 40'-2" 38'-0" 35'-6" 44'-6" 42'-1" 39'-4" Snow 30 15 29'-8" 28'-0" 26'4" 33'-9" 31'-10" 29'-7" 3T-5" 35'-3" 32'4" 34'4" 32'-1" f 29'-9" 38'-6" 364" 33'-9" 42'-8" 40'-3" 37'-4" 115% 40 10 ^ 28'-2' 2T-0" 25'-6" 32'-l" 30'4" 29'-0" 35'-6" 34'-1" 32'_2" 32'-3" 30'-11"i'29'-2" 36-6" 36-0" 3T-1" 40'-6" 38'-10'' 36'-8" 40 15 : 2T-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'-9" 39'-10"` 37'-9" 35'-2". 50 10 26'-1" 25-0" 23'-9 29'-8" 28'-6" 2T-O" 32' 11 ' 31'-6 29'=11" 29 10"F28'-8" 2' 33'-10" 32'-5" 30'-10" 7T-6"i35'-11" 34'-2" 50 15 . 26'-V 24'-10" 2T-3" 29'-8" 28'-3" 26'-5" 32'-11" 31'-4" 29'-3" 29'-10"1 28'-5"1 26'-7' 33'-10" 32'4" 30.'-1" 37'76"; 35'-8"' 33'-5" Non- 20 10 30' 11" 29'_2" 27' 1" 35'_2" 33'-2" 30'-9" 38'-11" 36'-9" 34'-1" 35'-4" 33'-4„ 31'-0" 40'-1" 37'-10" 35'-1" 44,-5" j 41'-11" 38'-11" Snow 20 15 29'-3" 2T-6" 25-5" 33'-4" 31'-3" 28'-10" 36'-11" 34'-8" 32'-0" 3T-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" 2T-4" 35-2" 32'-11" 30'-4" 31AV 29'-11"1 27'-6" 36'-2" 33'-11" 31'-2" 40'-1" 37'-7" 34'-7" 25 10 29'-4" 2T-9" 25'-10" 33'-5" 31'-7" 29'-5" 37'4" 34'-11" 32'-7" 33--7" 31'-9" 1 29'-7" 38'-1" 36'-0" 33'-6" 42'-2" 139'-10" 3T-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" 12T-11" 36'-T 34'-2" 31'-8" 40'-2" i37'-10" 35'-1" 16 O.C. 30 10 28'-1" 26'-7" 24'-10" 31'-11" 30'-3" 28'-2" 35'-4" 33'4" 31'-3" 32'-1" 30'-5"' 28'-4"' 36'-4" 34'-5" 32'-2" 40'-3"; 38'-2" 35'-8" Snow 30 15 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10" 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10" 32'-11" 30'-7" 38'-7" j 36'-5" 3TAY 115% 40 10 25'-6" 24 6" 23'-1 29 -0" 2T-10' 26 -4`<', 32 2" 30'-10 29 -2" 29'-2" 28 0" j 26-5 ' 33'-1' 31'-9" 30--0" 36 8 ' 35'-2 ' 33'4" 40 15 25'-1"' 23 -9" 22'-2 ' 28'-7" 27'-1" 25'-3" 31-8" 30'-0 ' 27"-11'' 28' 9" 27 -2" . 25'-4 ' 32'-T' 30'-10" 28'-9" 36 -1 i 34'-2 ' 31'-10" 50 I 10 23' T' 22'-8" 21'-6" 26'-10'" 25'-9" 24'-6" 29-9" 28'-7" 27'-1" 27'-0" 25 1t"1 24' 7 3T! 7" 2T-'5" 2T-11" 33 11";'32W.";30'-11" 50 15 2T-T'' 22'-6" 21'70' 26'=10' 25'-7" 23'-11" 28'-7" 27'-8" 26'-5" 27-4-125-9''; 24'-1"' 30'-7" 29'-2" 2T-3" 33'-11"1 32'4'1 30'-3"- Non- 20 10 29'-1" 2T-5" 25'-5" 33'-0" 31'-2" 28'-11" 36'-7" 34'-6" 32'-0" 33'-3"' 31'4" 29'-1" 3T-8" 35-6" 33'-0" 41'-8" 1 39'4" 36'-7" Snowl 20 15 2T-6" 25--10" 2T-10" 31'-3" 29'-5" 27'-1" 34'-8" 32'-7" 30'-1" 31'-5" 29'-7"; 27'4" 35-8" 33'-6" 30'-11" 39' 6" 37'-1" 34'-3" 125% 20 20 26'-3" 24'-7" 22'-7" 29'-10" 2T-11" 25'-8" 33'-0" 30'-11" 28'-6" 30'-0" 1 28'-1" 25'-10' 34'-0" 31'-10" 3" 29' 37'-8" 35'-3" 32'-5" 25 1 10 2T-7" 26'-1" 24'-3" 31'4" 29'-8" 2T-7" 34'-9" 32'-10" 30W" 31'-6" 129'-10"' 2T-9" 35'-9" 33'-10" 31'-6" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24'-9" 22'-11" 29'-11" 28'-2" 26'-1" 33'-1" 31'-2" 28'-11" 30'-1" 28'-4": 26'-3" 34'-1" 32'-1" 29'-9" 3T-9" 35'-T' 32'-11" 19.2 O.C. 30 10 264" 25'-0" 23'-4" 30-4- 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'-9" 27'-1" 25'-2" 31'-10" 30'-0" 27'-11" 28'-10" 27'-3"125'4" 32'4" 30'-11" 28'-8" 36'-3"I 34'-3" 31'-10" 115% 40 10 24'-0" 2T-0" 2V-9" 27'-3" 26' 2" 24'-8" 2430'-2" 29'-0" 27'-4" 27'-5" 126'-Y 124'-10" 31'-0" 29 A T28'-2" 34'-5" 33'-0" 31'-2" 40 15 2T-7" 227-4" 207-10" 26'-10' 25'-5" 23'-8'' 28'-1" 27'-0" 25'-7" 26'-11"-25'-6" j23'-10" 30'-7" 28'-11" 2T-0'" 3T-10":32'-1 29'-11" 50 10 22'-2'° 21'-3" 20'-3" 25-3"' 24'-2" 23'-0" 25'-10" 25'-3" 24'-5" 2,64' j 24'-4" 2T-1'' 28'-8'' 27'-7" 26'-2" 31.'-10" 30'-7 29 -1," 15 22'-2" 21'-2" 19'-9" 2TA" 23'-0" 21 11.' 23 9 , 23 =0 ' 21'=11" 25 4' 1<24 -2" i-22'-7" 28'-8.' 27r5" 25 7"' 29'-8" r28'-8. _.I 2T-5'' Non- 20 10 26'-11 25'-5" 2T-7" 30'-7" 28'-10" 26'-10' 33'-11" 32'-0" 29'-8" 30'4' 1 29'-0"; 2T-0" 34'-10" 32'-11" 30'-7" 38'-7" j 36'-5" 33'-10" Snow 20 15 25'-6" 23'-11" 22'-1" 28'-11" 27'-2" 25'-2" 32'-1" 30'-2" 27'-10' 29'-1"' 2T-4" 25'-3" 33'-0" 31'-0" 28'-8" 36'-7" 134'-4" 31'-9" 125% 20 20 24'-3" 22'-9" 20'-11" 2T-7" 25'-10" 23'-10" 30'-7" 28'-8" 26'-4" 2T-9" i 26'-0" j 23'-11" 31'-5" 29'-6" 2T-1" 34'-10' j 32'-8" 30'-1" 25 10 25'-6" 24'-2" 22'4" 29'4" 27'-6" 25'-7" 32'-2" 30'-5" 28'-4" 29'-2" 2T-7" 25'4" 33'-1" 31'-4" 29'-2" 36'-8" 34'-8" 32'4" 25 15 24'-4" 22'-11" 21'-3" 2T-8" 26'-1" 24'-2" 30'-8" 28'-11" 26-9" 2T-10" 26'-3" 24'4" 31'-6" 29'-9" 27.4. 34'-11" 32--11" 30'-6" 24" O. C. 30 10 24'-5" 2T-1" 21'-7" 2T-9" 26'-3" 24'-6" 30'-9" 29'-1" 2T-2" 2T-11" 26'-5" 24'-8"' 31'-7" 29'-11" 28'-0" 35'-0" 33'-2" 31'4" Snow 30 15 23'-4" 22'-1" 20'-6" 26-7" 25'4' 23'4" 2T-4" 26'-1" 24'-5" 26'-9" 25'-3" 23'-5" 30'-3" 28'-7" 26'-7" 33'-7" 31'-8" 29'-5" 115% 40 10 : 22'-2" 21'-3" 20'-1" 24'-9" 24'-1" 22'-10' 24'-9" 24'-1" 2T-1" 25'-4" 24'-4" 23'-0" 28'-8" 27'.-7" 26'-1" 30-11"'36,4' 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 2T-9' 26 -8" 25 0" 28 0 26'-11"I25 6" 50 10 20 6`.' 19 8 18'-9 20'-8" 20-Z' 19-6" i20' 8 20'-2 19'-6" 23-5" 22 6', 21'-5 25'-7' 24?11" 24=1" 25 9 25'-2 24' 50 15 19'-0'' 18'-4" 1T=6" 19'-0" 18'-4" 1 T-6": 19' 0" 18'-4 17 r 6" 23'-4 - 22-4- j 20- 11" 23'.-6" 22'=9" 21'-8" 23'-8" j 22'-11 ", 21'-10" Boise Cascade EWF - Eastern Specifier Guide • 03104/2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 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° 4500s 1.8- Series 1 %" Flange Width 9'/2' BC10 4500s 1.8 11 Ma" BCI® 4500s 1.8 14" BCI® 4500s 1- 8 . 16" BCI® 4500s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect: Total Load Deflect. Span Length Non- Snow , Snow 1150/,1 125% L/240 Snow 115% Non- I Snow 125% L/240 Snow 115%0 Non- Snow ! 125% 1 L/240 Snow 115% Non - Snow 125% L/240 6 315 1 343 338 367 353 383 356 387 7 270 294 289 315 302 329 , - 305 332 8 286 257 253 j 275 264 287 - 267 290 9 210 228 225 245 235 255 - 237 258 10 189_ 205 202 I 220 211 230 j - 214 232 11 172 187 184 200 192 209 - 194 211 j - 12 147 j 160 169 i 183 176 191 % - 178 193 13 125 136 156 j 169 I - 162 177 - 164 179 14 108 j 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 j - 17 73 80 61- 94 102 111 121 - 125 136 18 65 [ 67 51 84 j 91 99 108 - 113 123 19 58 58 44 T 82 73 89 i 97 - 102 111 20 49 49 38 68 j 74 j 63 80` 87 (' - 92 100 21 43 I 43 33 61 67 54 73 79 - 83 90 22 j 56 61 I 47 66 72 ! - 76 82 ( 23 I 51 54 42 61 66 f - 69 75 24 47 j 48 37 56` 60 54 64 69 25 43 j 43 32 51 56 L 48 59 64 26 47, 511 42 54 59 27 i j 44 48 38 50 54 28 41`_ 44 L 34 '" 47 51 46 29 43 47 41 30 I 40 44 37 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 . 08104%2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) rA 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® 5000s 1.8 Series 2" Flange Width 9'/2" BCI® 5000s 1.8 11Ys" BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load i Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non -Snow 125% U240 Snow 115% Non -Snow 125% L/240 Snow 115% I Non -Snow I 125% j U240 6 315 343 338 367 353 383 7 270 294 289 315 302 329 I - 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 I - 15 109 118 98 135 147 141 153 16 95 104 81 122 133 132 143 I - 17 85 89 68 108 118 124 135 I - 18 75 76 58 96 105 114 124 19 65 65 49 94 82 103 j 112 20 56 56 42 87 78 85 71 93 101 21 48 48 37 71 77 61 84 j 91 22 42 42 32 64 70 54 76 83 I. 23 59 62 47 70 76 I 68 24 54 54 41 64 70 60 25 48 ( 48 37 59 I 64 5] 8] 26 43 43 33 55 59 I 4 27 51 55 4 28 I I 47 —} 50 3 Boise Cascade EI,'VP • Easter:, Specifier Guide - 08104,2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 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/." BCI® 6000s 1.8 14" BCI® 6000s 1.8 - 16" BCI® 6000s 1.8 TotaF Load Deflect. Total Load Deflect. Total Load ; Deflect. Total Load Deflect. Span Length Non- Snow j Snow 115% 125% L/240 Non- Snow Snow 115% 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non - Snow 125% L/240 6 360 1 392 . 375 408 390 424 j - 398 432 7 309 j 336 322 j 350 I. - 334 364 - 341 371 8 270 294 281 i 306 293 318 - 298 324 9 240 261 250 272 260 283 - 265 288 10 216 I 235 225 245 234 254 - 238 259 11 196 213 204 222 213 231 - 217 236 12 180 ! 196 187 204 195 I 212 - 199 216 13 166 180 I - ' 173 188 180 196 - 183 199 I - 14 146 I 1'58 `. 135 161 175 167 182 ( - 170 185 15 126 137 111 150 1 163 156 169 [ - 159 173 16 111 121 92 140 153 146 159 ! - 149 162 17 98 1 1'01 I 78 126 137 137 149 - 140 152 18 86 86 I 66 112 1 122 108 130 141 - 132 144 19 74 74 56 101 110 j 92 120 130 'I - 125 136 20 63 63 48 91 99 80 108 117 - 119 129 21 55 55 42 83 I 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 61 61 47 75' 81 68 86 93 25 54 54 I 42 69` ( 75 I' 61 79 86 26 49 49 1 37 64. 11 69 54 73 79 27 43 I 43 1 33 59 63 48 67 73 1 65 28 i 55, 57 I 44 63 68 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. 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 EVVP • E.astem Specifier Guide • 08104 2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 21 Use of these tables should be limited to roof slopes of 31/z" per foot or less. For steeper slopes, see pages 15-18. BCI° 6500s 1.8 Series 29/16" Flange Width 9%2' BCI® 6500s 1.8 11'/" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load Deflect, Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L1240 Snow 115% Non- Snow 125% L/240 Snow 115% Non - Snow 1251/10 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 1 147 161 175 167 182 170 185 15 140 152 121 150 163 1 - 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 66 52 31 46 46 35 60 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 47 47 36 35 43 43 33 Boise Cascade EV1P • Eastern Specifier wide • 05/04;2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3%' per foot or less. For steeper slopes, see pages 15-18. BCI8-60s 2.0 Series 25/1611 Flange Width BCI®90s 2.0 Series 3'/z l Flange Width 11W BCI®60s 2.0 14" BC1®60s 2.0 16" BCI®60s 2.0 11'/a' BW 90s 2.0 14' BCI®90s 2.0 16" BCI®90s 2.0 Tot I Load Defiect. Total Load IDefiect. Tot Deflect, Total Lm 6'fiect. tal Load iDefiect- efliect Span Length Snow o Non- Snow 0' 11240 Snow H0 Non- iSnow i5 0 Snow 0 Non- Snow 11 0 Snow 0 l Non- Snow 12.5a Snow 0 Non- Snow 0 Snow 0 Non - Snow 0 6 413 449 413 449 413 449 507 551 510 555 514 559 7 354 385 354 385 354 385 434 412 437 476 441 479 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 u - 11 225 245 225 245 225 245 276 360 278 302 280 305 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 1,03, 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 1 104 118 129 27 58 58— 44 85 85, 65 91 99 87. 86 86 65. 113 123T 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 ' 613 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 96 161 77 33 47 47 36 63 63 48 48 4-8 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 1 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. 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 EVVP - Eastern Specifier wide • 05/04/2015 BCIID Joist Series DepthP inches] Weight9 plf] Moment ft-Ibs] El x 106 lb-inz] K x 106 Ibs] Shear Ibs] End Reactiorillbs] Intermediate Reaction [Ibs] 1'/" Bearing 3'/"Bearing 3Y Beanng -- Bearing No WSi'1 'IWSi2i No WSi'1^ WSi2iNoWS'1 WSi2i No WSi' WSizi 9'/2 2.1 2360 155 5 1475 950 1125 1125 ; 1275 2100 2350 j 2525 2750 4500s 117/a 2.4 3025 260 6 1625 950 1425 1425 i 1475 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 j 1975 2400 3200 2525 3350 9'/2 2.3 2725 175 5 1475 950 1125 1125 j 1275 2100 ! 2350 j 2525 2750 5000s 11Ys 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 j 2525 3000 1.8 14 2.9 4130 430 5 950 1525 1475 1725 2350 ! 3050 1 2525 3200 16 3.1 4715 580 75 950 1625 1500 i 1975 2400 3200 ! 2525 3350 9'/2 2.5 3165 200 75 1175 1375 1375 1425 2400 2650 2700 2750 6000s 1171, 2.8 4060 335 75 1175 1425 1425 11475 2500 ' 2850 ; 2900 3000 1.8 14 3.1 4815 490 25 1175 1525 1525 1725 2600 3150 2925 3200 16 3.3 5495 6.60 75 1175 1625 1550 j 1975 2650 3350 2950 3350 9'/2 2.7 3505 220 75 1175 1375 1375 1425 2400 2650 2700 2750 6500s 11'/8 3.0 4495 365 75 71675 1175 1425 1425 1475 2500 2850 2900 3000 1.8 14 3.3 5330 535 25 1175 1525 1525 1725 2600 3150 2925 3200 16 3.5 6085 720 75 1175 1625 1550 1975 2650 3350 j 2950 3350 11% 3.2 6235 450 75 1175 1425 1425 i 1475 2750 2850 3200 3250 60s 2.0 14 3.5 7440 660 25 1175 1525 1525 1725 2750 :' 3450 j 3200 3650 16 3.8 8520 895 5 1175 1625 1550 j 1975 2750 3650 3200 3750 11% 4.3 9550 675 0 1425 1850 1800 ! 1950 3375 3700 j 4000 4350 ZO 14 4.6 11390 980 50 1450 1950 1850 2150 3400 3850 4100 4450 16 4.9 13050 1330 9 2550 1475 2150 1900 2350 3425 4000 4200 4650 NU I E6: 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 CC ESR 1336 (IBC, IRC) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face)' 0 - 5W1, WF 384 EI + K A = deflection [in] w = uniform load [lb/in] clear span [in] EI = bending stiffness [lb -in'] K = shear deformation coefficient [lb] Nail Size All BCI® Joists Nailing Perpendicular to Glue Line (Wide Face) Nailing Parallel to Glue Line (Narrow Face O.C. Spacing inches End of Joist inches O.C. Spacing inches End of Joist inches 8d Box (0.113"o x 2.5") 2 1'/2 4 1'h 8d Common 10.131'o x 2.5" 2 1'h 4 3 10d & 12d Box (0.128"0 x 3", 3.25") 2 1'/2 4 3 16d Box (0.135"o x 3.5") 2 1% 4 1 3 10d & 12d Common & 16d Sinker (0.148"o x 3", 3.25") 3 2 6 4 16d Common 0.162"o x 3.5" 3 2 6 4 BCI® Dianhrannn Tahle (1) Diaphra m Capac (2)(3) [lb/ft] BCI Series Unblocked Blocked:; . 4500s, 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edgesinbuildingcode 6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered @ panel edgesinbuildingcode 60s, 90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code spacing no closer than 3" o.c. NOTES If more than one row of nails is used, the rows must be offset at least Y. 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 E1JVP • Easlem. Specifier Guide • 08/04,2015 Boise Cascade Rimboard Product Profiles j91 /211 t 1' 117/811 14n 1611 a" 1 15/16" 13/4" 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. Perpendicular See chart for vertical loadity. Min. 8d nails at 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. Parallel See chart for vertical load capacity. Exterior Wall Sheathing Max. "/32" thickness BCI•/AJs®Joists \ Perpendicular or parallel to rim q 3k" dia through bolts (ASTM A307 Grades A&B, 5AE 1429 Grades 1 or 2, or higher with washers and nuts) or ih" dia lag screws (full penetration), staggered Min r nnrfinn fnr d/l /ln nef Aur4ln"Ainn Deck Joist Length Connection 12'-0' & less 2 rows %' bolt or lag screw, 24' o.c. 300 pif max. 12'4'-18'-0" 2 rows W bolt or lag screw, W o.c. (450 plf max.) Note: For snow bads greater than 40 psf, andlor dead loads greater than 10 psf, size connection per max pff values shown above. Treated Ledger - Use only fasteners that are approved for use with corresponding wood treatment. CASCADE® Rimboard Notes: '1' Design of moisture control by others (only structural components shown above). For information on deck lateral load connections to meet the 2009/2012 IRC, contact Boise Cascade EWP Engineering, Min. 8d nails at 6" o.c. per IRC. For use of proprietary screws to attach ledger, consult screw manufacturer literature. Connection per design professional of For further information on residential deck design, see AWC DCA 6, Prescriptive record's specification for shear transfer. Residential Wood Deck Construction Guide. Vertical Load Capacity Allowable Design Values Compression Maximum.Floor Diaphragm Modulus of Horizontal Perpendicular Uniform PointI Lateral Capacity Flexural Stress Elasticity Shear to Grain Product If lb]Ib/ft Ib/in lb/in lb/in? Ib/in 1" BC RIM BOARD®(2) 3300 3500 180 Limited span capabilities, see note 2 1" BC RIM. BOARD® OSB{2) 11/8" BC RIM BOARD® OSB (2) 4400 3500 180 Limited span capabilities, see note 2 V/16" VERSA-LAM®1.4 1800 i'l 6000 I 4450 Permitted per building code for all nominalPg 2" thick framing floor diaphragms 1800 1,400,000 225 525 13/4" VERSA -LAM® 2.03100 (1) 5700 i 4300 Permitted per building code for all nominalp9. 2" thick framing floor diaphragms 3100 2,000,000 285 750 Closest Allowable Nail Spacing Narrow Face [in] Product . 1" BC RIM BOARD® (2) 1" BC RIM BOARD®OSB (2) 1'/" BC RIM BOARD11OSB (2) 15/ 4' VERSA -LAM 1. 418000) 13/ 4" VERSA -LAM® 2. 031000) 8d Box (0.113"e x 2.5')` 3 3 3 3 8d Common' %. (0.131'6 x 2.5") 3` 3 3 3 10d & 12d Box (0:128"e x T,:3.25")' See publication in note 2 for further nailing information. 3 3 16d Box (0.135"o x.3.5") 3 3 10d & 12d Common & 18d Sinker (a 148"m x 3' 3:25 4 4 16d Common (0.162"a x 3.5") 6 6 Notes 1. See ICC ESR 1040 for further product information. 2. See Performance Rated Rim Boards, APA EWS W345K for further product information. Boise Cascade EWP • Easte n Specifier Guide - 08104l2015 VERSA -LAM° P 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. VE.R_SA-LAM® B.eam_A.rc.h,i.te.ctu.r_a.I-Spegc.ifi.cat.i.o.ns ,—---,, Scope: This work includes the complete furnishing and installation of all VERSA - LAM® beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. Design: VERSA -LAM® beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing code evaluation service's report and section properties based upon standard engineering principles. Verification of design of the VERSA -LAM® beams by complete calculations shall be available upon request. Drawings: Additional drawings showing layout and detail necessary for determining fit and placement in the buildings are (are not) to be provided by the supplier. Fabrication: VERSA -LAM® beams shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: VERSA -LAM® beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAM® beams are to be installed in accordance with the plans and Boise Cascade EWP's Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to assure adequate lateral support for the individual beams and the entire system until the sheathing material has been applied. Codes: VERSA -LAM® beams shall be evaluated by a model code evaluation service. AJ.Lowa.bleHo_Les in. VERSA LAM° B_eams3 Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5Y2' 3/" 7'/4" 1" 9Y:' and greater 2" 1/3 Depth 1-0 Q 1/3 Depth 1/3 Span i/3 Span _1V_ End Bearing Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification® for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Boise Cascade EWP • --astern Specifier Guide • 08104 2015 1 Ann® Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and lateral restraint h" air space Strap per code if top plate is not continuous over header. Verify hanger capacity with hanger k at bearing. requiredbetween manufacturer VERSA -LAM® concrete and wood. column Column connector per design 1 Trimmers 1 1 professional of record Slope seat cut Bevel cut Beam to concrete/masonry walls Bearing framing into wall 1 Wood top plate must be flush with inside of wall Strap per code if Sloped seat cut. i; Hanger top plate is not Not to exceed inside face of bearing. continuous DO NOT bevel cut VERSA -LAM* beyond inside face of wall v' without approval from Blocking not shown for clarity. Boise Cascade EWP Engineering1 Moisture barrier between concrete and wood 1orBCCALL® software analysis. VERSA -LAM' Installation Notes Minimum of'A" 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. o.• • •o 0 Maximum Uniform Side Load (plf] Nailed (') Dia. Through Bolt (1) W Dia. Through Bolt(" Number of Members 2 rows 16d Sinkers @ 12 o.C. 3 rows 16d Sinkers @ 12" o.c. 2 rows @ 24" o.c. steppered 2 rows @ 12" o.c. sta ered 2 rows @ 6" o.c. sta ered 2 rows @ 24" o.c. sta eyed 2 rows @ 12" o.c. sta ered 2 rows @ 6" o.c. staggered 1%" VERSA -LAM® (Depths of 18" and less) 2 470 705 505 1 1010 1 2020 1 560 1120 1 2245 3(2) 350 525 375 1 755 1 1515 420 840 1 1685 4131 use bolt schedule 335 1 670 1 1345 370 745 1495 3'/i • VERSA -LAM® 213I use bolt schedule 855 1 1715 1 N/A 1125 2250 N/A 1%" VERSA -LAM® (Depths of 24") Number Nailed al 1" Dia. Through Bolt(" Dia. Through Bolt(') of Members 3 rows 16d Sinkers @ 12" o.c. 4 rows 16d Sinkers @ 12" o.c, 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" staggered 12" o.c. 4" staggered 3 rows @T560 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 2 705 940 755 1010 1515 1120 1685 312I 525 705 565 755 1135 840 1260 4 (4) use bolt schedule 505 670 1010 745 1120 1. Design values apply to common bolts that conform to ANSI/ASME standard B18.2'_"" (ASTM A307 Grades A&B, SAE J42 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2' for W bolts and ZY for W bolts. Bolt holes shall be the same diameter as the bolt. 2. The nail schedules shown apply to both sides of a 3-member beam. 3. 16d box nails = 0.135' diameter x 3.5' length, 16d sinker nails = 0.148' diameter x 3.25' length. 4. 7' wide beams must be top -loaded or loaded from both sides lesser side shall be no less than 5%of opposite side). o re o.•- e • e re • For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing i21 Maximum Uniform Load From One Side Depths 11'W & less 2 rows 16d box/sinker nails @ 12" o.c. 400pif 2) 1'/4" plies Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 pit Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 pif Depths 117/a' & less 2 rows 16d box/sinker nails @ 12" o.c. 300 pit 3) 13/."" plies (1).. Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 450 pit Depth = 24" 4 rows 16d box/sinker nails @ 12" o.d: 600 pif Depths 18" & less 2 rows bolts @ 24" o.c., staggered 335 pif 4) 1W plies Depth = 24" 3 rows 'A" bolts @ 24" o.c., staggered every 8" 505 plf Depths 18" & less 2 rows Y:" bolls @ 24" o.c., staggered 855 plf 2) 3'%" plies Depth 20" - 24" 3 rows h" bolts @ 24" o.c., staggered every 8" 1285 plf 1. The nail schedules shown apply to both sides of a 3-member beam. 2. 16d box nails = 0.135" diameter x 3.5' length, 16d sinker nails = 0.148' diameter x 3.25' length. 3. Beams wider than 7' must be designed by the engineer of record. 4. All values in these tables may be increased by 15 % for snow -load roofs and by 25 % for non -snow bad roofs where the building code allows. 5. Use allowable load tables or BC CALC® software to size beams. 6. An equivalent specific gravity of 0.5 may be usedwhen designing specifc connections with VERSA - LAM®. T Connection values are based upon the 2012 NDS. 8. FastenklasterTrussLok,Sim on Strong -Tie SDW or SDS, and USP WS screws may also be used to connect multiple member VERSA - LAW beams contact Boise Cascade EWb Engineering for further information. Designing Connections for Multiple VERSA -LAM° Members When using multiple ply VERSA -LAM® beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load - carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple -ply VERSA - LAM® floor beam. Given: Beam shown below is supporting residential floor load 40 psf live load, 10 psf dead load) and is spanning 16'-0". Beam depth is limited to 14". _ m Find: A multiple 13/4" ply VERSA-LAM'a 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-LAMO 2.0 3100 1W x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side the right side in this case). Max. Side Load = (18' / 2) x (40 + 10 psf) = 450 plf 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 1W VERSA -LAM", 3 members. 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed: 3 rows 16d sinkers @ 12" o.c: 525 plf is greater than 450 plf OK Bolts: %" diameter 2 rows @ 12" staggered: 755 plf is greater than 450 plf OK Boise Cascade EVdP • Eastern Specifie Guide • 066,-0412015 VERSA -LAMS 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1%" VERSA -LAM® 2.0 3100 Double Ply 13/4" VERSA -LAM® 2.0 3100 or 3'/" VERSA -LAM 2.0 3100 Triple Ply 1'/4" VERSA -LAM® 2.0 3100 or 51/4' VERSA -LAM 2.0 3100 Quadruple Ply 1%" VERSA -LAM® 2.0 3100 or 7" VERSA -LAM 2.0 3100 7'/." 19'/2" 11'/." 14" 7 /4' 9'/i' 11'/e" 14" 16" j 18" 24" 9Yi' 11%" 14" 16" j 18" 20" ( 24" 11'/" 14" 16" 18" 20" 24" 763 11063 1424 1795 1525 1 2126 1 2849 13590 1 4387 15232 5226 3189 i 4273 5384 6580 7948 7845 7838 5697 1 7179 1 8773 10463 10459 10451 6 762 1525 I I 1.8/4.4 2.4/6.1 3.3/8.2 4.1/10. 1.814.4 2.4/6.113.3/8.2 4.1/10.3 5/12.6 1 6/15 6115 2.4/6.113.3/8.2,4.1/10.3, 5/12.6 6/15 6115 6 115 5112.6 6/15 6/15 6/15 479 I 746 979 1207 957 11492 1 1957 12414 2886 3402 3913 2237 2936 3622 4328 15103 5876 5870 5771 6803 783f1782]6 8 322 724 I - 643 1447I 21711.5/3.7j2.3/5.7 t13.7/9.31,4.4/11.113/7.5 I3.7/9.3 1.5/3.7 2.3/5.7I 3/7.5 3.7/9.3;4.4/11.115.2/13 6115 2.3/5.7 3/7.5 3.7/9.31,4.4/11.115.2/13 6115 6115 5.2/13 611 243 551 745 909 487 1102 1489 1817 2148 1 2502 3126 1653 2234 2726 3222 13753 4322 4688 4296 5003 5763 6251 10 165 370 724 329 741 1447 1111 :. 2171 2894 1.513 2A15.32.9/7.1 3.5/8.7 1.5/3 2.1/5.32.9/7.1 3.5/8.7,4.1/10.34.8/12) 6/15 2.115.3i2.9/7.1 3.5/8.7,4.1/10.34.81125.5/13.8, 6/15 2.9/7.1 3.5/8.7,4.1/10.3;4.8/125.5113.8, 6/15 182 413 665 808 364 825 1330 11617 1904 2209 2839 1238 1995 2425 2856 3313 3800 4259 2659 3233 13807 14417 5067 1 5679 11 124 278 544 247 557 1067 835 j 1631 2175 1.5/3 11.714.4 2.817 3.4/8.5 1.513 1.714.4 2.8/7 3.4/8.5 4/10.1 j4.7/11.71 6/15 1.7/4.41 2.8/7 3.4/8.5 4/10.1 14.7/11.7j5.4/13.4, 6115 2.8/7 3.4/8.5j 4/10.1 4.7111.76.4/13.4 6115 139 317 585 728 279 634 1170 1456 1709 1 1977 2601 950 1755 2184 2564 12965 1 3390 1 3901 2340 1 2912 1 3418 1 3953 1 4519 5201 12 95 214 419 686 191 429 837 1372 643 j 1256 2058 1675 2745 - 1.513 1.513:7 2.7/6.813.418.4 1.5/3 1.5/3.7 2J/6.8 3.4/8.4 3.9/9.94.6111.4, 6/15 1.513.712.7/6.8 3.4/8.a 3s/994.6/11.a, 5.21131 6115 2.716.8 3.4/8.413.9/9.94.6/11.4,, 5.2/13 6/15 109 248 488 1 662 217 496 I 976 1 1324 1 1550 i 1789 2399 744 ! 1464 1986 12326 1 2683 3059 3598 1952 1 2647 1 3101 3577 4078 4797 13 75 169 329 540 150 337 1 659 1079 j - 506 i 988 1619 1317 1 2159 - 1.5/3 j1.5/3.1 2.4/6.1 3.3/8.3 1.5/3 1.5/3.1;2.4/6.1 3.318.3 3.9/9.7,4.5/11.2 6/15 1.5/3.1I2.4/6.113.3/8.3 3.9/9.7;4.5/11.25.1/12.7j 6/15 2.416.1 3.3/8.3 3.919.7,4.5111.25.1/12.7l 6115 86 198 390 585 173 1 395 779 1171 1418 1 1633 2226 1 593 1 1169 1756 2128 j 2449 2786 3338 1558 2342 12837 3265 3715 14451 14 60 135 264 432 120 270 T, 527 864 1290 , - F-4051 791 1296 1935 1055 1728 2580 1.5/3 11.5/3 12.1/5.313.217.9 1.513 1 1.5/3 2.1/5.3 3.217,9 3.819.614.4111 6115 1.513 2.1/5.3 3.217.9 3.8/9.6I4.4/11 1 5/12.5 1 6115 2.1/5.3 3.2/7.9 3.819.6 4.4/11 5/12.5 6/15 70 160 316 j 509 139 320 631 1018 1307 11502 2076 479 947 1527 1960 ( 2253 2558 3113 1262 2036 2614 3003 3410 4151 15 49 110 214 1 351 98 220 429 703 1049 1493 329 i 643 1054 1573 ' 2240 858 1 1405 2098 2987 1.5/3 1 1.5/3 1.8/4.6 2.9/7.4 1.513 1 1.5/3 1.8/4.6 2.9/7.4 3.819.54.3/10.9, 6115 1.5/3 11.814.E 2.9/7.4 3.8/9.54.3/10.94.9/12.3; 6115 178/4.6 2.9/7AI3.8/9.5;4.3110.9,4.9/12.3 6115 57 1 131 259 1 427 113 262 1 518 854 1151 11390 1944 393 j 777 1281 1727 12085 2364 2917 103E 1708 ' 2303 2780 3151 3889 16 40 90 177 289 80 181 353 579 864 i 1230 271 530 868 129E 184E 707 1158 1728 1.5/3 j 1.5/3 1.6/4 12.6/6.6 1.5/3 1.5/3 1.6/4 12.6/6.6 3.6/8.9,4.3/10.71 6/15 1.5/3 1.6/4 2.6/6.6 3.6/8.9,4.3/10.7;4.9/12.2 6I15 1.6/4 2.6/6.6I3.6/8.94.3/10.74.9/12.2 6/15 1 108 1 215 1 355 93 217 1 430 1 710 1018 { 1274 1826 325 1 645 1065 11527 11911 1 219E 1 2739 860 1 1420 ( 203E 1 2547 2929 3652 17 1 75 147 241 67 1511 295 483 720 1026 226 1 442 724 1081 1539 2111 589 965 1441 2052 2814 1.5/3 1.5/3.612.3/5.9 1.5/3 1 1.513 1.513.fi 2.315.9 3.3/8.4;4.2/10.3 6/15 1.5/311.513.E 2.3/5.9 3.318.414.2/10w5 4.81121 6115 1.5/3:6 2.3/5.913.318.44.2/10.5;4.8/12 6115 90 180 298 77 181 360 596 894 1134 1701 271 540 894 1341 11701 2051 2552 720 1191 1788 2268 2735 3402 18 I 64 124 I 203 56 127 248 407 607 I 864 191 j 372 610 910 1296 1778 496 813 1214 1728 2371 , - j 1.513 1.5/3.212.115.2 1.513 1.513I1.5/3.2I2.1/5.2 3.1/7.8 4/9.9 5.9114. 1.513 1.5/3.2 2.1/5.2 3.1/7.81 4/9.9 4.8111.9,.9/14. 1.5/3.2 2.115.213.1/7.8 4/9.9 4.8/11.9;.9114. 76 1 152 252 65 152 304 504 758 1016 1592 229 457 757 1137 1524 1863 2388 609 1009 1516 2032 2484 1 3184 19 54 105 173 48 108 211 346 516 735 162 316 519 774 1102 1512 422 691 i 1032 1470 2016 - 1.513 1.5/3 1.9/4.7 1.5/3 4.5/3 1.5/3 1.9/4.7 2.8/7 (3.7/9.45.8114. 1.5/3 1.5/3 1.914.7T2.8/7 3.7/9.4,4.6/11.45.8/14. 1.5/3 1:914.7 2.8/7 3.7/9.4,4:6/11.45.8/14. 20 65 46 130 90 215 148 54 41 129 93 259 181 1 430 296 647 915 442 630 149E 1493 194 389 139 271 646 445 971 1373 664 I 945 1678 129fi 2243 2240 519 362 861 j 1295 593 885 1830 1260 2237 2991 1728 2987 1.513 1.513 1.7/4.2 1.5/3 1.513 1.5/3 1.7/4.2 2.5/6.3'3.618.9,5.8/14 1.5/3 1.513 1.7/4.212.516.3I3.6/8.9,4.3110.8,5.8/14. 1.513 11.714.2 2.5/6.3 3.6/8.9,4.3/10.85.8/14. 96 1 160 95 192 320 482 692 1304 142 j 288 1 480 724 1038 1382 1956 384 640 1 965 1383 1842 12608 22 68 111 70 136 223 332 473 1122 104 1 204 334 499 j 710 974 1683 272 445 665 947 1299 2244 1.513 1.5/3.5 1.513 1 1.5/3 1.5/3.5 2.1/5.2 3/7.4 15.6/13. 1.5/3 j 1.513 11.5/3.5 2.115.21 317.4 3.919.95.6/13. 1.513 1.5/3.5 2.1/5.2 317.4 3.9/9.915.6/13. 72 122 71 145 I 243 368 ' 529 1092 106 ( 217 1 365 552 793 1095 1 1638 290 486 1 736 1 1057 1 1460 12184 24 52 86 54 105 1 172 256 1 365 864 80 1 157 257 384 547 750 1296 209 343 512 729 1000 1728 j 1.5/3 11.5/3 1.5/3 1.513 I 1.513 1.814.4 2.516.3 5.1/12. 1.5/3 1 1.513 1.5/3 1.814.412,516.3 3.4/8.6 5.1/12. 1.5/3 1.513 1.814.412.5/6.3 3.4/8.615.1/12. 56 94 54 I 111 188 286 ( 412 927 80 I 167 1 282 429 1 618 955 1 1390 223 376 1 572 1 824 1139 11853 26 41 67 42 82 135 201 287 680 63 124 202 302 430 590 1020 165 270 I 403 574 787 1359 1.513 1.513 1.5/3 1 1.513 1 1.513 1.5/3.7 2.1/5.34.7/11. 1.513 1, 1.5/3 1 1.5/3 11.5/3.7 2.1/5.3 2.917.314.7/11. 1.513 5.513 11.5/3.7 2.1/5.3 2.917.34.7/11. 1 74 1 87 148 226 1 326 792 61 1 130 222 I 338 489 678 1188 174 296 451 652 904 11584 28 1.5/3 66 1.513 108 1.5/3 161 1 230 1.5/3.211.8/4.6i4.4110. 544 51 I 99 1.5/3 1.5/3 162 1.5/3 242 I 344 1.5/3.2j 1.8/4.6 472 2.5/6.3 816 4.4/10. 132 1.5/3 216 j 322 {-459 1.5/3 1 1.5/3.2I 1.8/4.6 630 1088 2.5/6.3I4.4/10. 59 j 68 118 180 1 262 1 639 I 102 176 271 393 546 959 137 235 361 j 523 728 1279 30 44 54 88 131 1 187 442 80 1 132 197 280 384 664 107 176 , 262 373 512 I 885 1.5/3 11.513 1.5/3 1.5/3 1.6/4 3.8/9.5 1 1.5/3 1.513 1.513 1.614 2.2/5.5 3.8/9.5 1.513 1.513 1.513 1.6/4 2.2/5.513.8/9.5 Total Load values are limited by shear, moment or deflection equal to L/240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to 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 vnth the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1%inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EVvP • Easter: Specifier Guide • 08/0,412015 VERSA-LAMO 2.0 3100 (115% Load Duration) Top Figure KEY TO TABLE Middle Figure Bottom Figures Allowable Total Load [plf] Allowable Live Load [plf] Minimum Required Bearing Length at End / Intermediate SUDDorts finches'! Span ft] 1%" VERSA -LAM® 2.0 3100 Double Ply 1%" VERSA-LAM®2.0 3100 or 3'/V VERSA -LAM 2.0 3100 Triple Ply 1'/." VERSA-LAM02.0 3100 or 5'/." VERSA -LAM 2.0 3100 Quadruple Ply 1'/." VERSA -LAM® 2.0 3100 or 7" VERSA -LAM 2.0 3100 7'/.' 1 9'/2" 11'/." 14" 7'/a' 1 9'/i" 11'/a" I 1" " 16" 18" 24" 9'/2" 11%" 1 14" 16" 1 18" 1 20" 24" 111/." 1 14" 1 16" 1 18" 1 20" 1 24" 878 1223 1639 2065 1755, 2446 1 3278 4130 1 5047 5232 5226 3669 4917 1 6195 7570 7848 7845 1 7838 6556 1 8260 10094 10463 110459 10451 6 2/5 2.8/7 3.8/9.414.7111.8 215 1 2.817 13.819.4 Z7111A.8/14.51 6115 6115 2.8/7 3.8/9.4 4.7/11.85.8/14.5 6115 1 6/15 6115 3.8/9.414.7/11.85.8/14.5, 6/15 1 6115 1 6115 598 i 858 1 1126 1389 119 1 1717 1 2252 1 2779 1 3321 1 3915 1 3913 2575 3379I 4168 1 4981 1 5872 1 5876 1-5870- 4505 5558 6642 7829 7834 7826 8 482 E - 965 1 1.8/4.612.6/6.6 3.5/8.6,4.3/10. 1.8/4.6 2.6I6.613.5/8.614.3/10.65.1/12.71 6/15 1 6/15 2.6/6.6 3.5/8.61 3/10.65.1/12.7 6/15 6/15 I. 6/15 3.5/8.6i4.3/10.65.1/12.7 6/15 1 6115 1 6/15 326 1 637 857 1046 651 1274 1714 2092 2472 2880 3126 1912 2571 3138 3709 1 4320 4695 4688 3429 4184 4945 5759 6259 16251 10 247 - 556 494 1111 1 - - 1667 I - 1.513.112.416.1 3.318.2 4/10 1.513.1 2.416.1 3.318.2 4/10 4.7/11:9i5:5113.6 6/15 2.4/6.113.318.21 4110 4.7/11.915.5/13.8, 6/15 6/15 3.318.2 4/10 4.7/11.9i5.5/13.8,' 6/15 1 6115 244 i 526 I 765 931 1052 1531 1861 2192 2543 2839 1577 j 2296 2792 3288 3814 4265 4259 3062 1 3723 1 4383 5085 5687 15679 11 186 418 J: 487 371 835 1253 1 - 1.5/3 12.2/5.613.2/8.1 3.9/9.8 1.513 12.2/5.6 3.2/8.113.919.84.6111.6,5.4/13.4,1 611T 2.2/5.6i3.2/8.113.9/9:84.6/11.6i5.4113.4i 6115 6115 3.2/8.1 3.9/9.84.6/11.65.4113.4 6115 1 6115 187 1 424 1 674 838 374 848 1347 1 1676 1968 2276 2601 1272 1 2021 2514 1 2952 1 3414 3903 3901 2694' 3353 3936 4552 5203 1 5201 12 143 322 628 286 643 1256 965 1 1884 2512 1.5/3 2/4.9 3.117.8 3.9/9.7 1.5/3 214.9 3.1/7.83.9/9.74.5/11.35.2/13.1 6/15 2/4.9 13.1/7.8 3.919.74.5/11.35.2/13.1 6/15 16/15 3.117.8 3.9/9.74.5/11.35.2/13.1 6/15 6/15 146 1 332 1 573 762 292 665 1 1146 1 1524 1785 2060 2399 997 1719 2287 1 2678 3089 3522 1 3598 1 2292 3049 3571 4119 4696 4797 13 112 253 494 225 506 1 988 s - 759 j 1482 9976 1.5/3 :1.7/4:2,2.917.2 3.8/9:5 1.513 1.714.2 2.9/7.2!3.8/9:54.5I11.25.1'112.91 6/15 4.7/4.212.9/7.2 3:8/9:54.5111.25.1/12.95:9/14.71 6/15 2:9/7.2 3.8/9.514.5/11.25:1/12.95.9114.11 6115 116 ( 265 493 674 233 530 1 987 1349 1634 1 1880 1 2226 796 1480 2023 2450 2821 3208 3338 1 1973 1 2697 1 3267 1 3761 1 42TLJ 4451 14 90 203 i 396 648 180 405 J1 791 1 1296 608 1 1187 1944 1582 2593 1.513 'l.5/3.6 2.7/6.7 3.6/9.1 1.5/3 1.5/3.6 2.7/6.7i3.6/9.1 4.4/11 5.1112.71 6/15 1.5/3.6i2.7/6.7 3.6/9.1 4.4/11 5.1/12.75.8/14.4 6/15 2.7/6.713.6/9.1 4.4/11 5.1112.75.8114.4i 8/15 94 215 423` 586 188 429 1" 846 ( 1173 1505 1730 2076 644 1 1268 1759 2258 2595 2946 3113 1 1691 1 2346 3111 3411 1121 4151 15 73 165 322 527 146 329 643 1054 494 965 1581 1286 2. 1 1.513 11.513.112.5/6.1 3.4/8.5 1.5/3 11.5/3.1 2.516.1I3.418.5i4.3/10.9i 5112.5 6/15 1.513.112.516.1 3.4/8.5d.3110.4, 5112.5 5.7114.2 6/15' 1 2.5/6:1 3.4/8.514.3/10.9, 5112.5 5.7/14.2 6115 77 176 1 347 515 153 352 695 1 1029 1327 1601 1944 528 1042 1544 1990 2402 2723 2917 1389 1 2058 1 2653 3202 1 3630 3889 16 60 136 265 434 121 271 530 868 1296 407 795 1303 1944 1060 1737 2593 1.5/3 1 1.5/3 12.215.4 3.2/7.9 1.513 1.5/3 12.2/5.4;3.2/7.914.1110.24.9/12.3 6/15 1.513 2.2/5.4 3.2/7.9i4.1110.24.9/12.3, 5.6114 6115 2.2/5.4 3.2/7.9,4.1/10.24.9/12.3i 5.6/14 16115 63 146 289 455 127 292 577 '1` 910' 1173' 1468 1829 438 866 1365 1760 1 2201 1 2531 1`2743 1154 1820 12346 1 2935 3374 3657 17 50 113 221 362 101 226 442 ! 724 1081 339 663 1086 1621 1 884 1448 2161 1.513 1.5/3" 1.914.8 3/7.5 15/3 T.5/3 11.9/4.8 3/7.5 3919.6 4.8112 6/15 1.5/3 1.914.81 3/7.5 13.9/9.6 4.8/12 5.5/13.8 6115 1:9/4.8 317.5 3.9/9.6 4.8112 5.5/13.6 6/15 53 122 ( 242 399 106 244 484 ' 799 1045 1307 1726 367 ( 726 1 1198 1567 1961 2364 2588 968 j 1598 2089 2614 3151 3451 1$ 42 95 1 186 305 85 191 1 372 610 910 1296 286 558 915 1366 1944 744 1220 1821 2593 1.5/3 1.5/3 1.714.3 2.8/7 1.5/3 1.5/3 1.714.31 2.817 3.619.14.5/11.4 6115 1.5/3 1.7/4.3 2.8/7 3.6/9.14.5/11.45.5/13.71 6/15 1.7/4.31 2.8/7 3.6/9.14.5/11.45.5/13.7 6/15 103 1 205 339 89 206 410 677 936 1171 1634 310 I 615 "1 1016 ' 1404 1757 2147 2450 820 1 1354 1872 2342 2862 3267 19 81 158' 259 72 162 316 519'..1 774 1102 243 1 475 778 1161 1653 633 1 1037 1548 2204 1 1.5/3 11.5/3.8 2.5/6.3 1.5/3 1.513 1.5/3.8 2.5/6.313.4/8.64.3/10.8i 6/15 1.5/3 11.5/3.8 2.5/6.3 3.4/8.6i4.3/10.85.3113.1 6/15 1.5/3.8 2.5/6.3 3.4/8.64.3/10.85.3/13.1 6115 88 175 289 75 1 176 350 579 843 1055 1551 263 1 525 868 1265 1583 1934 1 2326 699 1 1157 1 1686 2110 2579 13101 20 69 136 222 62 1 139 271 445 664 945 208 407 667 996 1418 543 889 1327 1890 1.5/3 1.5/3.4 2.3/56 1.513 1.5/3 1.513.4s2.315.6 3.318.214.1/10.2 6115 1513 1.513.4 2.3/5.6 3.318.2i4.1/10.2 5/12.51 6115 1.513.4,2.3/5.6 3.3/8.24.1/10.2 5/12.5 6/15 65 130 216 54 130 260 t 431 649 869 1407 194 390 647 973 1303 1593 1 2111 520 862 1297 1738 2124 1 2815 22 52 102- 167 46 104499 710 157 306 501 748 1065 1461 408 668 997 1420 1948 1.5/3 1 1.5/3 1.9to 1.5/3 1.513 1.513 '1.914.71 2.8/7 3.7 99.3 6/15 1.5/3 1.5/3 11.9/4.7 2.817 3.719.314.5/11.3 6/15 1.5/3 11.9/4.7 2.8/7 3.7/9.34.5/11.31 6/15 1 99 164 98 197 i 329 496 711 1259 146 1 296 493 744 1066 1334 1889 395 658 992 1422 1779 1 2518 24 79 129 1 80 157 257 1 384 1 547 121 1 236 386 576 820 1125 314 i 515 768 1094 1500 1 1.513 1.6/3.9 1.5/3 1.5/3 1.6/3.912.3/5.9 3.3/8.35.9/14. 1.513 1.5/3 11.613.9 2.3/5.9 3.3/8.34.2/10.45.9/14. 1.513 1.613.9 2.315.9 3.3/8.34.2/10.415.9/14. 76 128 75 153 1 256 ;. 387 555 1069 112 1 229 1 383-1 580 833 1132 1604 305 511 773 1110 1510 2139 26 62 101 63 124 202 302 430 1020 95 185 304 453 645 885 1529 247 I 405 604 860 1180 2039 1.513 1.5/3.3 1.5/3 1 1.513 1.513.3 2/5 2.8/7.1 5.4/13. 1.513 1 1.5/3 1.5/3.31 215 2.8/7.1 3.8/9.6 5.4/13. 1.5/3 11.5/3.3 2/5 2.8/7.1 3:8/9.6 5.4113. 60 1 101 58 1 120 1 202 306 441 919 87 I 180 1 303 459 661 914 1378 240 1 404 1 612 1 882 1219 1837 28 1 49 1 81 51 1 99 1 162 242 344 816 76 148 ; 243 363 517 709 1224 198 324 484 689 945 1633 1.513 1.5/3 1.5/3 1 1.513 1 1.513 (1.714.3 2.4/6.1 5112.6 1.513 1 1.5/3 1.513 1.7/4.3 2.4/6.1 3.4/8.415/12.6 1.5/3 1 1.5/3 1.7/4.3 2.4/6.1 3.4/8.4 5112.6 81 95 i 161"'1; 246 355 797 68 1. 143 ( 242" 369 533 738 11196 190 1 323 492 710 984 ! 1594 30 1 66 80 132 197 280 664 62 1 221 198 295 420 576 996 16l 1 263 393 560 768 1327 1.513 1.513 , 1.513`!I.513:7 2.1/5.34.7111.7 1.513 11.513 1 1.5/3 1.5/3.7 2.1/5.3 2.9/7.3;4.7/11. 1.5/3 1.513 1.5/3.7 2.1/5.3 2.9/7.3i4.7/11. 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 L1240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 13/. inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EVVP • Eastern Specifier Guide • 08104"2015 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'/4" VERSA-LAM02.0 3100 Double Ply 1'/4" VERSA- LAM" 2.0 3100 or 3%" VERSA -LAM 2.0 3100 Triple Ply 1'/." VERSA -LAM® 2.0 3100 or 5'/4" VERSA -LAM 2.0 3100 Quadruple Ply 1'/:' VERSA-LAM®2.0 3100 or 7" VERSA -LAM 2.0 3100 7'/." 9'/2' 11M." 14" 71/4 9%2" 11%/ 14" 16" , 18" 24" 9'/z" il'/e" 14" I 16" 18" 20" 24" 11'/" , 14" j 16" 18" 20" 24" 954 1330 1782 2245 1908 1 2660 1 3564 1 4491 1 5234 1 5232 5226 3990 1 5346 6736 j 7851 7848 7845 7838 7128 j 8981 1 10467 10463 10459 10451 6 2.2/5.5 3.1/7.6,4.1/10.2j5.1/12. 2.2/5.5 3.1/7.6,4.1/10.25.1/12.9 6115 ( 6115 6115 3.1/7.6,4.1/10.25.1112.91 6/15 6115 6115 6115 AM0.25.1/12.9 6115 6/15 6/15 6/15 640 933 1225 1 1511 1279 11867 2449 3022 1 3611 ! 3919 3913 12800 1 3674 1 4532 1 5417 5879 5876 5870 4899 j 6043 1 7222 7838 7834 1 7826 65:5/13.8214.9 2.9/7.1 3.8/9.4 4.6/11. 2/4.9 2.917.1 3.8/9.4,4.6/11.6 5.5/13.9 6115 6/15 2.9/7.1 3.819.4, 616/11. 6/15 6/15 6115 3.8/9.4i4 11.65.5/13.8 6/15 6115 6115 326 693 932 j 1138 651 1386 1864 2275 2689 j 3132 3126 2079 2797 3413 4033 4698 4695 4688 3729 4550 1 5378 j 6263 6259 6251 10 247 556 494 1111 1667 1.5/3.1 2.7/6.6 3.6/8.9i4.4/10. 13.151 2.7/6..6/8.963 4.4/10.95.2/12.9, 6/15 1 6/15 2.7/6:6 3.6/8.9, 4110.915.2/12.9 6115 6/15 6115 3.6/8.914.4/10.95.2112.9 6115 6/15 6/15 244 1 552 1 833 1, 1012 487 11104 1665 2024 2384 1 2765 2839 1656 2498 1 3037 1 3576 4148 4265 j 4259 3330 4049 ` 4767 5531 5687 5679 11 186 418 815 - 371 835 1631 1253 2446 3262 1.5/3 2.3/5:8 3.5/8.8j4.3/10. 1.513 12.3/5.8 3.5/8.84.3/10.715/12.6 5.8/14.6 6115 2.3/5:8 3.5/8.84:3/10.71 5/12.615.8/14.6 6115 6/15 3.5/8.8i4.3/10.7 5/12.615.8/14.6 6/15 1 6/15 187 424 733 912 374 848 1465 11823 2141 1 2475 2601 1272 2198 2735 3211 3713 3907 3901 2931 3647 { 4281 4951 5209 5201 12 143 322 628 j - 286 643 1256 i - 1 ( - 965 1884 2512 1.513 2/4.9 3.418.4,4.2110. 1.5/3 2/4.9 3.4/8.442110.64.9/1235.7/14.3 6/15 2/4:9 3.4/B.4 i4.2/10.54.9/12.35.7/ 14.3 6/15 6/15 3.4/8.44.2/10.54.9/12.35.7/14.3 6/15 6/15 146 332 623 1 829 292 665 1247 1658 1942 2240 2399 1 997 1870 2487 ( 2913 j 3360 3604 3598 2494 13316 3884 4480 1 4806 1 4797 13 112 253 494 810 225 506 988 1619 759 1482 2429 j - 1976) 3238 1.5/3 1.714.2 3.117.8 4.1110. 1.513 11,714.2 3.1/7.8 4.1/10.44.8/12.1,5.6114 6115 1.714.2 3.1/7.8 4.1I10.4:4.8/12.15.6114 6/15 6115 3.1/7.8 d.1/10.44.8/12.1 5.6114 6/15 6/15 116 265 521 1 734 233 530 1043 1467 1777 1 2046 ' 2226 796 1564 2201 2666 3068 3345 3336 2085 2934 1 3554 4091 4459 4451 14 90 203 396 648 180 405 791 1296 608 1187 1944 1582 2593 1 - 1.5/3 1.513.E 2.817 419.9 1.5/3 1.513.E 2.817 419.9 4.8112 5.5/13.81 6/15 1.5/3.6 2.8/7 4/9.9 14.8112 5.5/13.81 6115 6/15 2.8/7 419.9 14.8/12 i5.5113.8 6/15 6/15 94 215 423 1 638 188 1 429 1 846 1276 1638 1 1882 1 2076 644 1268 1914 2456 1 2823 13120 3113 1691 2552 1 3275 3763 4159 4151 15 73 165 322 . 527 146 329 643 1054 1 1573 494 965 1581 2360 1286 2108 3146 1.5/3 1.5/3.1 2.5/6.1 3.7/9.2 1.513 1.5/3.1 2.516.1 3.7/9.2,4.7/11.85.4/13:8 6/15 1.5/3.] 2.5/6.1 3.7/9.2d.7/11.85.4/13: 6/15 6/15 2:5/6.1 3.7/9.24.7/11.85.4/13.6i 6/15 6/15 77 176 1 347 1 560 153 1 352 1 695 1120 1443 1 1742 11944 528 1042 1680 2165 1 2613 2923 2917 1389 2240 j 2887 3484 3897 3889 16 60 136 1 265 1 434 121 271 530 868 129E - ' - 407 795 1303 1944 1060 1737 2593 1.5/3 1 1.513 2.2/5.4 3.5/8.6 1.5/3 1 1.513 2.2/5.4 3.5/8.6i4.4/11.115.4/13.4, 6115 1.5/3 2.215.4 3.5/8.6j4.4111.15.4/13.4, 6115 1 6115 2.2/5.4 3.518.614.4/11.15.4/13.4, 6/15 1 6/15 63 146 289 476 127 292 577 951 1277 1 1597 11829 1 438 866 1427 11915 1 2395 1 2749 2743 1154 1902 1 2553 1 3193 3665 3657 17 50 113 221 362 101 226 442 724 1081 ! 1539 1 - 339 663 1 108E 1 1621 1 2308 884 1448 { 2161 1 3078 1. 5/3 1.5/3 1.9/4.8 3.1/7.8 1.513 1 1.513 1.9/4.8 3.1/7.8i4.2110.55.2/13.1 6/15 1 1.513 1.9/4.8 3.1/7.84.2/10.55.2/13.1 6115 1 6/15 1:9/4.813.1/7.814.2/10.55.2/13.1 6M5 1 6/15 53 1 122 1 242 1 399 106 244 484 799 1 1137 1 1422 1726 1 367 726 1198 { 1705 1 2133 2572 2588 968 1598 i 2274 2845 3429 3451 18 42 95 186 j 305 85 191 372 610 910 1 129E j - 286 558 915 136E 1944 744 1220 1821 2593 1. 5/3 1.5/3 1.714.3 2.8/7 1.5/3 1.5/3 1.7/4.3 2.8/7 1 419.9 4.9/12.3 6/15 1.513 1.7/4.3 2.817 1 4/9.9 4.9/12.35.9/14.91 6/15 1.714.31 2.817 1 4/9.9 4.9/12.35.9/14.9 6/15 103 205 ! 339 89 206 410 677 1 1016 1 1275 1 1634 310 615 1016 1 1524 1 1912 2336 2450 820 1354 2032 2549 M15 3267 19 81 158 j 259 72 162 1 316 519 774 1774 11- 243 475 778 1 1161 1 1653 12268 633 1037 1548 2204 3024 1. 5/3 1.513.812,516.3 1.5/3 1.5/3 1.5/3.8 2.516.313.7/9.34.7/11.7 6/15 1.513 1.5/3.8 2.516.313.7/9.3;4.7/11.75.7/14.31 6115 1.5/3.8 2.5/6.3 3.7/9.34.7/11.75.7/14.3i 6115 88 175 289 75 176 350 579 1 869 1149 1551 263 525 868 1303 1723 1 2105 2326 699 1157 1 1737 2297 2807 3101 20 69 136 222 62 139 271 445 1 664 945 - 208 407 667 996 1418 1 1944 543 889 j 1327 1890 2593 1. 513 1.5/3.412.3/5.6 1.5/3 1.5/3 11:5/3.4 2.3/5.6 3.418.4d.4/11.1 6/15 1.5/3 1.513.4 2.3/5.613.418.44.4/11.15.4/13.6 6/15 1.5/3.4j2.3/5.6 3.4/8.44.4/11.15.4/13.6, 6/15 65 J 130 1 216 54 1 130 1 260 1 431 1 649 1 928 1 1407 194 1 390 1 647 1 973 1 1393 1735 2111 520 I 862 ( 1297 1857 1 2313 1 2815 22 52 102 1 167 46 104 204 1 334 1 499 j 710 157 306 501 i 748 1 1065'1 1461 408 668 997 1420 1948 1. 5/3 1.5/3 1109/4.7 1.5/3 1.513 1.513 1.9/4.7 2.8/7 1 4/9.9 1 6/15 1.5/3 1 1.513 11.9/4.71 2.817 4/9.9 4.9/12.3 6/15 1.5/3 11.914.7j 2.817 1419.9 4.9/12.3 6/15 99 ! 164 98 197 329 496 1 711 1 1288 146 296 493 i 744 1 1066 1453 1932 395 1 658 1 992 1 1422 1937 2576 24 79 j 129 80 157 257 384 , 547 - 121 236 386 ( 576 820 1125 314 515 1 768 1094 1500 1. 5/3 1.6/3.9 1.5/3 1.5/3 1:6/3.9j2.315.913.3/8.3 6/15 1.5/3 1.5/3 1.6/3.9j2.3/5.9j3.3/8.34.5111.3 6115 1.513 1.613.9j2.3/5.9 3.318.34.5/11.3 6/15 76 j 128 75 153 256 387 555 1164 112 229 383 ( 580 1 833 1150 1 1747 305 511 , 773 1110 1533 2329 26 62 101 63 124 202 302 430 1020 95 185 304 453 1 645 885 1529 247 405 , 604 860 1880 2039 1. 51311.5/3.3 11.513.31 2/5 j2.8/7.1(5.9/14. 1.513 1 1.5/3 1.5/3.31 2/5 2.817.1 3.9/9.75.9/14. 1.513 1.5/3.3" 2/5 12.817.1 3.919.75.9/14. 60 j 101 58 120 202 306 441 1001 87 180 303 ( 459 i 661 914 1501 240 I 404 1 612 882 1219 2001 28 49 81 51 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 689 945 1633 1. 513 1.513 1.5/3 1.513 1.5/3 I1.7/4.3,2.4/6.15.5/13. 1.5/3 1.5/3 1.5/3 1.7/4.3 2.4/6.1 3.4/8.45.5/13. 1.513 1.513 f1.7/4.3 2.4/6.1 3.4/8.45.5/13. j 81 95 161 246 355 861 68 143 242 j 369 j 533 j 738 1291 190 323 492 1 710 984 1721 30 66 80 132 197 280 664 62 121 198 j 295 42D 576 996 161 263 j 393 560 768 1327 1. 513 1.513 1.5/3 1.513.7.2:115.35.1/12. 1.5/3 1.513 1.5/3 11.5/3.7j2.1/5.312.9/7.35.1112. 1.513 1 1.5/3 j1.5/3.7,2.1/5.3 2.9/7.35.1/12. Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L1240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeperthan 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EVVP • Eastern Speciner Guide - 08/04/2015 A Nailing VERSA -LAM® & Nailing Parallel to Glue Lines (Narrow Face)(') Perpendicular VERSA -RIM® to Glue Lines Wde Face)" Products VERSA -LAM® 1.4 1800 Rimboard VERSA -LAM® VERSA -LAM® 15/16' 1%" 3'/z" & Wider All Products Nail Size O.C. End D.C. End O.C. End O.C. End in] - in] in] in] in] [in] in] in] 8d Box (0.113"o x`2.5") 3 "' 11/2 2 1 2 z 2 z 8d Common (0.131"o x 2.5") 3 2 3, 2 2 1 2 1 10d &`12d Box (0:128"o z 3", 3.25") 3' 1 2 3:. 2 2 1 2 1' 16d Box (0.135"o x 3.5") 3 2 3 2 2 1 2 1 10d &`12d Common& 4 3 4 3 2 2 2 216dSinker0.148"o x 3" 3.25" 16d Common 0.162"o x 3.5" 6 4 1 6 3 2 2 2 2 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-RIM". Use nails as specified by Simpson Strong -Tie. Glue Lines Narrow Face) t l: Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1W thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails). VERSA-LAM° n sign.Y.Values Allowable Allowable Moment Allowable Allowable Moment Width Depth Weight Sheall Moment of Inertia, Width Depth Weight Shear Moment of Inertia Grade in in Ib/ft[Ill ft-Ib in 4] Grade in in Ib/ftfib] ft-Ib in° 0 0 1-- LO N r iL 1'/2 3'/= 1.5 998 776 5.4 5'/< 8.0 5237 6830 63.3 5'/z 2.4 1568 1821 20.8 5/z 8.4 5486 7457 72.8 7'% 11.0 7232 12566 166.7 7'% 3.2 2066 3069 47.6 9'/4 14.1 9227 19908 346.9 3'/z 1.8 1164 1058 6.3 9'/z 14.5 , 9476 20937 375.1 5'/: 2.8 1829 2486 24.3 7'% 3.7 2411 4189 55.6 11'/4 17.1 11222 28814 622.9 5% 9'% 4.7 3076 6636 115.4 11% 18.1 11845 31913 732.6 1 % 1 09% 4.8 3159 1 6979 125.0 14 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0011% 6.0 3948 10638 244.2 0 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 o" 2, J U) o' Q C0 16 8.1 5320 18682 597.3 20 30.4 ` 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 36.5 3940 120549, 6048.0 24 12.2 7980 40183 2016.0 9/4 16.6 12303 26544 461.7 5'/z 5.6 3658 4971 48.5 7% 7.4 4821 8377 111.1 9Y2 17.1 12635 27916 500.1 9'/4 9.4 6151 13272 230.8 11'/4 20.2 14963 38419 830.6 9% 9.6 6318 13958 250.1 11Y8 21.4 15794 42550 976.8 3'/z 711'/4 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 113/8 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 18 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 13300 56952, 2333.3 24 43.2 31920 1 160732 8064.0 Equivalent Tension Compression Specific Gravity Modulus of Horizontal Parallel to Compression Perpendicular to for Fastener Elasticity Bending Shear Grain Parallel to Grain Grain Design Design Property Grade 1 106 psi)nl Fb (psi)(21i31 Ill (psi)(2)(4) F, (Psi)axsi Fin (psi)() F 111 SG) VERSA - LAM" Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA - LAM® Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA - LAM® Columns 1.82750 1.8 2750 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/Q118 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)" 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%. Boise Cascade EWP • Eastern Specifier Guide • 0804I2015 r Allowable Axial Load (lb) 6 1= 3% ' x 3'/2 ' 3%' x 4'/8 ' 3% ' x 5'/4" 3%" x 5'/i ' 3%' x 7" o J 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% ( 115% I 125% 4 15,265 16,750 17,650 19,100 20,950 22,070 22,920 25,150 126,500 24,020 26,350 127,770 3 ,570 i 33,545 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 1 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 21,19022,410 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 1 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 j 10,850 11,040 11 4,525 4,655 4,730 5,660 5,820 5,910 6,795 6,990 I 7,100 7,120 7,325 I 7,440 9,065 i 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 1 3,050 1 3,120 3,155 1 3,820 3,900 1 3,950 4,585 4,685 4,740 4,805 4,905 4,965 6,115 6,250 1 6,325 3'/z ' x 7'/, ' 5'/4 ' x 5'/4 ' 5'/: ' x 5W, 5'/: ' x 7" 5'/4" x 7'/: ' 100% 115% 125% 100% I 115% I 125% 100% I 115% 125% 100% 115% 1 125% 100% 115% I 125% 4 31,670 34,750 36,625 1 1 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 8 18,140 15,135 19,005 15,755 19,505 16,110 30,700 27,095 33,170 28,910 34,625 29,975 32,165 28,390 34,750 36,280 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 26,385 127,220 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 23,060 123,700 27,950 29,360 130,190 28,96030,420 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 j 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 1 3300 10,300 j 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 NDS), 2005 edition. For side or other combined bending and axial loads, see provisions of NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 106 psi Bending: Parallel to Gluelines (Beam): Fb = 2750'(12/d)79 psi Perp to Gluelines (Plank): Fb = 2500'(12/d)"' psi Compression Parallel to Grain: Fcii = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): Fcii = 750 psi Perp to Gluelines (Plank): Fcl = 450 psi Tension Parallel to Grain: Ft = 1650 psi VE.R-SA STU D° 1. 7 2:65,0 Allowable Design Values Product Bending Fb [psi] Compression Parallel to Grain F. [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 1,300,000 150 Western Woods # 2 Grade 1 675 1 900 1 1,000,000 1 135 Notes: Design values are for loads applied to the narrow face of the studs Dimension lumber values taken from from 2012 NDS Supplement: Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. For further design information, please see VERSA -STUD 1.7 2650 Eastern Tall Wall Guide. Boise Cascade EWP • Eastem Specifier Guide • 08!04/2015 New BC FRAMER® represents a huge technological leap L to help you improve the efficiency and profitability of your engineered wood products business. Boise Cascade will provide you what we believe is now the industry's best design software, offering far greater productivity than even our current version of BC FRAMER®. This new software package will help your design department work faster and accomplish more. You don't get paid to do drawings, but at least now you can do them in less time, and better. Shrink design time with BC FRAMER® model sharing. Save time & prevent mistakes with best -in -industry file integration. Experience the efficiencies of BC FRAMER® whole house modeling. Draw floor and wall plans simultaneously with BC FRAMER®: Check the plan every possible way with BC FRAMER® full 3-D viewer. Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes — a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. BC CALC® is simple to use, yet robust enough to analyze most all joist, beam, and column applications. Once an analysis is run, the user may print an easy -to -read design report that displays the span and load information with the analysis results. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, and studs all in one convenient program. In addition to BCI® & AJS® Joists, VERSA -LAM®, and BOISE GLULAM®, BC CALC® also offers the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program needed to analyze -structural wood members. Boise Cascade EWP • Eastem Specifier Guide RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM:8.OGB Video: Full support for DirectX 9; Single monitors, 1280x1024 512MB; Dual monitor, 1280x1024 1GB Minimum 1024768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. 7 Give Us ; a Try! LlrABR -C Ce A Analysis for Engin e red 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.beconnect.com/bcdeployer/index.htm ems Arag4a:#m1lMj N•+IUr ws _... iY I-PCi Leia 4l i[y r'flut* r••afy¢, ii1 Wi IrF 11q '_ Ni91lri I Ptmom;al S7"i±.14ara','•'i. 4Y}4 ;tYaF.. =4 ' ii.Yati t1.wkC alri }:b,. 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Ywrt.0 f Fram_ng Connec_tors_-.Simpson ;Strong -Tie ..__._. ITS l lus v SUR/L Joist Depth BCIe Hanger Capacity Ibs Nailin Header Joist Joist Depth BCIe Hanger Capacity Ibs Header Nailin Joist Joist Depth BCI® Hanger Capacity Ibs Nailin Header, eader Joist 9,/z, 4500s ITS1.81/9.5 993 6-1Od 9,„ 4500s IUS1.81/9.5 950 8-10d 9,„ 4500s SUR/L1.81/9 1081 12-16d 2-10dxl'A" 5000s ITS2.06/9.5 993 6-10d 5000s 6000s IUS2.06/9.5 IUS2.37/9.5 950 950 8-10d 8-10d 5000s 60005 SUR/L2.06/9 SUR/1-2.37/9 1097 1343 14-16d 14-16d 2-10dx1'/" 2-10dx1'/" 6000s ITS2.37/9.5 1225 6-1Od 6500s ITS2.56/9.5 1225 6-10d 6500s IUS2.56/9.5 950 8-10d 6500s SUR/1-2.56/9 1343 14-16d 2-10dxl'/" 4500s ITS1.81/11.88 1068 1 6-1Od 11 d 4500s IUS1.81/11.88 1185 10-10d 4500s SUR/1-1.81/11 1306 16-16d 2-10dx1'h" 5000s ITS2.06/11.88 1068 6-10d 5000s IUS2.06/11.88 1185 10-10d 5000s SUR/1-2.06/11 1350 16-16d 2-10dxl'/" 6000s ITS2.37111.88 1237 6-10d 6000s 6500s IUS2.37/11.88 IUS2.56/11.88 1185 1185 10-10d 10-10d 6000s 6500s SUR/1-2.37/11 SUR/1-2.56/11 1385 1385 16-16d 16-16d 2-10dxl'/" 2-10dxl'/" 6500s ITS2.56/11.88 1237 6-10d 60s ITS2.37/11.88 1237 6-10d F 60s IUS2.37/11.88 1185 10-10d 60s SUR/1-2.37/11 1385 1 16-16d 2-10dxl'/" 90s ITS3.56/11.88 1518 6-10d I 90s IUS3.56I11.88 1420 12-1Od 90s SUR/L410 1906 14-16d 2-10dx1%" 14' 4500s ITS1.81/14 1075 6-10d 14 4500s IUS1.81/14 1420 12-10d 14 4500s SUR/L1.81114 1675 20-16d 2-10dx1%" SOOOs ITS2.06114 1081 6-10d SOOOs IUS2.06114 1420 12-1Od 5000s SUR/L2.06/11 1693 18-16d 2-10dx1%" 6000s ITS2.37/14 1262 6-10d 6000s IUS2.37114 1420 12-10d 6000s SUR/L2.37/14 1693 18-16d 2-10dx1%i' 6500s ITS2.56/14 1262 6-10d 6500s IUS2.56/14 1420 12-1Od 6500s SURI/L2.56114 1693 18-16d 2-10dx1%z" 60s ITS2.37/14 1262 6-10d 60s IUS2.37114 1420 12-1Od 60s SUR/L2.37/14 1693 18-16d 2-10dx1'/" 90s ITS3.56/14 1520 6-10d 90s IUS3.56114 1420 12-1Od 90s SUR/L414 2050 18-16d 2-tOdzlh" 16 4500s ITS1.81116 1081 6-10d 16 4500s IUS1.81116 1660 14-10d 16 4500s SUR/L1.8_1/14 1887 20-16d 2-10dx1'/" 5000s ITS2.06/16 1087 6-10d 5000s IUS2.06/16 1660 14-10d 5000s SUR/L2.06/11 1920 18-16d 2-10dx1%" 6000s ITS2.37/16 1268 6-10d 6000s IUS2.37/16 1660 14-10d 6000s SURIL2.37/14 1920 18-16d 2-10dx1''/V 6500s ITS2.56/16 1268 6-10d 6500s IUS2.56/16 1660 14-10d 6500s SURYL2.58/14 1920 18-16d 2-10dx1Y::" 60s ITS2.37/16 1268 6-10d 60s IUS2.37/16 1660 14-10d 60s SURIL2.37114 1920 18-16d 2-10dx1'/" 90S ITS3.56/16 1520 6-10d 90s IUS3.56/16 1425 14-10d 90s SUR/L414 225o 18-16d 2-10dx1 /" I MIT B U / HU MIL) LSSU Joist Depth BCI® Hanger Capacity Ibs Bader Nailin Joist Joist De th gCl® Hanger Capacity Ibs Header Nailin oist Joist De t gCl® Hanger Capacity Ibs Header ailIn Joist 9„ 4500s MIT49.5 2305 8-16d 2-1Odx1'/" 4500s MIU3.5619 2305 16-16d 2-10dx1'/" 4500s LSSU125 995 9-10d 7-10dx1'/" SOOOs MlT4.12l9.5 2305 8-16d 2-tOdx1Y 9,/„ 5000s 6000s MiU4.12/9 MIU4.7519 2305 2305 16-16d 16-16d 2-10dx1%" 2-10dx1 / 5000s LSSU2.08 995 9-10d 7-10dx1h" 6000s MIT359.5-2 2305 8-16d 2-1 Odx1 / 9+/, 6000s LSSU135 995 9-10d 7-10dx1'/" 6500s MIT39.5-2 2305 8-16d 2-10dx11/" 6500s M1U5.1219 2305 16-16d 2-10dx1%" 6500s LSSUH310 1425 14-10d 7-10dx1'A" 11 /° 4500s MIT411.88 2305 8-16d 2-10dxl'/" 4500s MIU3.56/11 2880 20-16d 2-10dx1'/" 4500s LSSU125 995 9-10d 7-10dx1Y" 5000s M1T4.12111.88 2305 8-16d 2-10dxV/2" 5000s MIU4.12/11 2880 20-16d 2-10dx11A" 5000s LSSU2.06 995 9-10d 7-10dz1'A" 11 /B 6000s 6500s MIU4.75111 MIU5.12/11 2880 2880 20-16d 20-16d 2-10dx1%" 2-10dx1 /V- 6000s MIT3511.88.2 2305 8-16d 2-tOdx1%" 6000s LSSU135 995 9-10d 7-10dxl'/" 6500s MIT311.88-2 2305 8-16d 2-1 Odx1'/" 60s MIU4.75/11 2600 20-16d 2-10dx1%" 11 /° 6500s LSSUH310 1475 14-10d 7-10dx11/" 60s MIT3511.88-2 2305 8-16d 2-10dx1/" 90s I B7.12111.88 3800 14-16d 2-10dx11/" 90S HU412-2 3275 22-16d I 2-10dOW 60s I LSSU135 995 9-10d 7-10dx1'/" 14 4500s MIT414 2305 8-16d 2-10dx11/" 4500s MIU3.56/14 3170 22-16d 2-10dx1'/" 90s LSSU410 1625 14-10d 12-10dx1+/" 5000s MIT4.12114 2305 8-16d 2-10dxl'A" 5000s MIU4.12114 3170 22-16d 2-10dx1h" 4500s LSSU125 995 9-10d 7-10dxl'A" 6000s MITT3514-2 2305 _ 8-16d 2-10dxl'A"6000s 14" MIU4.75/14 3170 22-16d 2-10dxV/:" 5000s LSSU2.06 995 9-10d 7-10dx1%" 6500s MIT314-2 2305 8-16d 2-10dx1'/" 6500s MIU5.12114 3170 22-16d 2-10dx1'A" 6 LSSU135 995 9-10d 7-dx1/ 60s MIT3514-2 2305 8-16d 2-10dx1'/" 60s MIU4.75/14 2700 22-16d 2-10dx1i4" 14" 65500s00s L 310 1600 14-10d 7-10dx1'/" 90s B7.12114 3800 14-16d 2-10dx1'A" 90S HU414-2 3870 26-16d 2-1Odx1'/" 605 LSSU135 995 9-tOd 7-10dx1'/" 16 4500s MIT416 2305 8-16d 2-10dx1+/" 4500s MIU3,56/16 3455 24-16d 2-10dx1'/" 90s LSSU410 1625 14-10d 12-10dx1'/" 5000MMIU5.12116 455 24-16d 2-10dx1'/" 5000s LBV4.12116 2460 10-16d 2-1Odx1'/" 6000s MIT4.75116 2305 8-16d 2-10dx1'/" 60003455 24-16d 2-10dx1'A" For more information, call Simpson Strong -Tie a .° at1.800.999.5099 or visit their website at www.strongtie.com General Notes Botd Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions; contact supplier or Simpson Strong -Tie for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI. Joist end reaction capacities - whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BCI® Joist slope exceeds W per foot. Leave'hs" clearance (%" maximum) between the end of the supported joist and the head of the hanger. At max design capacity shown, hangers may exceed standard deflection by %, . For proper installation of the VPA, the 2-10dx1%" joist nails through the bend tabs must be installed at approximately a 45-degree angle. Support Requirements Support material assumed to be Boise Cascade structural composite lumberorsawnlumber(Douglasfirorsouthern Minimune mMinimum support width for single- and double -joist top mountpp hangers is 3". Minimum support width for face mount hangers with l0dand 16d nails is 13/." and 2", respectively. 6500s MIT5.12116 2305 8-16d 2-10dx1%" 16 6500455 24-16d 2-10WIA" 60s MIT4.75/16 2305 8-16d 2-10dx1'/" 60s2725 24-16d 2-10dx1'/" 90S BT12116 3800 14-16d 2-10dx1%" 90s3780 26-16d 2-10dx1'/" THAI VPA Joist Depth BCI ® Hanger Capacity Ibs Nailin Header Joist Joist De th BCI ® Hanger Capacity fibs]To Ffastener Plate Rafter 9/ 4500s THA11.81/22 1181 6-10d 2-10dx1%" 4500s LSSU125 995 9-10d 7-10dx1'/" 5000s THAl2.06/22 1181 6-10d 2-10dx1+/" 9/ 5000s 6000s LSSU2.06 LSSU135 995 995 9-10d 9-10d 7-10dx1'/" 7-10dx1'/" 6000S THA13522 1393 6-10d 2-10dx1%" 6500s THA1322 1393 6-10d 2-10dxl'/," 6500s LSSUH310 1425 14-10d 7-10dx11/" 4500s THA11.81/22 1443 6-10d 2-10dx1'/" 4500s LSSU125 995 9-10d 7-10dx1'/" 5000s THAl2.06122 1 1443 6-10d 2-10dx1'/" 5000s LSSU2.06 995 9-10d 7-10dx1'/z" 6000s THA13522 1443 6-10d 2-10dx1 f" 6000s LSSU135 995 9-10d 7-10dx1Y:" 6500s THAI322 1443 6-10d 2-10dxi'/" 11/B 6500s LSSUH310 1475 14-10d 7-10dx1'/" 60s THA13522 1443 6-10d 2-10dx1'/" 6Os LSSU135 995 9-10d I 7-10dx1'/" 90s THA1422 1715 6-10d 2-1 Odx11; 90s LSSU410 1625 14-10d 12-10dx1'/" 14" 4500s THA/1.81122 1600 6-10d 2-10dx1/z" 4500s LSSU125 995 9-10d 7-10dx1/z" 5000s THAl2.06/22 1600 6-10d 2-10dx1'A" 5000s LSSU2.06 995 9-10d 7-10dx1 /„ 6000s THA13522 1600 6-10d 2-10dx1'fi" 6000s LSSU135 995 9-10d 7-10dx1'/" 6500s THAI322 1600 6-10d 2-10dx1Y" 14„ 6500s LSSUH310 1600 14-10d 7-10WI/V 60S THA13522 1600 6-10d 2-10dx11/" I 60S LSSU135 995 9-10d 7-10dx1'/" 90S THA1422 1715 6-10d 2-10dx1'/" 90s LSSU410 1625 14-10d 12-10dx11/" Boise Cascade EWP - Eastem Specifier Guide • 08;04/2015 Framing Connectors USP StructuraLConnectors : e THO TFL THE SKH Joist ',BCI® Hanger Capacity Nailin Joist BCI® Hanger Capacity ailing Joist BCI® Hanger Capacity Nailin Depth Ibs Header Joist Depth Ibs Header Joist Depth Ibs Headerl Joist 4500s TH017950 993 6 10d 2 10dx1'/" 4500s THF17925 910 8 10d 2 10dx1'/" 4500s SKH1720LIR 1153 14 10d 10 10dx1'/" 5000s TFL2095 993 6 10d 2 10dx1'/:" , ,, 5000s THF20925 910 8 10d 2 10dx1'/" 5000s SKH2O2OLIR 1153 14 10d 10 l0dx1W 6000s TFL2395 1225 (6)10d 2 I0dx1'/" 9/ 6000s THF23925 1275 12 10d 2 10dx1'/" 9/ 6000s SKH232OL/R 1384 14 10d 10 10dx11W 6500s TFL2595 1225 (6)10d 2 10dxl1/" 6500s THF26925 1275 12 10d 2 10dxl'A" 6500s SKH2520LIR1384 14 10d 10 10dx1'2" 4500s TH017118 1068 (6)10d 2 1Odx1'/" 4500s THF17112 910 8 10d 2 10dx1'/" 4500s 'SKH1720LIR- 1434 16 10d 10 1Odxt/2" 5000s TFL20118 10686 10d 2 1Odxl'/2" 5000s THF20112 910 8 10d 2 10dx1'/" 5000s SKH2O2OLIR 1434 16 10d 10 10dxtf" 11%d' 6000s TFL23118 1237 6 10d 210dx1'/" 117%.. 6000s THF23118 1300 14 10d 2 10dx1'/" t1,/e, 6000s SKH232OL/R 1434 16 10d 10 lOdxl'h" 6500s TFL25118 1237 6 10d 2 10dx1/2" 6500s THF26112 1300 14 10d 2 10&1'/" 6500s SKH2520L/R 1434 16 10d 10 10dxl'h" 60s TFL23118 1237 6 10d 2 10dx1/" 60s THF23118 1300 14 10d 2 lOdXl/" 60s SKH2320L/R 1434 16 10d 10 10dx1 4" 90s TH035118 1589 10 10d 2 1621'h" 90s I THF35112 1612 16 10d 2 tOdxl'/" 90sI -SKH41OLIR 1900 16 16d 10 16d 4500s TFL1714 1325 6 10d 2 1Odx1Y2" 4500s THF17140 1075 12 10d 2 I0dx1%" 4500s SKH1724LIR 1562 16 10d 10 10dx1'/" 5000s TFL2014 1081 6 1Od _(2)10dxlYz" 5000s THF20140 1081 12 10d (2)10dxll/2" 5000s SKH2O24LIR 1562 16 10d 1010dxl'/2" 6000s TFL2314 1262 6 10d 2 I0dxl%" 6000s THF23140 1350 18 10d 2)10dx1'/" 6000s SKH2324LIR 1562 16 10d 10 10dx1W' 14 6500s TFL2514 1262 6 10d 2 10&1'/" 14 6500s THF26140 1350 (18 10d 4 10dx1'/" 14 6500s SKH2524L/R 1 1562 16 10d 10 10dx1'/" 60s TFL2314 1262 6 10d 2 10dx1'/2" 60s THF23140 1350 18 10d 2 10dx1'h" 60s SKH2324L/R 1562 16 10d 10 1Odx1'/2" 90s TH035140 1625 12 10d 2 10dxN/" 90s THF35140 1650 20 10d 2 10dx11/" 90s SKH414LIR 2050 22 16d 10 16d 4500s TFL1716 1081 6 10d 2 10dxl'/" 4500s THF17157 1475 24 10d 2 10dxl'/2" 4500s SKH1724L/R 1690 16 10d 00 10dx1'/" 5000s TFL2016 1087 ( 6)10d 2 10dx1'/" 5000s THF20157 1465 24 10d 2 10dx1'/" 5000s SKH2O24LIR 1562 16) 10d 10 10dx1'12i" 16" 6000s TFL2316 1268 6 tOd 2 10dx1'/" t6„ 6000s THF23160 1362 22 10d 2 10dxl'/" 6000s SKH2324LIR 1690 16 10d 10 10dx1%" 6500s TFL2516 1268 6 10d 2 10dxl'/" 6500s THF26160 1362 22 10d 2 tOdx1'/" 16 6500s SKH2524L/R' 1690 16 10d 10 10dxl'/" 60s TFL2316 1268 6 10d 2 10dx1'/" 60s THF23160 1362 22 10d 2 1OW' " 60s SKH2324L/R 1690 16 10d 10 10dx1'/" 90s TH035160 1660 12 10d 2 tOdx1'/2". 90s THF35157 1687 22 10d 2 1Odx1'h" 90s ' SKH414LIR 2250 22 16d 101 16d THO Double BPH THE Double' HD LSSH Joist ,BCI® Hanger Capacity Nailin Joist' gCl® Hanger Capacity Nailin Joist BCI® Hanger Capacity Nailing De th Ibs ea a oist De th ibs eader' oist De th bs Header Joist 4500s TH035950 2050 10 l0d1l 2 10dx1'/" 4500s THF35925 1370 12 10d 2 10dxl'/" 4500s` LSSH179 114 10 10d 7 1Odx11" 9,/„ 5000s TH020950- 2 2330 10 16d 6 10d 9,/„ 5000s THF20925- 2 1390 12 10d 6 10d 9,/„ SOOOs LS H2O 140 10 10d 7 10dx1' " 6000s TH023950.2 2825 10 16d 6 10d 6000s THF23925-2 1625 14 10d 6 10d 6000s LSSH23 1140 10 10d 7 10dx1l/2" 6500s TH025950-2 2825 10 16d (6)10d 6500s THF25925.2 1390 12 10d 6 10d 6500s LSSH25 1412 110 10d I 17110dxII/T 4500s TH035118 2050 10 10d 2 10dx1'/" 4500s THF35112 1825 16 10d 2 10dx1'/„ 4500s LS H179 1140 10 10d 7 10dx1/ 5000s LSSH2O 1140 O 10d 7 10dx1 / 5000s TH020118.2 2330 10 16d _.,_.(6) 10d 5000s THF20112.2 1855 16 10d (6) 1Od 6000s LSSH23 1140 (101 10d I f7ll0dx1'/" 6000s TH023118-2 2925 10 16d 6 10d 6000s THF23118.2 1855 16 1Odi 6 1Od 1t 6500s L H 1140 10 10d 10dx ' " 11/° 6500s TH025118- 2 2925 10 16d (6)10d 11/8 6500s THF25118-2 1855 16 10d (6)10d 60s LSSH23 1140 4 16d OW16" 60s TH023118-2 3212 10 16d 6 10d 60s THF23118.2 1855 16 10d (6)10d 90s L 35 920 14 16d 12 10dx1"' 90s BPHH118 3455 10 l I 90s I HD7120 2255 16 16d 6 10d 4500s LSS 179 140 10 10d 7 Odxl%" L H2O 1 4500s TH035140 23151210d210dx1%" 4500s THF35140 2320 16 10d 2 tOdx1'/z" SOOOs 140 10 10d Odx 1"6000s L H23 1140 10 10d 7 10dx1Y" 5000s TH020140.2 2330 10 16d 6 10d 5000s THf20140-2 2320 20 10d 6 10d 14' 6500s LSSH23 1675 10 10d 7 10dx11/" 6000s TH023140-2 3350 12 16d 6 10d 6000s THF23140-2 2540 20 10d (6)10d 60s LSSH23 1140 14 16d 12 10dx11/" 14 6500s TH025140. 2 3350 12 16d 6 1Od t4 6500s THF25140-2 2500 20 10d 6 10d 90s LSSH35 1920 14 16d 12 10dx11F" 60s TH023140-2 3535 12 16d 6 1Od 60s THF23140-2 2540 20 10d 6 10d 4500s LSSH179 1140 10 10d 7 OWI/2" 90s BPH7114 3455 10 16d 6 1Od 90s HD7140 2820 20 16d 8 10d 5000s 1140 10 10d 710dx1'/V 4500s TH035160 2359 12 10d 2 10dx1'/" 4500s THF17157-2 2425 22 10d 2 10dxl1/V 16" 6000s LSSH23 1140 10 1Od 7 10dxl%" 5000s TH020160-2 2330 10 16d 6 10d 5000s 6600s LSSH23 1140 10 10d 7 Odx1 60s L 23 1140 4 16d Od ' " 16„ 6000s TH023160- 2 3137 12 16d 6 10d 16„ 6000s THF23160-2 3050 24 10d 6 Ind 90s L 5 19 0 16d Od 1' " 65005 TH025160.2 3137 12 16d 6 10d 6500s HF25160.2 3000 24 10d 6 10d60s I T 353512)16dl 6) 10d 60s 2 THF23160-2 30502410d 6) OdS For more information, 90s BPH71162 3455 10 16d 6 tOd 90s 3385 24 16d 8 10d S OTU VCONNECTORS USP Structural Connectors S A- at 1-800-328-5934 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 Joist gCl® Hanger Capacity Nailin Joist gCl® Hanger Capacity Fastener Connectors for further information. e th Ibs Header Joist Depth Ibs To Plate Rafter Capacity values shown are either hanger capacity values 4500s 4500s TMP175 1125 6 10d 4 10dx11/" see support requirements below) or BCI® Joist end 9A„ 5000s 9,/„ 5000s TMP21 1125 6 10d 41Odx1'/" reaction capacities—whicheverisless. 6000s 6000s TMP23 1375 6 10d 4 1Odx1/ All capacity values are downward loads at 1009fi load 6500s 6500s TMP25 1375 6 10d 41Odx11/2" duration. 4500s 4500s TMP175 1150 6 10d 4 1Odx11/2" Use sloped seat hangers and beveled web stiffeners when 5000s 5000s TMP21 1290 6 10d 4 10dx1l/" BCl® Jost slope exceeds per foot. 11'/;, 6000s MSH2322 1431 6 10d 4 10dx1 /" 11 fig, 6000s TMP23 1425 6 10d 4 10dx1 /" Leave'l s" clearance ('le" maximum) between the end of Leave6" clearance 6500sMSH3221431 6 10d 4 10dX1 " 6500s TMP25 1425 6 10d 4 10dx1 /" the PP joist and the head of the hanger. 60s 90s MSH2322MSH422 1431 1862 6 10d 6 10d 410dx1/" 6 10d 60s 90s TMP23 TMP4 1425 1800 6 10d 6 10d 410dx1%" 4 10dx1'/" For BCI® Joist applications, consult USP for capacity 4500s MSH1722 1550 6 10d 410dx1/2" 4500s TMP175 1150 6 10d 4 1Odx1' " reduction. 5000s SOOOs TMP21 1290 j6 10d 4 10dx1'/" Support Requirements 14" 6000s MSH2322 1550 6 10d 4 OWI/" 14„ 6000s TMP23 1525 6 10d 4 1Odx1Y:;; Supportmaterial assumed to be Boise Cascade 6500s MSH322 1550 6 10d 410dx1/z 6500s TMP25 1525 6 10d 410dx1/ structural composite lumberorsawn lumber 60s 90s—T MSH2322 1550 6 10d 410dx1Y2" I 60s 90s I TMP23 TMP4 1525 1850 6 10d 6 10d 410dx1'/" 410dx1'/" Douglas fir or southern pine species). 4500s MSH1722 1668 6 10d 410dx1"' 4500sl TMP175 1 1150 6 10d 410dx1"' Minimumsupportwidthforsingle-and double -joist lop 5000s 5000s TMP21 1290 6 10d 4 10dx1'/" mount hangers is 3": (11/2" for THO hangers). 6000s MSH2322 1668 6 10d 4 10dx1'/" 6000s TMP23 1550 6 10d 4 10dx1'/" Minimum support width for face mount hangers with 10d 16..6500s MSH322 1668 6 10d 4 10dx1'/" 16 6500s TMP25 1550 6 10d 4 tOdx1'/" and 16d nails is 1W and 2", respectively. 60s MSH2322 1712 6 10d 4 10dx1' d' 60s TMP23 1550 6 10d 4 10dx1' i' 90s 90s TMP4 1900 6 10d 4 10dx1' " ioise Cascade EVVP - Eastern Specifier Guide - 08 04/2015 3H - tea ds` rN s...+vs. 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 FSC® 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 Lifetime Guaranteed Quality and Performance I Boise Cascade warrants its BCI® Joist, VERSA -LAM°, and ALLJOISr products i to comply with our specifications, to be free from defects in material and workmanship, ` and to meet or exceed our performance 9' specifications for the normal and expected life of j the structure when correctly stored, installed and used according to our Installation Guide Engineered Wood Products are available as PEFC® 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. t: If in doubt, ask! s) For the closest r Boise Cascade EWP distributor/support center, call 1-800-232-0788 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 beginningP Copyright © Boise Cascade Wood Products, L.L.C. 2014 ESG 0810412015 Lumbbr design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY MiTek® RE: 1113099 - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: [ pa, FL 336J,0-4115 Customer Info: Starlight Project Name: Lot 137 Wyndham Preserve Model: 1826%oyager Lot/Block: 137 Subdivision: Wyndham Preserve Address: N/A City: Sanford State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: # '1 7- 2 4 3 9 City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): aDesignCode: 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 19 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T11458718 A16 6/26/17 118 IT11458735IV3 6/26/17 12 1 T11458719 1 A2 1 6/26/17 19 I T11458736 I V5 1 6/26/17 13 J T11458720 J A3 1 6/26/17 1 14 T11458721 1 A4 1 6/26/17 15 T11458722 J A5 1 6/26/17 16 1 T11458723 1 A6 1 6/26/17 17 1 T11458724 1 A7G 1 6/26/17 18 1T11458725 1131GE 16/26/17 19 1 T11458726 1 B2 1 6/26/17 110 1 T11458727 1 CA 1 6/26/17 ill I T11458728 1 CJ3 1 6/26/17 112 1 T11458729 1 CJ5 6/26/17 113 I T11458730 J EJ7 6/26/1 7J 114 I T11458731 J EJ7G 6/26/17 115 1 T11458732 1 HJ7 1 6/26/17 J 16 1 T11458733 1 M1 GE 1 6/26/17 117 1 T11458734 1 M2 1 6/26/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Groveland, FL). Truss Design Engineer's Name: Albani, Thomas 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. g A. / GEIV3<e'9,l0 No 39380 STATE OFoo 0 N A' 1# 1111 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 26,2017 Albani, Thomas 1 of 1. Job Truss Truss Type Qty P ly T71458718 1113099 Al G Hip Girder 1 1 Job Refere ce o tional 517 Dann 1 Builder's First Source, Groveland, FL. 34736 7.640 r" " 2" ""°" _^ """"" """ `" "" "" _ " ID:6c7Af685PEIPxJ638d3NKNz4S6e-9eZO8Fi.Dp81 TBDAUxasn_379iXa7vf3STC5Miz205m 1 0 0 3 9 14 7-0-0 11-8-9 16-3-7 21-0-0 24-2-2 _28-0-0 ,29-0-0, 10- 3-9-14 3-2 r 4t- 4f-13 4-8-9 3-2-2 3-9-14 5x8 = 2x4 II 3x8 = 5.00 12 4 24 25 5 26 27 28 6 29 30 4x6 = Scale = 1:50.1 11 1b 31 32 " 33 14 34 — 35 36 3x8 — 2X4 3x4 = 3X8 = 4x10 MT20HS = 2X4 11 3x8 = 2x4 13X8 = 3-9-14 7-0-0 11-8-9 16-3-7 21-0-0 24-2-2 28-0-0 3-9-14 3-2-2 4$-9 4-6-13 4-8-9 3-2-2 3-9-14 Plate Offsets (X Y) 12'0 4 2 0 1 8) (4'0-5-12 0-2-8) (9:0-4-2 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL t25 TC 0.76 Vert(LL) 0.38 13-15 >877 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.68 13-15 >497 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.69 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 141 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1906/0-3-8, 9=1906/0-3-8 Max Horz 2=-78(LC 13) Max Uplift2=-899(LC 8), 9=-899(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3911/1813, 3-4=-3938/1853, 4-24= 4677/2245, 24-25=-4677/2245, 5-25=-4677/2245, 5-26=-4677/2245, 26-27=-4677/2245, 27-28=-4677/2245, 6-28=-4677/2245, 6-29=-3677/1762, 29-30=-3677/1762, 7-30=-3677/1762, 7-8=-3937/1852, 8-9— 3909/1816 BOT CHORD 2-17=-1664/3547, 16-17=-1664/3547, 16-31= 1649/3645, 31-32=-1649/3645, 15-32=-1649/3645, 15-33=-2128/4677, 14-33= 2128/4677, 14-34=-2128/4677, 13-34=-2128/4677, 13-35--2128/4677, 35-36=-2128/4677, 12-36=-2128/4677, 11-12=-1588/3545, 9-11=-1588/3545 WEBS 3-16=-204/280, 4-16=-99/501, 4-15=-602/1264, 5-15=-472/411, 6-13=0/332, 6-12=-1236/593, 7-12=-379/1094, 8-12=-205/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=899, 9=899. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 213 lb up at 7-0-0, 87 lb down and 122 lb up at 9-0-12, 87 lb down and 122 lb up at 11-0-12, 87 lb down and 121 lb up at 13-0-12, 87 Ib down and 121 Ib up at 14-11-4, 87 lb down and 122 lb up at 16-11-4, and 87 lb down and 122 lb up at 18-11-4, and 173 lb down and 213 lb up at 21-0-0 on top chord, and 307 lb down and 137 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65 lb down at 14-11-4, 65 lb down at 16-11-4, and 65 lb down at 18-11-4, and 307 lb down and 137 lb up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ILM0_ Design valid for use only with MITek® connectors. this design Is based only upon parameters shown, and is for an Individual building component not m- a truss syste. Before use, the building designer must verify fie applicability paplicabilityofdesignparameters and proiorly incorporate tits design Into the overall i building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and taus systemTarn s, seeANSi/TPII Quality Criteria, DSB-89 and SCSI Building Component Parke East Blvd. Safety Information available from Iruss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33670 Job Truss Truss Type Oty Ply T11458718 1113099 Al G Hip Girder 1 1 Job Reference o tional builder' s First Jource, lirovelano, FL. 34/do ID: 5c7Af685PEIPxJ638d3NKNz4S6e-9eZOBFioDp81TBDAUxasn_379iXa7vf3STC5Miz205m LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 18-21=-20 Concentrated Loads (lb) Vert: 4=-126(F)7=-126(F) 16=-307(F) 12= 307(F) 24=-87(F) 25= 87(F) 26=-87(F)28= 87(F) 29=-87(F) 30=-87(F) 31=-41(F) 32=-41(F) 33=-41(F) 34=-41(F) 35= 41(F) 36=- 41(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MlTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall gwl build" mg design. Bracing Indicated Is to prevent txrckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ly T11458719 1113099 A2 Hip 7`7P i Job Reference (optional) 52046 2017 P 1 Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 1 age I D: 5c7Af685PE I PxJ638d3N KNz4S6e-dr7mMbj R_7Gu4LoM2f55KCcPM6vOsTrDh7yfuBz2O51 0 0 4 9 14 9-0-0 14-0-0 19-0-0 i 23-2-2 28-0-0 1-0- 0 4-9-14 4-2-2 5-0-0 5-0-0 4-2-2 4-9-14 3x6 = 9- 0- 0 46 = IL 3x4 = 3x8 = 30 = 4x6 = 3x8 = 28- 0- 0 Scale = 1: 50.1 3x6 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.19 10-12 999 240 MT20 244/190 TCDL 7. 0 Lumber DOL 1.25 BC 0.88 Vert(TL) 0.55 10-12 609 180 BCLL 0. 0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.10 8 n/a n/a BCDL 10. 0 Code FBC2014/TP12007 Matrix-M) Weight: 131 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 2=1090/0-3-8, 8=1090/0-3-8 Max Horz2= 98(LC 14) Max Uplift2=- 455(LC 10), 8=-455(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2081/874, 3-4=-1812/707, 4-5=-1647/686, 5-6=-1647/686, 6-7=-1812/707, 7-8=- 2081/876 BOT CHORD 2-12=-817/1877, 11-12=-697/1837, 10-11=-697/1837, 8-10=-721/1877 WEBS 3- 12= 275/291, 4-12= 114/442, 5-12=-338/250, 5-10=-338/250, 6-10=-114/442, 7-10=- 275/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=14Omph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=455, 8=455. 7) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. s_ Design valid for use only with MITekO connectors. This design is based only upon paramelers shown, and Is for an individual building component, not - - a truss system. Before use, the building designer must verify The applicability of design parameters and properly incorporate Ihis design info the overa0 p ®®® building design. Bracing indicated Is to prevent Ixrckling of individual truss web and/or chord members only. Additional lemloraiy and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatbn, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available froin Truss Plate Instilule. 216 N. Lee Sireei, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City T11458720 1113099 A3 Hip 2 FIJ.b Reference (optional) Builder's First Source, Groveland, FL. 34736 p, 1 G11 O 14 " ' '""" " a` ' ID:5c7Af685PEIPxJ638d3NKNz4S6e-51 h8Zxk31ROliUNYbMcKsP8XgWK2bvlMvnhCQaz2O5k l 1 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 5-2-2 5-9-14 1-0-0 5x8 = 20 4x6 = Scale = 1:50.1 1J 1G 2x4 11 3x4 = 3x8 - 2x4 11 3x4 = 3x4 = 3x4 = 5-9-14 11-0-0 17-0-0 22-2-2 2tt-u31 5-9-14 5-2-2 6-0-0 5-2-2 5-9-14 Plate Offsets (X Y) 12:0 1 10 0 0-0j 14 0-5-12 0-2-8) (7`0-1-10 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.50 Vert(LL) 0.12 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -026 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.09 7 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 136 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 7=1090/0-3-8 Max Horz 2=-118(LC 15) Max Uplift2=-452(LC 10), 7=-452(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2074/785, 3-4=-1630/615, 4-20= 1464/615, 5-20= 1464/615, 5-6— 1631/616, 6-7=-2074/788 BOT CHORD 2-13=-743/1863, 12-13=-743/1863, 11-12=-466/1463, 10-11=-466/1463, 9-10= 628/1863, 7-9=-628/1863 WEBS 3-12=-459/308, 4-12=-76/364, 5-10=-66/365, 6-10= 459/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=fb) 2=452, 7=452. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. v Design valid for use only with MITek@) connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a Irrss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11458721 1113099 A4 Hip 2 7 Job Reference o tional Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 15 20:47 2017 Page 1 I D:5c7Af685P EI PxJ638d3N KNz4S6e-51 h8Zxk31ROliUNYbMcKs P8Ym W KdbgmMvnhCQaz2O5k 1-0-0 6-9-14 13-0-0 15-0-0 21-2-2 28-0-0 9-0-Oi 1-0-0 6-9-14 6-2-2 2-0-0 6-2-2 6-9-14 1-0-0 1 0 4x6 = 4x6 = 20 Id II 3x4 !- 3x4 = 2x4 3x4 = 2x4 11 3x4 14 3x4 13-0-0 15-0-0 21-2-2 6.2-2 2- - - 6-2-2 Scale = 1:50.1 Plate Offsets (X Y) j2:0-3-0 0-1-8j 17:0-3-0 0-1-8f LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OA3 Vert(LL) 0.17 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Veri(TL) -0.32 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC20141FP12007 Matrix-M) Weight: 133 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 7=1090/0-3-8 Max Horz2=137(LC 10) Max Uplift2=-449(LC 10), 7=-449(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2034/759, 3-4= 1453/540, 4-20=-1284/538, 5-20=-1284/538, 5-6=-1453/539, 6-7=-2034/761 BOT CHORD 2-13= 728/1820, 12-13=-728/1820, 11-12=-728/1820, 10-11=-352/1284, 9-10= 593/1820, 7-9=-593/1820 WEBS 3-13=0/253, 3-11=-645/414, 4-11 =- 103/336, 5-10= 103/336, 6-10= 645/416, 6-9=0/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=449, 7=449. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek@ connectors. This design is based only upon parameters shown, and is for an Individual Wilding component- not - a in.rss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent twckling of individual truss web and/or chard rnembeis only. Additional temporary and permanent bracing WOW is always required for stal-Ality and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available trom Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra VA 22314. Tampa, FL 33610 Inc Truss Truss Type 0tY PIY T11458722Fob99A5Common71 Job Reference o tional 6 MT k i d t Mon Jun 26 15:20:48 2017 Page 1 Builder's First Source. Groveland, FL. 34736 7,640 s Apr 19 201 r e n us nes, n . I D:5c7Af685P E I PxJ638d3N KNz4S6e-ZD F W nHlhW kXcKeyl947ZPdhiPvcAKMIW 8R Rmy1 z205j 1-0-0 7-3-14 14-0-0 20-8-2 28-0-0 9-0 D 1-0-0 7-3-14 6-8-2 6-8-2 7-3-14 1-0-0 3x6 = 9-6-10 4x6 = 5.00 12 Scale = 1:49.3 3x4 = 3x4 = 3x4 = 3x6 = Plate Offsets (X Y)-- j2:0-0-10 Edqe] (8:0-0-10 Edgej LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 TCDL 7.0 Lumber DOL 1.25 BC 0.79 BCLL 0.0 Rep Stress Incr YES WB 0.29 BCDL 10.0 Code FBC2014/fP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 8=1090/0-3-8 Max Horz 2=147(LC 10) Max Uplift2=-448(LC 10), 8=-448(LC 11) DEFL. in (loc) I/defl Ud Vert(LL)-0.2510-12 >999 240 Vert(TL)-0.5010-12 >675 180 Horz(TL) 0.08 8 n/a rita 28-0-0 PLATES GRIP MT20 2441190 Weight: 122 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1967/764, 3-4— 1737/669, 4-5=-1661/689, 5-6=-1661/690, 6-7=-1737/670, 7-8=-1967/765 BOT CHORD 2-12=-738/1755, 11-12=-340/1176, 11-19=-340/1176, 19-20=-340/1176, 10-20=-340/1176, 8-10=-592/1755 WEBS 5-10=-273/607, 7-10=-380/384, 5-12=-273/607, 3-12=-380/384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Interior(l) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=448, 8=448. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/09/2015 BEFORE USE. e Design valid for use only with Milek(Rconnectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. &;fore tMe, file. buildr Kj designer must verify the al i-Aicabilily of design lxrrameters and properly incorporate this design into The overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property daneage. Wr general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, - Tampa, FL 33610 Job Truss Truss Type Qty Ply T11468723 1113099 A6 Root Special 1 1 Job Reference o tional Builder's First Source, Groveland, FL. 34736 ,... S.,N....,.. __.. - ID:5c7Af685PEIPxJ63Bd3NKNz4S6e-10pv_dIJH2fTxoXxjnfoxgEwAJzp3n_fN5AJVTz2O5i 5-2-14 9-10-0 0-8- 14-10-0 19-0-0 23-2-2 28-0-0 9-0-0 1-0-0 5-2-14 4-7-2 -10- 4-2-0 4-2-0 4-2-2 4-9-14 1-0-0 4x6 = 4x6 = 3x8 = 15 14 Ic 2x4 4x12 = 3x4 = 2x4 II 3x4 = 10-8-0 4x6 = 3xB = Scale = 1:51.0 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.15 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.3611-21 >941 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.10 9 n/a rVa BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 144 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1089/0-3-8, 9=1091/0-3-8 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-5-14 oc bracing. Max Horz2=106(LC 14) Max Uplift2=-400(LC 10), 9=-493(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2088/722, 3-4=-1692/690, 4-5=-18171780, 5-6=-1730f732, 6-7=-1626/775, 7-8=-17901791, 8-9=-2064/979 BOT CHORD 2-15=-629/1877, 14-15=-629/1877, 13-14=-635/1846, 12-13=-635/1846, 11-12=-635/1846, 9-11=-815/1863 WEBS 3-14=-427/274, 4-14=-466/1093, 5-14=-706/365, 6-14— 253/169, 6-11==303/163, 7-11 =- 120/455, 8-11=-285/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=400, 9=493. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITekft connectors. This design Is based only upon parameters shown, and is for an Individual building component, not Dalatrusssystem. Before use, the building designer must verify the applicatnilily of design parameters and properly incorporate this design Into the overall pbuildingdesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k• is always required for stabtlily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type Oty Ply T11458724 1113099 F Rooi Special Girder 1 1 Job Reference (optional) M T k l d t i I M J 26 15:20:50 2017 Pa e 1 Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 r e n us nes, nc. on Jun g ID:5c7Af685PEIPXJ638d3NKNZ4S6e-VcNHCzmx2MnKZy67HUA1U2myNjFdo8soblwslvz2O5h 1 0 Oi 5 2 14 9-10-0 12-8-0 16-10-0 21-0-0 24-2-2 r _ 28-0-0 i29-0-0 1-0-0 51 22 14 4-7-2 2-10-0 4-2-0 4-2-0 3-2-2 3-9-14 1 0 0 4x6 = 3x8 i 2x4 11 5x8 = 6x8 = 2x4 11 8-7-15 LOADING (psf) SPACING- 2-0-0 CST. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 7.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 BCDL 10.0 Code FBC2014fTP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 Except` 9-15: 2x6 SP M 26 WEBS 2x4 SP No.3 Scale = 1:51.0 3x8 — lOxl2 = 2x4 I 5x8 = 16-10-0 21-0-0 24-2-2 28-0-0 4-2-0 4-2-0 3-2-2 3-9-14 D-3-8 0-5-01 DEFL. in (loc) Well Ud PLATES GRIP Verl(LL) 0.4012-13 >849 240 MT20 244/190 Vert(TL) -0.71 12-13 >471 180 Horz(TL) 0.15 9 n/a n/a Weight: 165 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-11 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. WEBS 1 Row at midpt 5-16 REACTIONS. (lb/size) 2=1637/0-3-8, 9=2468/0-3-8 Max Horz2=106(LC 31) Max Uplift2=-664(LC 8), 9=-1137(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3722/1442, 3-4=-3377/1409, 4-5= 2651/1118, 5-6= 5652/2568, 6-7= 5652/2568, 7-8=-5870/2684, 8-9=-5768/2620 BOT CHORD 2-17=-1347/3410, 16-17=-1353/3385, 15-16=-1952/4853, 14-15— 1952/4853, 13-14=-1948/4852, 13-22= 2367/5485, 12-22=-2367/5485, 11-12= 2343/5305, 9-11=-2343/5305 WEBS 3-16=-383/314, 4-16=-883/2165, 5-16=-2959/1384, 5-13=-615/1090, 7-13=-438/562, 7-12=-753/1817, 8-12=-261/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=664, 9=1137. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 213 lb up at 21-0-0 on top chord, and 1493 lb down and 688 lb up at 19-9-8, and 307 lb down and 137 lb up at 20-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 on A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MllekO connectors. This design Is based only upon parameters shown, and is for an individual building component, notaIntsssystem. Before use, the building designer must verify the applicability of design porarnetes and properly incol orate this design into the overall bullding design. Bracing indicated is to prevent buckling of individual truss web and/or chord memtx:rs only. Additional temporary and permanent bracing Is always required for stal:llity and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage:, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. How MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ti1458724 1113099 A7G Root Special Girder 1 1 Job Reference o tional builder's First Source, UroVelana. FL.:5413b LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-126(B)12= 307(B)22=-1493(B) ID:5c7Af685PEIPxJ638d3NKNz4S6e-VcNHCzmx2MnKZy67HUAtU2myNjFdo8soblws1vz205h WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. v Design valid for use only with MiTek© connectors. This design Is based only upon paramelers shown, and Is for an IndlVitlual building component, noT - a tnrss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse vAth posslble personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss'Type Qty Ply T11458725 1113099 B1GE common Supported Gable 1 1 Job Reference (optional) 17 Donn l Builder's First Source, Groveland, FL. 34736 '.°"" ^' " <" """"' `" ""'""" """ ^""' " "- ID:5c7Af685PEIPxJ638d3NKNz4S6e-VcNHCzmx2MnKZy67HUAtU2m7SjSKoKooblwstvz205h 1-0-0 9-10-0 4x6 = Scale = 1:35.3 3x4 = 18 17 16 15 14 13 12 it 3x4 = 5x6 = Plate Offsets (X Y) 17:0-3-0 0-0-41 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) 0.01 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014fFP12007 Matrix) Weight: 88 lb FT = 0% 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 2x4 SP No.3 REACTIONS. All bearings 19-8-0. lb) - Max Horz 2=115(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10, 2, 16, 12 except 15=-103(LC 10), 18=-166(LC 10), 13=-104(LC 11), 11= 178(LC 11) Max Grav All reactions 250 lb or less at joint(s) 10, 2, 14, 15, 16, 13, 12 except 18=275(LC 21), 11=290(LC 22) FORCES. (lb) - Max. Comp./Max. 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 (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=15ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 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 ANSI/TPI 1. 4) All plates are 2x4 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 psf 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, 16, 12 except Qt=lb) 15=103, 18=166, 13=104, 11=178. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITel<8 connectors. This design is based only upon parameters shown. and is for an Individual building component, not a truss system. Betore use, the building designer must verify the applicability of design parameters and property incorporate this design into The overall et building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with posslble personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss'Type Qty Ply Tl1456726 1113099 B2 Common 3 Job f L Pa e 1 Builder's First Source, Groveland, FL. 34736 . P .. .„_ ,..-. ,..-.. _ _..._.__._. __ .. ID:5c7Af685PEIPxJ638d3NKNz4S6e-zoxfPJnzpfvBB6hKgChG1 FJHg7eHX14ygOfQZLz2O5g 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 I 3x6 = 4x6 = SX8 = 9-10-0 9-10-0 Plate Offsets (X Y) 12'0 3 0 Edge] (60-3-0 Edge] 17 0-4-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 VeH(LL) 0.12 7-10 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) 0.31 7-10 750 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=727/Mechanical, 2=78210-3-8 Max Horz2=115(LC 10) Max Uplift6=-288(LC 11), 2= 326(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1295/556, 3-4=-973/359, 4-5= 973/358, 5-6=-1297/559 BOT CHORD 2-7=-539/1157, 6-7=-447/1159 WEBS 4-7=-108/473, 5-7=-356/344, 3-7=-353/341 Scale = 1:34.0 o 3X0 — 19-8-0 9-10-0 PLATES GRIP MT20 2441190 Weight: 83 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-11-5 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 (jt=lb) 6=288, 2=326. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10703/201S BEFORE USE. _ Design valid for use only will) MitekcD connectors. this design is based only upon parameters shown, and is for an Individual building component, not a liuss system. Before use, the building designer must verify the applicability of design parameters and properly Incogrwrate this design info the overall pqbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` is always required for slatAlty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and tracing of trusses and truss systems, sec-ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11458727 1113099 CJ1 Jack -Open 6 7 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 i eau s Apr 19 2016 Mi r ek industries, inc. Mon dun 26 1 sz0,52 2017 Page ID:5c7Af685PEIPxJ638d3NKNz4S6e-S?U1ceoBazl2oGGWOvCVZTsU2X9JGDE532Pz5oz2O5f 1-0- 1-0-0 1-0-0 2x4 = Scale = 1:6.6 1-0-.0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-3-8, 4=4/Mechanical Max Horz2=42(LC 10) Max Uplift3= 9(LC 10), 2= 74(LC 6) Max Grav3=10(LC 1), 2=113(LC 1), 4=12(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 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTekR connectors. This design is based only upon paramelers shown, and is for an individual txlilding component not a truss system. Before rise, the building designer must verify the applicat-Aity of design parameters and properly lncofr)orate this design into the overall individual truss members only. Additional temporary and permanent bracing MiTek` building design. Bracing indicated is to prevent buckling of web and/or chord is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery. erection and bracing of trusses and buss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailabletroutTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss'Type Qty Ply T11458726 1113099 CJ3 Jack -Open 6 1 Job Reference o tional Builder's First Source, Groveland, FL. 34736 7,640 s npi 19 2016 -,— mk sides, or, „ur, age ID:5c7Af685PEIPxJ638d3NKNz4S6e-S?UlceoBazl2oGGWOvCVZTsU2X9eGDE532Pz5oz2O5f 1-0-0 1 3-0-0 Scale = 1:10.9 2x4 = 3.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0,05 Vert(TL) -0.01 4-7 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=184/0-3-8, 4=29/Mechanical Max Horz 2=86(LC 10) Max Uplift3= 56(LC 10), 2=-89(LC 10) Max Grav3=59(LC 1), 2=184(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MR-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a M rss system. Before use, the building designer must verity the applicability of design parameters and properly incogxxate this design into the overall pp building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss'Type Oty Ply T11458729 1773099 CJ5 Jack -Open 6 eference o tionalJob Builder's First Source, Groveland. FL. 34736 r.Dvu s Api 19 201 o 10 ,•,on ,.un .. ... , . . 9 I D:5c7Af685PE I PxJ63Bd3N KNz4S6e-S? U 1 ceoBaz 12oGG W OvC VZf sS rX7gG D E532Pz5oz2O5f 1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:15.1 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) 0.04 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 17lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-3-8, 4=45/Mechanical Max Horz2=131(LC 10) Max Uplift3= 98(LC 10), 2=-125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(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 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=125. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev, IOM312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual txliltltng component not - a Truss system. Before use, the building designer must verify the applicability of design parameters and property incorporale this design into the overallu 0 building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addilional temlarary and peiinanenl bracing MiTek' IS always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Irusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type QtY PIY T11458730 1113099 EJ7 Jack -Open 9 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 1.— 11, — —.1 1—. — ,,,,,,, ,,,,,, _-.. . - . I D:5c7Af685PE I PxJ638d3NKNz4S6e-wB2 Pq_pgLH9vQPgiydj k6gOZowQA?g U FI iBXeEz2O5e 1_0_p 7-0-0 1-0-0 7-0-0 Scale = 1:19.1 3x4 = Plate Offsets (X Y) f2'0-0-10 Edgei LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 4-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) 0.16 4-7 537 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=141/Mechanical, 2=366/0-3-8, 4=61/Mechanical Max Harz 2=170(LC 10) Max Uplift3=-123(LC 10), 2=-164(LC 10) Max Grav3=141(LC 1), 2=366(LC 1), 4=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=123, 2=164. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. _ ILAU1 Design valid for use only with MilekO connectors. This design is based only upon paraifeters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly InCOgPorate. this design into The overall q ®®® building design. Bracing indicated is to prevent truckling of individual truss web and/or chord members only. Additional temporary and peinn anent bracing yoiT®ks is always required for stability and to prevent collapse with possItNe personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss,Type OtY P1Y T11458731 1113099 EJ7G JACK -OPEN GIRDER 1 2 Job Reference o tional J 615'20 532017 P 1 Builder's First Source, Groveland, FL. 34736 7,640 s Apr 19 2016 MiTek Industnes, Inc. on Lin2 age I D:5c7Af685P E I PxJ638d3N KNz4S6e-wB2 Pq_pgLH9vQPgiydj k6gOZ W wOd?g9 FI i8XeEz2O5e 3-8-2 ' 3-3-14 0-0 2x4 11 3 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.15 3-5 562 240 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) 0.26 3-5 311 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1118/0-3-8, 3=1513/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-456(LC 8), 3=-668(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:21.5 PLATES GRIP MT20 244/190 Weight: 63 1b FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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 Ot=lb) 1=456, 3=668. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 707 lb down and 308 lb up at 2-0-12, and 707 lb down and 308 lb up at 4-0-12, and 709 lb down and 305 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 7=-707(F) 8=-707(F) 9=-709(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekJ connectors. This design is based only upon parameters shown. and is for an individual !wilding component, noidt a Miss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /A building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord mernbers only. Additional temporary and permanent bracing M iTe k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11458732 1113099 HJ7 Diagonal Hip Girder 3 1 Job Reference o tional Builder's First Source, Groveland, FL. 34736 7,640 s Apr a 20, o ek ,.,on .,n 9IMIT I D:5c7Af685PE I PxJ638d3N KNz4S6e-ONco1 KPS6aHm2ZPV W KEzeuxmYKll k3DO W M u4Agz205d 1-5-0 5-2-9 9-10-1 1-5-0 5-2-9 4-7-8 Scale = 1:21.8 2x4 = 5-P-9 9-10-1 5-2-9 4-7-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(ILL) 0.03 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL L25 BC 0.43 Vert(TL) 0.09 6-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 41 lb FT =0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=115/Mechanical, 2=481/0-4-9, 5=295/Mechanical Max Horz2=180(LC 4) Max Uplift4=-94(LC 4), 2=-267(LC 4), 5=-116(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11— 779/300, 11-12=-752/303, 3-12= 720/309 BOT CHORD 2-15=-399/721, 15-16=-399/721, 7-16= 399/721, 7-17=-399/721, 6-17=-399/721 WEBS 3-7=0/253,3-6=-768/425 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DO L=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) 4 except Qt=1b) 2=267 5=116. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 to down and 14 Ito up at 1-4-15, 14 lb down and 14 lb up at 1-4-15, 27 to down and 54 Ito up at 4-2-15, 27 Ito down and 54 lb up at 4-2-15, and 44 lb down and 103 lb up at 7-0-14, and 44 lb down and 103 Ito up at 7-0-14 on top chord, and 8 lb down and 1 Ito up at 1-4-15, 8 lb down and 1 lb up at 1-4-15, 9 lb down and 0 Ib up at 4-2-15, 9 lb down and 0 lb up at 4-2-15, and 24 lb down at 7-0-14, and 24 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 13=-48(F=-24, B=-24) 15=3(F=1, B=1) 16=-12(F=-6, B=-6) 17=-34(F=-17, B=-17) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. IRA a Design valld for use only with Mllek© connectors. this design Is based only upon parameters shown, and Is for an Individual building cornponenl, notMwatrrrsssystem. Before Use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Brachlg indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and properly damage. for general guidance regarding the fabricatlon, storage., delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Type Oty PIY T11458733 Lob 99 M1 GE USS opitc' Supported Gable 2 i Job Reference (optional) P Builder's First Source, Groveland, FL. 34736 ' - " I"I Y""""It " "" ""dust' """ I D:5c7Af685P EI PXJ63Bd3N KNz4S6e-saAAFgg4tuPcfj_532mCB5U?JkB KTaJYIOddi7z2O5c 1-0-0 1-0-0 2x4 = 2x4 11 2x4 11 Scale = 1:14.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES W B 0.04 Horz(TL) 0.00 5 n/a rl/a BCDL 10.0 Code FBC2014lfP12007 Matrix) Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=45/4-8-0, 2=147/4-8-0, 6=197/4-8-0 Max Horz2=122(LC 7) Max Uplift5=-24(LC 7), 2=-72(LC 6), 6=-118(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140Mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSI fPi 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 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) 5, 2 except Qt=lb) 6=118. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTekm connectors. This design Is trased only upon parameters shown, and is for an individual Wilding component, not a tr uss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent nuckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss -Type Oty Ply T11458734 1113099 M2 Monopitch 4 1 Job Reference (optional) li — 1C 1 S— SS 7n1 ] Dann 1 Builder's First Source, Groveland, FL. 34736 7.640 6 ^v' " 2v' I D:5c7Af685P EI PxJ638d3N KNz4S6e-saAA Fgg4tuPcfj_532mCB5U_hk9?Ta_YlOddi7z2O5c 1-0-0 ' 4-8-0 Scale = 1:14.4 2X4 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Verl(TL) 0.03 4-7 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 19lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=134/Mechanical, 2=255/0-8-0 Max Horz2=122(LC 9) Max Uplift4=-72(LC 10), 2— 129(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=5.Opsf; h=15ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 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 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) 4 except Qt=lb) 2=129. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with M1lek8 connectors. this design Is txued only upon parameters shown, and Is for an Individual building car nponent not a Irms system. Before use, the building designer must verify the applicability of design paiarneters and properly incorporate Ihls design into the overall i building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord mernbers only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage• delivery. erection and bracing of trusses and truss systems• seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11458735 1113099 V3 Valley 1 i FJ.bR.f.r.7.e(.plo..I) 0 7 P 1Builder's First Source, Groveland, FL. 34736 a0 2x4 i 3-0-0 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 15:20.55 2 i age I D:5c7Af685P E I PxJ638d3NKNz4S6e-saAAFgg4tuPcfj_532mCB5U O W kBSTa_YlOddi7z2O5c 2X4 I I Scale = 1 :9.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=78/2-11-6, 3=78/2-11-6 Max Horz 1=51(LC 7) Max Upliftl=-33(LC 10), 3=-43(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(l) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. _ =_q EH v Design valid for use only with MITekJ connectors. This design is based only upon parameters shown, and is for an Individual building component, notANNatrusssystem. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posslhle personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T71458736 1113099 VS Valley 1 1 Job Reference o tional nta -1 P- i Builder' s First Source, Groveland, FL. 34136 2x4 5- 0-0 ID: 5c7Af685PEIPxJ638d3NKNz4S6e-KmkYSOridCXTHtZHdIHRkJO758TGCl Dh_gNBEZz2O5b 2x4 II 2x4 11 LOADING ( psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Volefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 1=152/4-11-6, 3=152/4-11-6 Max Horz 1=100(LC 7) Max Upliftl= 64(LC 10), 3=-84(LC 10) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:14.2 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 0 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mi1ek® connectors. This design is lased only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance tegarding the fabrication, storage, delivery, erection and bracing of busses and truss systems. seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 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C NNE+ ° C o.mo2 mm_ o.m w Ew_aV _T «Q a d 0. 6' 'aainx cmU N222 c m o o V o iQ U `u'U°U`--U° Ux 00 . ...vQ c z, i —.d d N ° UCiU °iw ='^a 7 i N Arna _ c _` o Q Q W_ .mom=mcio'dN x c inn` J 0 60 N m JLf GA Ent¢ I 0 ,L 0 ,Z 110 ,Z 0 ,Z Z 0 ,Z 0 ,Z O ,Z 0 ,Z 0 ,Z 0 110 ,Z 119,017 b ,44 9.17 OD 0 oD N RECORD COPY jtl 1h Sanford Building a n d Fire Prevention Product Approval SSc—ion Form Permit # # % - 2 4 3 9ProjectLocationAddress -©c As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products.. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category/Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll Up Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hung Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category/Subcategory Manufacturer Product Description Florida Approval # including decimal 3. Panel Walls Siding Tames Hardi Bldg Prod Inc HardiPlank Lap, FL1.3192-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 CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments Tamko Asphalt saturated Organic Felt FL12328-R7 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA, Inc Hi h 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 i1 4/28/2017 Florida Building Code Online BCIS Home i Log In User Registration i Hot Topics Submit Surcharge Stats & Facts i Publications ! FBC Staff ` BCIS Site Map I Links ' Search i4}'I(ii;l m S. +.y Product Approval USER: Public User t Product Aooroval Menu > Produd.nr A olica[lon SP.arrh >Annlifatios I is[ > Application Detail FL # FL158-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer CAST-CRETE USA, Inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Authorized Signature Craig Parrino cparri no@castcrete, com Technical Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Quality Assurance Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparri no@castcrete, com Category Structural Components Subcategory Products Introduced as a Result of New Technology Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year ACI 318 2011 ACI 530 2011 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https://www.floridabuilding.org/pr/pr__pppjtl.aspx?param =wGEVXQwtDqueql %2bT71%2fF 192qnRzHN ulccd5pqLXkU6g%3d 1/2 l 4/2812017 Florida Building Code Online Date Validated OS/06/ 2016 Date Pending FBC Approval Date Approved 05/06/ 2016 umm`of Products '., `= r- - -- — - - -- FL # I Model, Number' or Name Description 158.1 High Strength Concrete Lintels 14, 6, 8, and 12 inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes j FL158 R8 C CAC NOA 14-0903 03.odf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126.03 odf Impact Resistant: N/A 1 Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R8 II NOA 14-0903.03.odf FL158 R8 11 NOA 16-0126.03 odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: I Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA{EEO employer. Copyright 2007-2013 State of Florida. :: Pdvacv Statement :: Accessibility Statement.:: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phoneor by traditional mail. if you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 4S5, F:S_ please dick here . Product ArpppjSroval Accee pt7s: Ed tE:lisrl I1Credit Safe St CUl`ltyhi> 1': RICS' ii https://www-floridabuiIding.org/ pripr2ppjtl. aspx?param =wGEVXQwtDqueq 1 %2bT71%2F 192qnRzHN ulcq5pqLXkU 6g%3d 212 MIAM hDADE AIIAN-11-DADE COUNTY e PRODUCT CONTROL, SECTION DEPARTMENT Or REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315- 2590 F (786) 315-2599 NOTICE OF ACCEPTANCE ( NOA) inviv.miatmidnde.floy/eC60oRly 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 %vithin 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) 411, 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 Pattino, P-E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 tiaough 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 200, last revision dated June 12, 2014, all signed and sealed by Craig PalTino, P.E.,.on August 19, 2044, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miafni-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 lire 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.. 1f any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entireNOAshall 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 # 13-0321.07 and consists of this page 1, evidence submitted pages E 1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Malcar, P.E., M.S. NOA No. 14-0903. 03 MIAMI-DADECOUNTYt Expiration Date; 09/11/2018 10 ,r t ,J Approval Date: 10/ 09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 403-0605.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details", street 1 of 1, prepared by Craig Parrirro, P.E., dated dlareh 24, 2003 and Draavitng i\fo. LT4612, titled Cast -Crete 1 ", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated Alarch 24, 2003, last revision #1 dated April 28, 2003 boils drawings signed crud sealed by Craig Parrirro, P.E. B. TESTS 1. Test reporl on flexural testing on 1 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled ilfodels, total of (13) concrete lintel specimens, per AS'T11E-529-91, prepared by Applied Research Laboratories, Report Mo. 30404A, dated 04110103, signed and sealed by Cln-istopher A. Ramon, P. E. C. CALCULATION'S 1. Calculalions for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealer/ by Craig Parrirro, P.E. 2. Calculations for Cast -Crete Lintels, dated 05129103, 1 40 pages, prepared b), Craig Parrino; A..E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1, Quality System Illanual for Cast -Crete Alachine Alade Precast Lintels revised on /lay 1, 2002. 2. Cast -Crete Qualih, System lllanualfor Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Draining No. FD4612, titled "Precast and Prestressed Lintel Details`, sheet 1 of 1, prepared by Craig Parrirro, P.E., dated Alarch 24, 2003 and Drawing No. L71612, titled Cast -Crete 1 ", 6" & 12" Lintel Safe Load Tables'; sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated Alarch 24, 2003, last revision dated rblrrch 11, 2008. B. TESTS 1. None, C. CALCULATIONS 1. Arone. D. QUALITY ASSURANCE 1. A),1llianrl-Dade County Building Code Compliance Qffice. E. MATERIAL CERTIFICATIONS 1. None. H+ehi y A. Ma Icar, 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 # 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, fitled "Precast and Prestressed Lintel Details'; sheet I of 1, prepared by Craig Parrino, P.E., dated 41larch 24, 2003 and Drawing No. LT=1612, titled "Cast -Crete 4", 6" & 12" Lintel Scfe Load Tables'; sheets I through 3 of'3, prepared by Craig Parrino, P.E., dated Jblarch 24, 2003, lust revision dated rllarch 11, 2008, (rll signed and sealed by Craig Parrillo, P. F., oil 14arch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1; None, D. QUALITY ASSURANCE 1. By Micrrni-Dade County Department of Permitting, Fin,fronment, and Re.gulaim), fjcrfrs. E. MATERIAL CERTIFICATIONS 1. 1Votle. F. OTHER 1. Letter,fi°otrr Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Coda, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. Atone. B, TESTS 1 rVone. C. CALCULATIONS 1. atone. D. QUALITY ASSURANCE 1. By Hiami-Dcide'County Deportmeirt of Regulatory and Economic resources XR). E. MATERIAL CERTIFICATIONS 1, None, 44 W01- A Makar, P.E., M.S. Product Control UnitSupervisor NOA No, 14-0903.03s Expiration Date: 0911 tt2018 Approval Date: 10109/2014 E- 2 Cast -Crete USA, Ine. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW .EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. FD4612, titled "Precast card Prestressed Lintel .Details'; sheet I oT 1, prepared by Craig Perrino, P. E,. dated March 24, 2003 and Drowing Aro. LT,1612, titled "Cast -Crete 4", 6" & 12" Lintel Sgfe Load Tables'; streets I through 3 of 3, prepared by Craig Parrinc, P. F,., dated March 24, 2003, last revision dated .June 12, 2014, all signed and settled by Craig Parrino, RE„ on Iitrgust 19, 2014. B. TESTS 1. Atone. C. CALCULATIONS 1. Calculations for Cast -Crete bwels, doted 0811912014, pages 14.201 through 14.236, prepared bj, Craig Parrino, P.E., signed and sealed 41, Craig Parr-ino, P. E. D. QUALITY ASSURANCE 1. By A47nnri-Dade Corrrit>> Depca tmew of RegnIatoi3, and Economic Resources (R1 R). E. MATERIAL CERTIFICATIONS 1. Norte. F. OTHER 1. Letter• fr•ow Cast -Crete USA, Inc., dated ftugust 19, 2074, .signed and .sealed by Craig Parrino, P.E., certifyi ng compliance with the Florida Building Code, 2014 Edition rr Helt4JVA, Wlakar, P E., M.S. P,'odUct Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10109/2014 E 3 C I HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 1> PR AST l- NTEI 12' PRECAST w/9'RECEB$.DDo. R' PRECASTB-EIXTFI. 4' SOLID tlyjjL SI4B7 4 1. 1' I9]scXroA2 AS SGIICMAO ni0 1W 4M MEE/'S' 6IIRRUK TSTIPAVK. '_ t 4 SOLID LINTEL nATA.TARIF i}1H EL REWIORCIMO LEHDTH 3'-O. 2) /3 REBAR 3-S• 4 -O• AR 3-11' 4 -B' AR 4 -g 2 3.. A g.- .. 3. REBAR 9 -6• 7 -i 9 --A• 2 BS BAR I 9 -0 f0'-6" 1 N-BA 10-6' B." PRECAST U-1-11TEL DATA TABLE. ELIE miv ©al l mum v _ loom irrk• [ mrm. Mr'7=E mr=rt1aE4f2ff-"=rmC NEER ansim®R3lMUMIMEMM o012" PRECAST__U—LINTEL DATA _TABLE m mu rMs f a VdYi.': i NAM MJ[ JIM i1(dT3 i[ 1iF i1i: LJ d 1Ol IMMKIMRILM akt,—QSi mm 12"— PREECAST W/ 2" RECESS DOOR U—LINTEL DATA TABLE R I rtisracnc- nrtl.e]al acns QQ' y Q'liiAi RLLRRI B I e/t'Si.7•©QB' 9iFi i0m1 iCtJrJL5LiC1Ci3i°lY3 Fl¢'i Lf® ia y nEzs>.r3ureracvai ai E rr LB.tR:R74LRBR'7i!'aI eFBBTEA76Il3e5ibiiGTieY7.48If. noMEMBER OR aLf S S A9' lON9 NDiP1 rKNDNvuv - rlw I (j \ I e ]([•raw IXIg10.4THIS PAOPRMTART INEDRYATION IS, IROADED FOR, PRODUCT APRROVAL R IS PROTECTED BY COPTRH:M UWS AND CANNOT BE REPROWCED OR DISTMMMO W Ifl THE PR102 WAPITEN CONSENT CAST-CRCTE VSA. R10. G__ EZl_ERAL NOTES: 1. P[INIOPCINO 61f[lx.. El32 BAY -I ASID] N, i4. MAD 46 REBW SM .0 MR, M.TH: BAND U. IX N UWT. - 2000 FN OAADt- 60 ATW MIS S ""L- VC TOIM. M." OF STIRRUPS RCODIRED MC CGRITED 2IA n- 2. fAXCRETC-EFITIO, ra a 6000 P31 FOR ALL G I- - IS Ulf EN1NCADS 1- -0 DCIC1EMIaRCWO 'OR: MWEC - B. Of PRECAST --,, ". ]CCO PSE roR 4'TXCH -E. SORDK a 4, 111w INL tE1N10RGN0 DAOY PAERKAt10H MOM IROI- 3. BOT10U snm SHUA BC COT 6ACI1 OXC.IXCH m m PWSM TD]X CN0] 2 SORRUAS rm GCX EHD: oX B:WO Ik WCX UNTCES ATTER SIRIPPm rRDY fOREL- vRk1f)UE.r Ifl IS1111 es tomPtYl b Ii'-.h. CSo S:E , mE;l4 Ib c"EI 3 DEpINE DU•W oc l,T! 2e.1, 7j`vF CRAIGPARRINO jIa+ ., T, cxo5 6324CR679 V/al `SEFFNER, FL 335B4 n4u 4 FL. P.E.LIC.NO.44756 1w. PRECAST AND PRESTRESSED LINTEL DETAIL! FILE IWHI. OBSUR4- 14 - DPA'A'N fit ]OHAR ARHAUD SGIF: AS SHORN EN. GENERAL -NOTES 1) Molerfofe: 1'n 4- pr t real - 3m list rc 6' & 12 ppr l G let >• 60UD ?PssIJ Po grout 3000 psi w8h maximum 3/8 into aggmgole. concret,. onry un is SCMU) pa ASITTiAAA C9D eilh minimum .netareacompressrceatrenglTIOWpsi let., per ASTIR A615 Crude 60 mortar per ASTM C210 0•Po M or S. 2) All safe load tables based an mdrmum 4 inch nominal bearing. Fxceotio";. Sate lohds far lintel {y a 08, 121.18 and 12RU6 must be rsd.,d byif bearing length ie less then 6.1/2 intros 3) provide fan mart., bed and head Joint$. 4) gradeul0 field edt ass Ini Ike percent reduction for Fxomote' w/ 14ZLieducf.. -) 1428 f(.86) v> 122ay 8p11147Bjig. 6) All Rebels meat or :exceed l./360 de8ec!'an. Lan. Lintel types: EPB & 12F8 17'-4* & Wngcr meets or exceed L/180 deflecton. U. is limited to eand;liens me.r.9 the floddo Building Code. SecFon 16043.1- as appl..bla. 6). Sho,. (Mail lintels as required: 7) 4' solid liatols to be installed w/ 4' du0enibn hodzantal and D' dlmension rtkgl. 8) Imlallation/ Rachment of Phial mustcomply with the orshiteelgrat and/or strusWrul da:.m .U. 9) The designer may evaluate concentrated leads I— the safe load tables by w1cv1o0nq the maximum r..Uhg moment and. shear of d-away from the fam of support: 10) N. R. - Hol. noted 11) Bottom f ld added rebar to be located of the bottom:of the Gnte) mity. TYPE DE$ 1CARM r-.txsln e:. — /. u - tninui, Dorm 12- Fl6- 28/2T noirwi snnr J L"Im of As ma]lLL IfAll W.1 At IV fa avx sr wv IL'A ( a) IC:alR[D rpt Iz' Ia11dS 1) liwsao Fos s' arms r t- I/x'arAz a: — cv. u. F a 5 Pins AI TaV e e cent p).s[wanfw tz';tsnat I)-rswAm Fox s' srraas mow wx vtnepro n una 11 G ACTUAL then) 12* NOMINAL VAOTH 12) 6' & 12' Unfele are ra—fo Lured with 5-1/2' long oolches. at the ends to. occoreadate vertical cab r.W.' hit and grauu% 13) The extenar sudace of Islns installed in ext nor concrete masonry vialls shall hoe a cooling al stucco cppfed indccardan a wlh'ASTIA C-926 as other ope-sil —Gag. 14) Unfels loaded simullaneoushy r'dh -lia.1 (groril or uFblt) and hodzo il 1 (bteral) luede'should be chulied for the eamblm too ng with thefollowing all iron: Applied veNeal lead Applied horizontal toad 1.0 We .. tk.l load + Safe horizontal 1.4 S 15). For—postte lintel helghts eat shown, use sole load ,from east lase height ehu.n. 16) For lintel 4mL4 not shown, usesafeMood from next fangiad length shown 17) Sate loads aro superfmp.1d 6lowable loads. 18) Sofa loads based on ra(ionol dasion enotysis per ACI Wit %W ACI 318. IS) Additional lateral load dal ocily can Is obtained byy N desiggoer by providing additional. reinldreed concrete mamory .0, ( RCMU) above. IIN lintel See sketch below: SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIOW REINFORCED CMU {RCMU) FULL COURSE J5 RESAR FORA' LKIELS 1/2' CLR TYP 2)-¢5 REBAR FOR 12" LINTELS GR40 ai GR60 SAFE LOADS FOR 4" SOLID LINTELS 4—WORAY• GRAVITY TYPE LENGTH 4S8 3'- 6' ( 42 PRECAST 1180 4'-0" (48") PRECAST 959 4'-6" (54") PRECAST 789 5'-10"(70") PRECAST 460 6'-6' (78") PRECAST 360 7'-6" (90") PRECAST 260 9'-4' (112' PRECAST 156 10'-6' (12fi") PRECAST 116 12UB i sr-Rera. UPLIFT LATERAL TYPE LENGTH 4S8 45$ 3'- 6- (42") PRECAST 687 371 4'-0' (48-) PRECAST 597 320 4'-6- (54' PRECAST 529 258 5'-10"(70") PRECAST 407 148 6'-6- (78-) PRECAST 366 118 T-6' (90' PRECAST 280 87 9'-4" (112") PRECAST 187 55 10'-6" (126") PRECAST 1;52 43 12F8 12F12 12F16 J 40 6U8 6F8 6F12 6F16 r 9 77 438 '% 21SL 12F28 12F24 12F20 lmonuc rFlrvrst n x ' i 4 ,-*Cl• :* Uuloultl ne nyclvlhlh. Fr nl f• • • • • c, S -CRAJGPARRINO AdaRlrnc Nil _ c d3 3 4OR10 ;: 6324C,R579 1 / ``1 6F32 6F28 6F24 6F20 oe, / 0,.....+ 1M-FF FTL.FLUC344M756 u ds 4/ MEMBER OFOf <- ',, 1 1-CAST— CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES FILE tUNL•. m6SUK-14 ORAWH 9T: 70HAN AN4u0 SCAtF H.f.s. SATE: 3/24/03 CHEC%Eg 9y: CRAIC PARRINO, P.t. - REG. NO, 44756 1 DRAWI11C:N0. LT4612 SHEE1 1 OF 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS SAFE LATERAL LOADS FOR 6" PRECAST U"LINTEL5 SAFE.UPLIFT LOADS FOR 6" PRECAST U•LINTELS Aera SAFE LOAD POUNDS PER LINEAR FOOT 4 -" SAFELYLOAD t""'-\ri a SAFE LOAD POUNDS PER LINEAR FOOT LENGTH TYPE 6U8 618-16 6F12-1806-19V20-186F24-186F28-186F32-18 LENGTH TYPE 6U8 6F8 RCMU LENGTH TYPE 6F8-11 6F12-17 SF16-IT 6F20-17 6F24-It 6F28-1F6F32-1T S-6" (421 PRECAST 2332 2675 3892 5050 6148 7227 8297 9357 3-4" (421 PRECAST 587 1055 596 S-6" (42') PRECAST 1412 2074 2715 3355 3997 4638 5279 45834'-0' "(48') PRECAST 2025 2313 3892 5050 6118 7227 8297 9357 4'-0' (48") PRECAST 487 787 445 4'-0" (48') PRECAST 1225 1800 2357 2913 3470 4027 4'-6" (54") PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 4'-6- (54") PRECAST 416 609 344 4'-6" (54') PRECAST 1083 1592 2054 2577 3069 3562 4055 31145'-10"(70`) PRECAST 1067 1260 2198 3557 5734 7227 8297br, 8225 V-10-(70') PRECAST 300 350 198 V-10-(70') PRECAST 831 1222 1600 1979 2357. 2736 C-6" (78') PRECAST 949 1078 1831 2850 4328 6737 8297 9357 6'-6' (78') PRECAST 263 496 157 6'-6" (78") PRECAST 723 1097 14371) 1777 2117 2457 2797 7'-6"'(90`) PRECAST 779 883 1459 2188 3151 4524 6654 9357 7`-6' (90") PRECAST 222 367 116 7'-6- (90 PRECAST 648 863bn 1249un 1544 Di 1840 1a 2135 10 2431 9'-4" (112') PRECAST 5B4 660 1056 1523 2084 2795 3731 5017 9'-4" (112") PRECAST 173 352 74 9'-4" (112' PRECAST 575 5711in 980 1252 1492 1732 1972 10'-6°(126-) PRECAST 503 566 895 1270 1706 2235 2898 3747 10'-6'(126'') PRECAST 151 276 58 10'-6'(126") PRECAST 514 462a 787 112l 13363 15511. 1176611'- 4",(136") PRECAST 457 513 805 1133 1507 1952 2492 3163, 1.1'-4':(136") PRECAST 139 311 49 1T1'-4"(135 PRECAST 474 404 ) 665 % 965 N 1213fy 1442 1645 1506 12'-O'(144') PRECAST 425 477 744 1042 1377 1769 2238 2808 12'-0'(144*) PRECAST 131 277 44 12'-0'(144")PRECAST 454 357p.1 619 c. 888 1093> 1299 13'- e (160') PRECAST 373 417 646 895 1170 1485 1652 2285 IS-4"(160") PRECAST 117 223 35 IY-4"(160') PRECAST 402 308 a 516 736 906 1076 1247 14'- 0'(168') PRECAST 351 392 605 835- 1087 1373 1703 2087 14'-0"(1681 PRECAST 111 202 32 14'-D,'(168') PRECAST 368t 2851 475 { 677 832 989 1145 17'- 4'(208") PRECAST N.R. 299 455 620 794 985 1198 1437 17`-4-(208') PRESTRESSED N.R. 130 21 17'-4"(2O8") PRECAST 253 208 338 476 585 693 603 O IKE NUMBERS IN, PAgENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE: NO: 4 SEE GENERAL NOTE 18 THE NUMBERS IN PARENTHESIS. ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO, 4 r+ o utn yr PA ENS O+ SEE GENERAL NOTES - SHEET 1 OF 3 44 AttOnuerru3ylssp B6 ° 0"'PrNn:M•i1h We %7oriA;, /c. .7ti 1AtUlJing W_ T F Nspieionunc o c v.—c[ R j 0 , CRAIG PARR)Nt) s' • •... • 6324 OR 579 Ftiun, puJa Cor•„i r. A9NALE++,` 5EFFNER.FL3&%4 rruru++ FL,P.E.UG N0;44756 eo Ryl REVISION JH G N DATE- O 9 T MEMBER OF n... o m-,.n rL'•w1 nnE CAST—CRETE 4" 6" & 12" LINTEL SAFE LOAD TABLES 619. CPGENERALREiSfON44 FILE XAYE: OBSUB6-IE ORA" BY. JOW ARUUD SCAIE: N.1 s. DALE: 3/2410 CHECKED BY. CAAC PARANO, PS, -:REO; NO. 44756: DRA%lN6;90. .L74612 SHEEF.2 OF 9 SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4Cmmleom SAFE LOAD- POUNDS PER LINEAR FOOT LENGVTH TYPE 120E 12F8-28 12F12-28 12F16-29 12F20-28 12F24-28 12F28-28 12F32-28 S-6" (42') PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0" (48") PRECAST 2923 4232 5838 7619 9352 11060 12755 14438: 4'-6" (54') PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10'(70') PRECAST 1612 2320 3218 5234 8487 11060 12755 1443i)„ 6'-6- (78') PRECAST 1383 1986 2679 4196 6421 10032 12755 144M. 7'-6' (90") PRECAST 1138 1628 2131 3218 4676 6756 9763 1352q 9'=4- (11.2-) PRECAST 795 Q16 1535 2230 3083 4167 5593 7552E 10'-6"(126") PRECAST 614 1043 1295 1853 2516 3323 4334 5632, 1l'-4'(136') PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-0'(144") PRECAST 456 878 1073 1513 2020 2617 3333 4206,a 13'-4"(160") PRECAST 359 767 926 1294 1709 2186 2743 34091, 14'-O'(168') PRECAST 321 7200 865 1204 1584 2017 2451 3106E 17'-4" (208") PRECAST N.R. 451, 631 „ 8810 1141 D, 14280 1750,10 2102, 19'-4' (232") PRECAST N.R. 343, 477,700 E„ 925 (- 1152 1380, 1609p, SAFE LATERAL LOADS FnR 12" PRFCAST 11.1 INTFI R c SAFE LOAD PLF LENGTH TYPE 12U8 12F8 RCMU S-6- (421 PRECAST 1295 4841 393 1 4'-0- (48') PRECAST 1295 4841 2994 4'-6" (54") PRECAST 1049 3922 2417,4 5'-10-(70') PRECAST 681 2547 15521 6'-6" (78") PRECAST 579 2167 1234, 7'-6" (901 PRECAST 474 1.771 914,m 9'-4" (112") PRECAST 355 1326 5801,n 10'-6"(126-) PRECAST 306 1143 454, 11'-4"(136') PRECAST 278 1041 388, 12'-0-(144") PRECAST 260 1 971 3450n 13'-4"(160') PRECAST 229 857 278 PRECAST 216 809 2510 17'-4-(208') PRESTRESSED N.R. 6331, 1620n 19'-4-(2.32") PRESTRESSED N.R. 534 1300 11) THE NUMBERS Ni PAREFTTHESIS ARE PERCENT REDUCTNINSFOR 10 GRADE 40 FIELD ADDED RESAR. SEE GENERA. NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST wl.2" RECESS DOOR U-LINTELS 42" PRF( AST wAFE M? RFFCF%R DnnRDIRI.1 INTFI S leaAT-em" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12M 12RF6-2812RFt0- 12RF14- IM18-2t 12F622- F2612R- 12RF30- 4'-4" (52 PRECAST 2538 2942 5468 7584 9640 11669 13679 15fi79 4'-6" (54") PRECAST 2319 2740 5468 7584 9640 11669 13679 15579 5-8" (68') PRECAST 1347 1841 3555 6395 9640 11669 13679 15679 5-10-(70") PRECAST 1259 1758 3361 5954 9358 11669 13679 1567%. 6'-B" (80") PRECAST 924 1430 2633 4415 1 6884 1035414 12571 1480q 7'-6" (90') PRECAST 703 1203 2157 3494 5259 79220-11 9624, 1132)" 9-8- (116') PRECAST 389 843 1451 0 2157 3203,] 44271, 54110 6380, 1) THE NUMBERS IN PMERIHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REM. SEE GENERAL NOTE NO. 4 c4 SAFE LOAD PLF LENGTH TYPE 12RU612RF6 R( M 4'-4- (52') PRECAST 1295 3692 258J,n C-6". (54-) PRECAST' 1213 3458 2417,,1 5'-6" (68') PRECAST 784 2236 1650, 5'-10"(70") PRECAST 747 2129 1552,1 6'-B" (80") PRECAST I 602 1716 11700,1 T-6" (90") PRECAST 504 1438 914, 9'-8" (116'} PRECAST 355 1011s 45 51, SEE GENERAl- NOTE 8 s a G • E N" 7 SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS eAW- e M SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12FB-21 12FI2-2T 11F16-21 12F20-2T 12F24.1T 12F28-2T 1202-2T S-6' (42-) PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6- (54') PRECAST 2113 3291 4310 5328 6347 7365` 8384 5'-10'(70') PRECAST 1623 2527 t,j 3310 4092 4875 5658 6441 6'-6' (78") PRECAST 1444 2269 2972 3675 4378 5081 5784 7'-6' (90-) PRECAST 12670 1167„ 2583 , 3194,, 3606 V1 4417. 1118 9'-4' (112) PRECAST 1028 117100 20061 259DI 30870, 35830, 4079 10'-6"(1261 PRECAST 920,947 1612, 22810, 2784tm 32090, 36530 11'-4'(136 PRECAST 85801 829 14040 1982, 2441 2902 33641: 12'-0-(144") PRECAST 814 F, 753, 1269p 1788E 2201,,l 2616 30327 13'-4'(160")PRECAST 678D 6330 1 105711.)14851, 18261 2169 25137 14'-0-(168-.) PRECAST 622 OJ 586 „4 974 1365P, 1679p, 19930, 23091 17'-4"(208") PRECAST 1 1 427 ,, 695 U 9641- 1182, 1 1402M 1623 19'-4" (232') PRECAST 366 F 370t.01593 817 0 1002, 11871„ 13720 1) FILE NUMBERS IN PARENMES4 ME PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REM. SEE GENERAL NOTE NO.. 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl2" RECESS DOOR U-LINTELS ICE4 Xr-t44wn V SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGVVTH 12RF6-2I12RF10-2112RF142F12RF18-212Rf22-212RF26-2112Rf30-2 4'-4" (521 PRECAST 1626 26B5 3745 4B06 5867 6928 7989 4'-6" (54-) PRECAST 1558 2582 36D2 4623 5643 61664 7684 5'-8" `(68') PRECAST 1210 2042 2850 3658 4466 5273 6081 5'-1D"(70') PRECAST 1173 19B4 , 2769 3553 4338 5123 5908 6'-8- (80-) PRECAST 10201 1538 2426 3114 1 3802 4489 5177 7'-6- (901 PRECAST 9041 122601 2163„ 2776 3390 4p03 4617E r (116') PRECAST 7031, 771 11 1472m1 2181 26631 3145 3628 PAREMHESIS ARE .PERCENT REDUCTIONS FOR ADDED REBM, SEE MERAL NOSE RD. 4 K0D41CI' ItEVISLD 04 yn A rink Ni L m,,iin FTu'Idm,,5C Cu A GIT:9f0icC 1P 4%-G G7.O3 WCRAIGPARRINO 6324 CR 579 ASS/ O • • • ",•`' SEfPN6FA,•FL 33584 SEE GENERAL NOTES - SHEET 1 OF .3 Aq4j NAj14 4` FL. P:E1UI0.lFp;g584 tun Paled /g dt ! . C^ r4ua o„vol MEMBER OF KK". vu. tt 4" 6" & 12" LINTEL SAFE LOAD TABLESNALIE.CNANGELCAST-CRETE vsP3 31 F OB rVISIONA, t 74II DRAWN BT: JOFGN AAJU.UD SCAIF: R.T.S. DATE, 3/24/03 CHECKED 8T: CFGID FARRINO, P.E. - AEC. W. 44756 DRAWING N0. LT4612 SHEET 3 OF S MIAWDADE MIAMI-DADE COUNTY a PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miarni, Florida 33175-2474 T (786) 3 t5-2590 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: Drawin&No. FD8, titled "Cast -Crete 8" Lintel -Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parritio; P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parritio, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration dateby'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 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. 7 NOA No. 16-0126.03 MfAMt DADS COUNTY-)' `' G" W, Expiration Date: 05/2.1/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 996-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision 94 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 0713 019 7, signed and sealed by Christopher A. 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 11111196, 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 420-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11113195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04125196 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report 984-M19614 dated 02129196 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report 458 A66332 dated 01128196 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 484-M20749 dated 04105196 for 45 rebar, by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03106196 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified bzspection Report #84-M21208 dated 04121196 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for #5 rebar by Birmingham Steel Corp. W. ayl uy A. Makar, P.E., M.S. Produe 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 04105196 for #5 rebar by Birmingham Steel Corp. 12. Quality Control 11anual 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 9 03-0605.05- A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet 1 of I, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets I & 2 of2, 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, perASTME-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Ramon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets L I 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: L Quality System Manual for Cast -Crete Machine Made Precast, Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. 4 - WZZ6 1"ni 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-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 # 1I-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. H6G6 A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/2812016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 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 Varch 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 014-0903.02 A. DRAWINGS 1. DrawingNo. 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 frorn Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E, certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Conteol Section Supervisor NOA No, 16-01.26.03 Expiration Mate: 05/21/2017 Approval Date: 04/28120t6 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. HQ15rf 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 I, HIGH STRENGTH PRECAST AND j PRESTRESSED CONCRETE LINTELS' sxF`ctz, Sa,tti"?figg SIR fir v •1,r y- ,..' 7j-LllJNTFILS STIRRUPDETAILS SCALE, H, T,S, PRESTRESSED L RUPSTEL ISSTIRRUP DETAILS SCATS. LSIZE Yo YME YfE1d51. T P 1 ENGTR 0 LEE Ci SPACING. 111o. OF 15-4' O: 140 56T T 2 BAR 1 -3' 7 32 DAR 15-2" 4 03--2" 9' 0.t58 639 7/32 BAR I i -3. 'T 32 BAR 17"-2 4 0.Y-8" 0.178 1 713 32 QAft 11 -3" 17132 BAN 19 94 7a7 - 7 32 BAR. 1 -3" 7/ 32 BAR 21'-2" b 0 3'-8 3/0 10 0. 811 - 7 $2 OAR. 1'-3' 7/32 BAR 21'-10" 6 O 3'-10..3/a' 10 22'AD° 0.200 16'-0 2{'-D"''U. 210 ae5 32 BAR 7 lo i -3 T/3? eAR 23'-10" 6 O 4'-3 I/e" 10 to-0 S" PRECAST W/ 2" RECESS DOOR U—LINTEL DATA TABLE L1 1EL 12 QENOTHL NE„pS5 YO UME lE Y WEIGHTl- LeS l TFh NGTN. eMlpD s1 0.Ws 2 8" 4 4" 3'-0- 0,036 146 REBAR D ^ o Y 32 8AR 8" N A 4 3 -0" 4• B" 3 -4' 0,037 I50 j3 RE8 7 32 BAR 3- N A A 4 -0 5 - 8 4 -4 0.047 7 32 BAR 5 -0 H A B A -A' 5 - 10 A -8 0,047 I DOR BAR 5--2- H A: 6 5.-0 6 8 5 4 0.05{ 3 R 6-0" N A 6 6'-0" 7' 6 C-A' O.OfiO T 3" 4 RFDAR. 3 REGA 6.-10" N A: 6 a -0 9'- 8" 8'-4^ O,D7B 6' 4 EBAR. 3'NEBAR 9'-0"' 2'-0- 6' MEMBER OF 9' EIR F, l- iK'A' SDRpRi ALL Rfu3s UiDD.S MT 'R' itOrsYS.. ALL DiREi ORI[IS llt[ 'A R11RAnlSR CRECAU LINTEL RftNFO CiNG, CAGE PABB!6110_N yDF< iAmccss. vuiLC 1Yr `'A•maOGDp nr['R'sTuavvt by At [LIDS1Ti"• • p. i1 11 i' 8" PRECAST U LINTEL DATA TABLE LSU12EL- IZZF YO Ot,I.IE srAm:c 4.-0"` D. 037- 440. 3 E1TAR 3-11 7 32 BAR 3'-B" N A 4 4'-6", 0. 04I 182 f[3 REBAR. 4'-eu T 32 OAR 4 2" N A 4. b -4- 0. 049 192 j3 REDAR S-3 7.3't 0AR 5-0 A 6 5"-1C- OASC 3 RE AR 0 7 3Z BAR 5: -6. A. 6 6'-6" 0 D60 234 4 REBAR 8'^5" 7. 32 OAR'S'-2" A B T-6^ 0, 069- 270 4 AEOAR T-3` 7 32 BAR T+-2" N A. 9 0'-B" 0, 098 378 4 REBAR 10'-5" 3 ftEaAR fO'- " 2'-0 8 iT'-4^- 0. 104 408, 5 REBAR il'-3' j3.REBAq II'-0" 3'-0". O 12-0" 0, 110 432. S REBAR 11 -11 3=REBAR I1 -e 3-0 8 3'-4" 6. 122 480 5 REBAR W-3' 3: REBAR 73'-d' R 5EBAR 11 - 11EBA 3.. RR 13'-BP 3 -0' 8. 1. REINFOpEMG STE£ 1. 7/32 BAR ASIM A5101 j3, /4, 5, NOTE, THE -TOTAL NUMBER OF STIRRUPS. ANO /5 RCOAR- GRADE PO ASIM AS 15;-7/16 :INCH REWIRED IS COUNTED-STARIIRO FROM. EACH DIAMETER 27QKSI IOYI- RE ATIOk PRESTRESSING EN0 OF THE REWFORCIRO. CADG FOR EXAMPLE SRTAkD ASTU Al & NO. OF ".STIRRUPS n 4, THEN THE 2. CONCRETE STRENOTHSt I'D s 8900 P51 FOR B` REINFORGBto PACE MODEL SHOWS 2 STIRRUPS FROM EACH: END. PRESTRESSED MNIELT' 1' D a .000 PSI FOR :AIL PRECAST 5 INCH LINTELS. 6, 2,5 POUNDS OF POLTPRDPRERE. FIBERS PER. INITIAL PRESTRESS FORCE a. OJO x Ipw C0•TO. OF CONCRETE NA:. BE USED D1 LIEU OF,PRESTRESSEO LINTEL REINFORCING CAGE 4. STRIPPING SI NOTHI PRESTRESSED TO RESIST UFTIND AND HANOLiNO FORCES. UNT 1, UA 4 rnouucrlsLvlsl:u p." ilh ilto Flud@a fALIdInB Co'c Q l p7u,ccNOf¢. o o$ GZ.. EO M CRAIGPARRINO r vlTp:,valo rcr IETART INFORMATION IS PROVIDES FOR PRORUCT AI'PAOYAL. IT IS P( T" 6324 CR 579' K+G^il U:il .,Duel Y.ni. Uol' BY COPTRICRITLAWS ARO CANNOT BE REPRODUCED 09 01STRIOWED $EFFNER, FL 3356A NE PRIOR WRITTEN CONSENT OF CAST-CRETE USA, IRC.. IPF MAL, L+. S, 4 FL, P.E. LIC, NO, 44756 TITLE: CAST—C. RETE 8"' LINTEL FABRICATION DETAILS K4F.:'h'?• t - ,. lih\} — Owl rt muet-u6GT WN BY. CRA10PARNO, P.C. - REG. R0, 44156 T .WkE- N01' 10 SCAJX __— SAFE GRAVITY LOADS FOR 8" PRECASTwJ 21" RECESS DOOR U-LINTELS i) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. I GENERAL NOTE I) Motniols: 12) U*4 ar41e m—loalat6-1/211.' 64mLchasattheanandsretoaceoodatodtoa w edm;Ih Fe 8' Ise—st $.let000 pl 9-g. I P- t'-4 iinw CON psl 13) th al.ria url.- at 5,ilal, in toned In -&Aaa roncrcte 1paswb shot h.. 1 77 . ., . 11eGq .1at— eppO.. ad i. —ald..11, ASTLA C-91.6 or ap proved —4N. M 0 1900 pil 14) 1. 100. landed.sianAt.w..* aith vcrfle.lp'='.a'. al I ILI, —IT" so'0.'l a, lo- ds,.t- ld be ol-tad f., the —Ung:' 1.11o'leg 'q fwwl,rm'ng&,d Nr WNA' IS Grade 270 lax retention t , 9,C270 Typ. M or S AWiad red col load + AppGee hm MI I: 1.0 2) All! W. load WN. b ... 4 Safe ... .teal lead So!. W- 1.1 load 71U' 15) For iompsit. Untal he*ks pot he., — cafe k.4 ftm nail Wur MigN shade, loads I II t_dl, ro&.ad bQOX Wbeawiag I, oqIh 6 W. 11- 6 1/2 in, 16) Far Mal iergths oak shnn, at, $.to food b— n.t brgasL 1.4h she.. Proid. (.11 ..ter bad and head OMI. 17) We load. are .uplmpacdl all -Isla Id. 4) The au4mall 1e por, rMaits irWi.t,, lhe peroent radacr- for G r d, 4 , added lob- W) S410 bads based m rationed design onays'par ka 530 and ACI 3sa fjqmA[z 7 6* Valet OF32-18 vole mily food - 6472 o) 19) Add;['—1 bloat load .pocilr. — be bj.;.d the by praid[hrg oddl;.41 15% mdcfion a6472 .85) - 5501 Of i6infoiced —te ffiawry ualts (RC)AD) Dbwall?w Wel. Sea WIch bel- 5) AR lialel$ W.I. or -s-d 360 deflpc!!R. F—OtW jarost,ess tml-y 4' Z !F8 17 - -d Wo2ora.l. or —4, L/ djkFU.A. We is WWI to cof ;.. - SU" the R.IdO SA,11.9 Cade It seefiefts 1504.3. 1OS qv000w 5) SIW4 Heed Edds as 7) On 11 I&Q, ( noy be sObsllWl,d la, Wo J5 rebus 8) Imlo'blionjoltochmInk of Wd must empty Y60 the emliteclarol W/w otioaWml do=.]. Th. d."g..f ..Y. esolosL wneennreled lacd, I— the W. toad labfl&by Ou -h- - the eNg r— L erdhe- .1 d-l- ray _ s Val pwl' 10) N.R. - Net Holed 11) B.tWes Ikid added mbe, to 4 IU al Ito bollom ol the K4 ..fill. 1/2- 0 SEE GENERAL NOTE 18 5u BF8 f) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION F - HUED WIM GROUT / U - WILED 81712 ffia f- GUMMY OF 15 REBAR At F 1301109 OF 1.90D. CANITY8Fl6-lB/IT L WMTRY OF 15 HO-W- M HEIGHT —1 FEW AT M? ff32 BF28 20 E N 0. 44' Z. Ow 5.REBAR Al TOP I' K`_ U UIK (1) R1Q' O 1-11fCLW CAIL GROW JS RES* AT HDTIOW OF LN71L CAW Do, TOM REINFORCING 7-518' ACTUAL [ MIDED W NEI, a. KIAM wolm MES) CRAIG PARRINO 6324 CA 579 8JEFFNER. FL 335A PRoDucrlwylst,A) as I-1,10" " it], lha j;j,'jj' FJ,,'jji"zc,Oja Ac.pl-. F&' 14. c ElKpfrq( O.D4j._ rve q Typ Rgil 4 _O' OF CAST-CRETE 8" LINTEL FABRICATION DETAILS RA ON107 am @ p7 P' N , 'I -& FNERAIc_ 11 'SION -vim a - - — - PARM. P. E. - REG. 110. 447% 1 SCAW, NW10 SCALE p FV E=l , , .. KAA.Np — S 11 —"ACKED01. CRWpaM P.F.- "G '0 "M 1 DRAWHIft W'L FM SHIFT 5 Of S r" xlt M IAM t-DADE NIIAhrr-DADS cowry 0 PRODUCT CONTROL SECTION I).F.,PAWrINIENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISEON Miami, Florida 33175-2474 T (786) 315-2590 F (786) 3 t5-2599 NOTICE OF ACCEPTANCE (NOA) )v)vrv.miamidade.gov/ceonomy 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 AM (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•iuo, P.E,, dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parriuo, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parriuo, P.E., on Attgast 19, 2014, all bearing the Miaari.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 .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 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 ranufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA 413-0321.07 and consists of this page 1, evidence submitted pages E-1; E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Ifelmy A. Makar, P.E., M.S. r'_ NOA No. I4-0903.03 sir 1 fM1AMrrrDAD, courtv'j . / 4- t Expiration Date: 09/11/2018 f2. Approval Date: 10/09/2014 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 Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P, E., dated jVarch 24, 2003 and Drmving AVo. LT4612, titled Cast -Crete d ", 6" R 12" Lintel Safe Load Tables'; sheets I through 3 of3, prepared by Craig Parrino, P. E., dated klarch 24, 2003, last revision #I dated April 28, 2003 botli cb•cnvirrgs signed and sealed by Craig Parrino, P.E. B, TESTS 1. Test report on flexural testing on 4 ", 6" c& 12 " Precast Concrete Lintels Filled and Unfilled Models, total of (13) concrete lintel specimens, her ASTiV E-529-94, prepared by tlpplied Piesearch Laboratories, Report No. 30404A, dated 04110103, signed trial sealed by Christopher A. Hermon, P. E. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, AE.,, signeland sealed 4)j Craig Parrino, P. E. 2. Calculations for Cast -Crete Lintels, anted 051-29103, 140 pages, prepared bi, Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION; 1. Quality System Hanual. for Cast-O-ete Machine rilade Precast Lintels revised on r11r7V 1, 2002. 2. Cast -Crete Quallo, System 111anual_for Prestressed Products dated 2002 2, EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, titled 'Precast and Prestressed Lintel Details sheet i of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drmving No. LT4612, titled Cast -Crete 4", 6" c& 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared b}f Craig Parrino, P.E., dated ilfarch 24, 2003, list revision dated iWarch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1, r\roue. D. QUALITY ASSURANCE 1. By Hianii-Dacle County Building Code Compliance Off ice. E. MATERIAL CERTIFICATIONS 1. drone. Helfny A. Mahar, P.E , M.S. Product control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date. 10/09/2014 E -T Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBNHTTED UNDER PREVIOUS APPROVAL €# I2-0209.12 A. DRAWINGS 1, Drawing No. fD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., datecl111aech 24, 2003 and Drawing 1110. LT4612, titled "Cast -Crete 4 ", 61r cf: 12 " Lintel Sore Load Tables", sheets I through 3 01`3, prepared by Craig Parrino, P.E., dated 11arch 24, 2003 last revision dated rllarch 11, 2008, all signed and sealed by Craig Parrino, P. E., on March 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. By r>'licnni-Dade County-Departmew of Permitting, Er2>>ironment, and Regulator IJfaAs. E. MATERIAL CERTIFICATIONS 1, None. F. OTHER 1. Letter front Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. d. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1 Alone. B. TESTS 1 None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE I. By Aliarrri-Dcide County Department of Regulalmy and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None, l r i}'A. Maim, P.E., TVf,S. Product Control Unit Supervisor NOA No. t4-0903-.03 Expiration Date: 09/11/2018 Approval Date: 10109/2014 E - 2 Cast -Crete USA, Ine. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A, DRAWINGS 1, Drawhig rVo, FD4612, titled "Precast ovd Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P. E., dated Alarck 24, 2003 and Drowing Aro. LT612, titled "Cast -Crete 4 ", 6" & 12" Lintel Scrfe Load Tables", sheets 1 through 3 of 3, Prepared by Craig Parrino, AE„ dated March 24, 2003, last revision dated Juno 12, 2014, all signed and sealed by Craig Parrino, P.E., oil August 19, 2014. B. TESTS 1. Drone. C. CALCULATIONS 1. Calculations fir Cost -Crete Lintels, dented 0811912014, Pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed and seededl y Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Mian -Dade Countt? Department of Regulatory cnrzl Lcoirorrr%c Resources '(RER). E. MATERIAL CERTIFICATIONS 1. None, F. OTHER 1. Letter , from Cast -Crete USA, Inc., dated If ugust 19, 2014, signed and sealed b Craig Parrino, P.E., cert fil ng compliance with the Florida Building Code, 2014 Edition. 11016srA.Malmr, Y.L., M.S. Product Control Unit Supervisor NOA No. 14-0903,03 Cxplrzatloit Date: 09/11 2018 Approval Date:- 10/09/2014 E - 3 f ® HIGH STRENGTH PRECAST AND 4CC^ rl:T: _4R PRESTRESSED CONCRETE LINTELS TYPE "B" TYPE A STIRF S "C" SPACIN "C" SPACING[ 5- 4" A" BOTTOM STEEL LENGTH b" & 12" PRECAST LINTEL REINFORCING CAGE FABRICATION MODEL 7' PRECAST U=_LINTEL -,I7' PRECAST H/ Y' R CEP<M DOOR U- 1UNTEa" nrrksT UAINTFL 40 SOLID LINTEL 8/ e •II l 4 18 1 3 4i IE' 0 1 1' f ibi J 4' Typ, A' Si AAu 4 y TePsrtp T" a n n As my[ijRm. SYINPYPB )/ DY• e. )/ fiY W iS R .: )/!I') 4P.SIIiNNS •n. nn Is b NttEG uAFD - „ AS fC11ENlAEo AS 3EMowR n nASSCM[NUI[0 'P hfl taLM. ,n i Ipl' N}ig1 ttPC ' B' 9TARUP3 n y AAUPS _ m larinr 1.4 S i/O" 1.4 n 7/ 16 D S 4 7 16 7. 18 B.S 4' 7/IA sn0mlo nfiuls 4.—YQ ID LIH•1EL §_Q$EC S INTEL 1x' PREC/y_IPL2 RfCE55 U-LINTEL 17" PRECAST 41NTEL wu4+'.• 4" SOLiD LINTEL DATA TABLE 6" PRECAST U-LINTEL. DATA TABLE MOVEKzra UM i® Ali[IM L7MS:1rME121flO rx,» onam raal per c n® w KFY:f9®[F73:[ LE'iffCLli wig 12" PRFCAST U-LINTEL DATA TABLE gzmm® r rYa17D11 I= m3lumlam My rUa r T c u[rrrx ur ai a I l. i Z7r:Sba malumU groomImmmmlmnffrzgmmmym rtaasu V' 1rCE r 3 i o risTv m®rr m m moo rigm FEE= T7,, FE(((((TTTT1 t11mf u..a-rn•RLstiu.. Cf11fT; E, Eif4JpLpEi;{'34Ey1t+'a '' iAil>•ILT.L)};l Al •tl OG ' "'7,.T7 LfLL' aiR,A.i ®ar v vn s oey 7raga [}a avtA. E . [u®sa piS1i® Elrxrt>•['3:iPrsJ7Zl tidi3:,`.3E9mi n Eteaaaatirxrtl.raE•arra,Ej..r t emcrrail alB evtTaer ae^aa . , . s*r>•rrvv r+c:s$vrc>v r3C Eg [t7 ii J C11[EilidLl A ENIS FROFRILTAkf INEDALA1t0N IS PROYIYEO FOR PAODUM APPROVAL. H IS PROIECiCO BT CDPYRIOM UWS. AND CANHOT BE RVAODUCCO OR Disla=ED WDNOUT iNE PMOR WRRTEN CONSENT CAST-CRRE LISSr INC. ITOACINO STEW )/DY RAR 1CIN Ism is. P4, mu is NEW STRVPINO nAMSSH: RAND IR INCH UHTCM n ]DDO PSI CL. t0 ASTN A3IN CALL[ SMCHC_; I'o [COO PSI FOR ALL C IHCII AIO 11.INCH 1: NOR THE )OME HUNSER Of STIRRUPS AEOUINEO ARC COUHICO STmCTND TA011 CACN END OF THE AENITORCINO GOC: TOR. CRANPEE -. NO, OF CAST SNIEIS, Ye S000 FM TOA 4 INCN IMICUS STR,, a N; MEN THE RBNroACHO W. TAOAN:A U IIODEE. SHO- TOLL STEEL $HALL K CUE MCC[ ONE INCH TO BE RUSH WIIN ENDS R ANO 12 MCW UNTEES AITiR STNirmo PRON PORN. Y ST S )RON EMN ENO, 4 G PA V CEN O e pt mi p1Y1 6. °1,h..FWi3A. nJ T OF CRAIGPARRINOpL icn 1"' 1/ T A,'%/ O R R' \,, o SEF6NER. FL 33584 Ovn1_• B ° TE PRECAST AND PRESTRESSED LINTEL DETAILS MpEMBEROF: L + 111C NWC DPSUU-1N DPM1WN BY.. IONAN AAHAUD -.._ ..vSCAIE: AS $NDkN w; •` i. ""` i`w5w DAIC: S/Y{I0.5 CNECRED BY: CRAID N.H.. P.E. DRAMING f0{612 SNEET: 1 OF I GENERAL NOTES t) Moledols o 4' p t rmtel _ 3000 psi psiI'd qrt 12 p oe st.:Well aMM 3/8 ch aygrepofa ace,rcoragnp essne 4o(C11U)IpeAS7M C90 wrthm'nimun net rebar per. ASTM A615 Grade 60 mortar per ASTM C270 type. M or S 2) All sate load tobles based ;on mm mum 4-inch r I bearing. l-0*gn; Sole toddy for Inlet 1y 1f,U8 12U8 nd 12RU6mostbereducedby2BRifbeonnglength'24 less then 6. 1/2 Inehes., 3) provide, fall morlae Eed and head ioir' s. 4) The number. in-parenlhesjs $.dime the percent reduction for Riede 40 Field added .be,. Example; 17'-4' UnLel 12F24-28 safe gqravity- load = 1428{i4 w/ 14x re6a.o 9 1428 (.86) = 1228 off 5) Al lintels meet r exceed IIJJ360 dellection. EXceplli4L, UnW Types, lif8 k 12l`8 .17'=4' h longer. mets ar exa d L/180 ddti«cod, U e is Irauted t c diGons m ,tirrgg. the Florida: Sodding Cad Section 16043.1 oa applkoble. 6) Shore tilled lintels as r.q.1rad. 7) a sold lintels to be installed r/ 47 dimcniwn 1:ariegnlol aue 8' dim-lpn .6-1. 8) InslyyUol'ron/atioahment .1 lintel moal,. compy with the archilealural and/el elnntural docameMs. 9) The designer may emfaate concentrated toads from the sofe bad leblu by oakulaling the maximum. suisling memeol and sfieor Ed d-oway from the face of uppdrt. 10) N.R. --Not Meal 11) Bottom Field added feoar to be lacoted at the bottom of the GnW cavity. TYPE OFSiGN TALQU r - vAUG caw man /u- mer:m vat or wrcF 121`16-2B/2T LarbmvorIs RtbN At 10P 75 rae+.4 K Lai iz7 eta.Iaco 11M rz• I rIRS p) laau o me. s' uwms i-r/x'vwt C n1 1a d.F AI tar' ILY (I). drw= rat IS' Ivusp)rswaa rca s' tansy Ba11GI.KNatand 11 5 - ACTUAL a¢i) 12-' NOMINAL VADT4 12) 6' &-12' 1.1,41, ;are ,wonuf clored rith 5-1/2' ding aatah. at the ends to occomodele vertical call re„tnrdnq and grouting. 13) The evill sudoce of Fntels installed in exterior concrete miserly, walls shall have o eocung of W"c" applied[ n accords with ASPA C-926 or -other approved' dealing. 14) Unlea looded -'inollanmusy 'U, vuficol. ((9 0, uplift) and hori-tel (leterol) lei ah.0d be checked for the combines! to ng with the following sgoat•m Applied -Beal load + Applied horizontal tool 5 1_0 sofa ,w l load sera voil-W lead 15) For composite NO h0gbW a. shoe• use sole load frown ..,it beer height shorn. 16) For lintel length¢ not dear., 'um mfe load from next longut length shown. 17) Safe foods are sI.a dmposed. otbwable loads: 18) Safe loads timedan rational design analysis par ACI 53(f and..ACI 318. 19) Addi6anel lateral load capacity can be obtained b99 th6 de I her by peas'iding odd6onol scmfaced eoacrate: mosonry unh (ACULU above the Met See sketch We,: 1,/ 2' CLR; F1m= 1500psi s SEE. SAFE LATERAL LOAD TABLES FOR; LOAD RATING FOR EACH ADDFWNAL REINFORCED CMU (RCMU) FULL COURSE Tl? ( 1) 15 REBN2 FOR 6' LINTELS 2) 15 REM FOR 12- LINTELS GR40 or GR60 4S8 6F8 e j rAs l OR TE SAFE LOADS FOR 4" SOLID LINTELS 4- 4-are GRAVITY TYPE LENGTH 4S$ 3'- 6" (42") PRECAST 1180 4'- 0" (45' PRECAST 959 4'- 6" (54') PRECAST 789 5'- 10"(70") PRECAST 460 6'- 6" (78") PRECAST 350 7'- S" (90") PRECAST 260 9 - 4" (f 12'7 PRECAST 156 10'- 6" (126") PRECAST 116 lei i 4- 40— UPLIFT LATERAL LENGTH " TYPE 4S8 4S8 3'- 6" (42') PRECAST 687 371 4'- 0- (48") PRECAST 597 320 4'- 6" (54 PRECAST 529 258 5'- 10"(70') PRECAST 407 148 6'- 6" (78") PRECAST 366 118 7'- 6- (901 PRECAST 280 87 9'- 4' (112") PRECAST 187 5,5 10'- 6" (126") PRECAST 152 43 12UB 12F8 12F12 12F16 G Z C 6 : o B 12F28 12F24 12F20 T•'' IF FRO7UC. 112t. 1'f.jl IJ 0s wmplyo 6 • ih th ptmfda, 13ui1dln¢ c. l e Q.c. ,c : !t, CRAIGPARRINO v" Aaa, plane h7a 14 o c I1atenLeaaIq' " 3 6F20ER, 0RIQ ., 6324CR579 FL ONAL1 ?/' Lz.o/s P EuC. 0. 447 f 1 earl r;,l TALE: GAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES ME IWIE: 08SM-14 DRAW4 BT: 30PAH ARNAUO SUIL• N.T.S. DATE: 3,24/03 CNECKEO RT: CRAIG FliRRINO; P.E. - REG. 90,.44756 DRaINGENO. L11012 SHEET I OF 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS lt,WM VV v SAFE LOAD •.POUNDS PER LINEAR FOOT TYPE LENGTH BUB 6F8-18 6F12-18 6F16-18 6F20-18 6F24-18 6F28-18 6F32-18 S-6" (42') PRECAST 2332 2676 3892 5050 6148. 7227 8297 9357 4'-0" ,(48") PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6" (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10"(70")-"PRECAST 1067 1260 2198 3557 5734 7227 8297 : 8225 6'-6" (78' PRECAST 949 1078 1831 2B50 4328 6737 8297 9357 7'-6" (90") PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4" (112") PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6"(126") PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4°(136') PRECAST 457 513 805 1133 1507 1952 2492 3163. 12'-0'(144") PRECAST 425 477 744 1042, 1377 1769 2238 2808 13`-4"(160') PRECAST 373 417 646 895 1170 1485 1852 2285 14'-O'(168-) PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4"(208") PRECAST N.R. 299 455 620 794 985 1198 1437 THE NUMBERS IN (PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES SHEET 1 OF 3 MEMBER OF 9..am1'"'. SAFE LATERAL LOADS FOR 6" PRECAST U•LINTELS SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMU S-6" (42' PRECAST 587 1055 596 4'-0' (48") PRECAST 487 787 445 4`-6" (54") PRECAST 416 609 344 5'-10'(70") PRECAST 300 350 198 6'-6' (78") PRECAST 263 496 157 7'-6° (90") PRECAST 222 367 116 9'-4- (112") PRECAST 173 352 74 10'-6'(126") PRECAST 151 276 58 1"1'-4'(136") PRECAST 139 311 49 12'-0-(144-) PRECAST 131 277 44 13'-4° (160°) PRECAST 117 223 35 14`-0" (168") PRECAST 111 202 32 17'-4'(208") PRESTRESSED i N.R. 1 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U.LINTELS 4tMM+ WN SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-IT 6F12-IT 6F16-17 6F20-17 6F24-IT 6F28-IT 6F32-tT 3'-6" (42') PRECAST 1412 2074' 2715 3356 3997 4638 5279 4'-0" (48") PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6' (54') PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10%70") PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6" (78') PRECAST 723 1097 1437n1 1777 2117 2457 2797 7'-6" (90') PRECAST 648 86304 1249 cw 1544 Etl 1840 w 2135w 2431 9'--4- (11:2 PRECAST 575 571n4 980E 1252 1492 1732 1972 10'-6"(126' PRECAST 514 462nn 787 n 1121, 13361 1551E 1766 11'-4-(135') PRECAST 474 404na 685 m, 985 12131 1442 1645 12'-O'(144").PRECAST 454 367(.9 619 868 , 1095 1299 1506 131-4"(160'),PRECAST 402 308 516 735 906 n 1076 n 1247t 14'-0"(168") PRECAST 368 2854 475 577 832 989 1145 1T-4"(208°) PRECAST 2531i 208 u 338 m 476 s 565 to 693 a B03 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 RODUC`f RE3V1ygD na wmplyin8 wflh rLe F'I rid t1U11d(i,Cude Rlp?.• CRAIGPARRINO ertil, t4 G 6324 OR 579 MEun Dudes 10 ONAL'E; :•` 5EFFNERFL 33584 8"' FL.P.E.UC NO.44756 n1ic:CAST--CRETE 4 6" & 12" LINTEL SAFE LOAD TAE FIIE NAPE: DBSUBB-1! DRAYM BY: JONI,N IARAUD SCAT-' "Is. WE: 3/24/03 CNECNEO DY:. CRAG PARRIN01, P.E. - AEC. N0, 44756 I—CRAVO XD, L74612 SHEET SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS FOSAFE LATERAL LOADSR12"PRECASTII•LINTELS SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS' tOWN l MY ®®® SAFE LOAD - POUNDS PER LINEAR FOOT TYPE L ENGTH 12U8 12F8-28 IN12-28 12ft6-28 12f•20-28 12124-26 12F28-28 12F32-28 S-15" (42') PRECAST 3428 5000 5838 7619 9352 111060 12755 14436 4'-C" (W) PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6" (54-") PRECAST 2396' 3464 5304 7619 9352 11060 12755 14438 5'-10"(70') PRECAST 1612: 2320 3218 5234 8487 11060 12755 1443q, 6'-6" (78'7 PRECAST 1383 1986 2679 4196 6421 10032 12755 1443§ V-6- (90-) PRECAST 1138 1628 2131 3218 4676 6756 9763 1352$' 9'-4" (112") PRECAST 795 1216 1535 2230 3083 4167 5593 7552E 10'-6"(126") PRECAST 614 1043 1295 1853 2516 3323 4334 5632 , it'-4-(136") PRECAST 518 945 1162 1649 2216 2893 4745 12'-0-(144-) PRECAST 456. 878 1073 1513 2020 2617 3333 42061 13'-4" (160') PRECAST 359 767 0, 3719 926 1294 1709 2188 274' 3409(;' 14'-0"(168") PRECAST 321 720D 865 1204 1584 2017 2451 3106E 17'-4"(208') PRECAST N.R. 4510 631(, 881 P, 1141," T428p, 1750". 2102 19'-4" (232") PRECAST N.R. 343(. 477 0, 700,,, 925 P, 11521m 1380 1609 4c,m SAFE LOAD PLF LENGTH TYPE 12U8 12FS RCMU 3'-6" (42") PRECAST 1295 4841 393 ; 4'-0" (48") PRECAST 1295 4841 299 4'-B' (54") 'PRECAST 1049 3922 24117,,, V-10'(70") PRECAST 681 2547 155 6'-6" (78") PRECAST 579 2167 1231,u 7'-6" (90-) PRECAST 474 1771 914 V-4" (112")PRECAST 355 1326 580,y4 10'-6" (126')'PRECAST 306 1143 454(24 11'-4' (136') PRECAST 278 1041 388, 12'-0'(144") PRECAST 260 971 345. 13'-4'(160') PRECAST 229 857 278, 14'-0'(168") PRECAST 216 809 251, 11'-4" (208') PRESTRESSED N.R. 633i 162,,,, 19'-4'(232") PRESTRESSED N.R. 534. 130P I1 IRE NUMBERS W-PARENTHESIS ARE PERCENT RECKONS FOR Ott ULNGKP.L NUIt lb GRACE 40-FELD ADOEO RESAX. SEE.CENERAL NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST WI 2" RECESS DOOR U-LINTELS 49^ apKrFEWLATE RAL LOADSnFOR urel c ItAwr em" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RU6 12RF6-28 12RF10- 1Nff14- 12RF16- 12RF22- 128f25-212RF30- 4'-4- (52') PRECAST 2538 2942 5468 7584 9640 11669 1 13679 15679 4'-6" (54') PRECAST 2319 2740 5468 7584 9640 11659 13679 15679 V-8' (66') PRECAST 1347 1841 3555 6395 9640 11669 13679 1567R,,. 5'-10"(70') PRECAST 1259 1758 3361 5954 9358 11669 13679 1567 80') PRECAST 924 1430 2633 4415 6884 1035A,4 1257J;, 1480R 7'-6" (90") PRECAST 703 1203 2157 3494 5259 7922p, 9623E 1132R T-8" (11q, PRECAST 389 843 1451$ 2157 3203` 4427P 5417, 6380(44 f) THE NUMBERS IR,PARENIHESIS' ARE: PERCENT REDUCTIONS FOR C,WIOE 40, Mal) ADDED. RESK.. SEE GENERAL NOTE NO. 4: p®. - P SAFELOAD PLIF YPE LENGTH T 12RU6 12RF6 RCMU 4'-4" (52") PRECAST 1295 3692 1581,r, 4'-6"-,:(54") PRECAST 1213 3458 24170C 5'-8- (681 PRECAST 784 2256 1650a0 5'-10' (70'--) PRECAST 747 2129 155 6'-8" (80' PRECAST 602 1716 1170,,,1 7'-6" (90") PRECAST 504 1438- 914, 9'-8" jTl6") PRECAST 355 l011, 15 9"i SEE GENERAL NOTES - SHEET 1 OF MEMBER OF 44 4-4- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 11FS-21 12F12-2T 12F16-21 12F10-2T 12F24-1T 12F28-2f 121`32-2T S-6- (42') PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0- (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6- (54') PRECAST 2113 3291 43.10 5328 6347 7365 8384 5-10-(70-) PRECAST 1623 252701 3310 4092 4815 5658 6441 6'-6' (78') PRECAST 1444 2269, 2972 3675 4378 5081 5784 7'-6' (90") PRECAST 1267P, 1767 , 2583 u 3194, 3805 n, 4411 5028 9'-4; (1-12') PRECAST 1028n 1171 20061 2590 3087 35B3, 4079 10'-6"(126') PRECAST 920E 947 u 16121 2281( 2764 3209p 36530; 11'-4"(136") PRECAST 8SBP4 829flni 1404P 1982, 2441 29D21, 33640, 12'-0'(144") PRECAST 814.1 753(„, 1269„ 2201, 2616 3032, 13'-4"(16Q')PRECAST 678P 633N1 1057 1826 ' 21690, 2513( 14'-0-(168') PRECAST 622 P 586(974 11485, 1679P, 19930,2309( 17'-4' 208'),PRECAST 434 427a 695µ,1182,m 14020. 1623, 19'-4"(232') PRECAST 366, 3701, 593 1002R; 1187 1372, 1) THE NUMBERS IN PARENTHESIS ARE PERCENT. REDUCTIONS FOR CRADE 40 FIELD ADDED REM SEE GENERAL NOTE ta 4.- SAFE UPLIFT LOADS FOR 12" PRECAST w! 2" RECESS DOOR U•LINTELS JLL VG\G _IVY IYVIL 10 •", G• BEN 447 T`E ItMW-6=1111 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RF6-21 12RF 00-2112RFN-2112RF18-2 12RF22-2 12RF26-21 12RF30-2 4'-4' (52") PRECAST 1626 2685 3746 4806 5857 6928 7989 4'-6" (54-) PRECAST 1558 2582 3602 4623 5643 6664 7684 5'-6' (68-) PRECAST 1210 2042 2850 365E 4456 5273 6081 5-10"(70") PRECAST 1173 1984 , 2769 3553 4338 5123 5908 6'-8' ,(80') PRECAST 10201 1538P 2426 3114 3802 4489 5177 7'-6" (90' PRECAST 904(4 1226P1 2163„ 3390 4003 N 4617( 9,;8' (116") PRECAST 7D31; 77Liu 1472Du L7S 2181, 2663 3145, 3628P ULK> W YAXLWHL ARL PLRCENI REDUCTIONS FOR 40 FIELD ADDED: REBAR, SEE GENERAL NOTE. NO, 4 MRnEx1F7F HI:VISLII. en cvnylyiORIviU; Oic l'innfa HuiiEing C'aufe I CRAM PARRINO E+p i on [> it f • • R : 6324 CR 579 BYALmnlnaAc auCif,•` IA i4,• SP-msRi;,Fi 33684 1 G„v,;j FL. P.E!LTE1HpaUy/56 mLE.CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES HIE NWE: 085967-14 DRAWN 8Y; JOHAN ARRlUO SCALE: N;i.S. DATE: 3/24/03 C8ECEEO:R1; CRAG PAMIRO, P.F. - REO. NO. 44756 ji PRAKINC:NO. LT4412 SHEET 3 OF 3 M IAM 1•DADE MIAMI-DADE COUNTY a PRODUCT CONTROL, SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room.208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamldade.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 governing1be 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 faits 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 1 through 3 of 3, prepared by Craig Parrino; P.E., dated June 7, 1996, last revision dated June 12, 20,14, signed and sealed by Craig Parrino, P.E., on August I9, 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. TERMLNATION of this NOA will occur'atler 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 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 ]my A. Makar, P.E., M.S. ffimft L NOA No. 16-0126 03 MIAMI•DAD CQUNTY /N Expiration Date: 05/21/2017 Approval Date: 04/28/20 ]6 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL#96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.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 94 dated 04128198, sheet ].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. Ilamon, 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, R E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April1996 for cement by Southdown Brooksville Cement Laboratoiy. 2. Mill Certified Inspection Report #2042.75 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 020-8345 dated 11/1 3195for pre -stressing strand by The Crispin Company. 4. Mill, Certified Inspection Report 42111-078240 dated 04125196 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report 9844H9614 dated 02129196for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report 1f58-1166332 dated 01128196for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 984-M20749' dated 04105196 for 95 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84 M19805 dated 03106196 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121196 for 44 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for #5 rebar by Birmingham Steel Corp. ny 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-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196 for 95 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual far 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 d" Lintel Fabrication Details", sheet I of 1, prepared by Craig Parrino, P.E., dated June: 7, 1996, revision 02 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets I & 2 of2, prepared by Craig Parrino, P.E., dated June .7, 1996, revision 95 dated March 24, 2003, all drawings are signed and sealed by Craig Parrino, P.E. B. TESTS: 1. Test report `on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTMF,529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Ramon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels; dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on 11ay 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. n A. Makar, P.E., M.S. Product Control Section Supervisor NOA No.16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/2812016 E-2 Cast -Crete USA, Inca NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTEED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 406-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Iabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated ,Tune 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. DRA'NVINGS, 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, 11,_7, 1_1W , - H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No, 16-0126.03; Expiration Date: 05121/2017 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 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., on Vfarch 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 CotToration, 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 1:2, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for high Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124 prepared, signed; sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By k1lami-Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None, F. OTHER 1. Letter fi`om 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 Conttol Section Supervisor NOA No. t6-0126.03 Expiration Date: 05/21/2017 Approval Date; 04/28t2016 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. H6rf 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 A HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELSCIT, PRODUCT RENEWED m W.Ipl7inB wilh the Florida ALM'tt„/2` R[Cfc¢ ppOA U-I,mut B" PRECAST 11-01 6" PRESIRESSEpr -t) IHfEI. TYPE "A"STIRRUPS y 7/32" ld BAR. In STIRRUPS 6 1 4' - B'LNTELS STIRRUP DETAILS Scan: N.t.tl. 7/32"a6 BAR STIRRUPS TYPE "B" STIRRUP_5 B" LINTELS M STIRRUP N.T. DETAILS SCAtCI S: 8 t PRESTRESSED U—LINTEL DATA 'TABLE C53 TELL-EB' VOLUME WEIBST S E7196 SPACING tlMUPsPENH IA 0..11Y34 511d2 7 32 1 -3" 7 32 BAR 74-H 4 O 3'-0"' 9 0.140 587 7 32 DAR 1 -3 7 32.. BAR I6-2 4 0 3.- " 9 174" PASS 639' 7 32 BAR 1.-J 7 32-BAR 17-2 4 o S'-b" 9 19 -4" 0. 76 7.1 7 328 R. 1'-3" 7.32. BAR 1 GV'-10 9 21'-4" 0,194 7HJ 7 32: BAR. 17fi =0 7/32 BAR 2 10 22'-0" 0.200 all 7 32".BAN 32 BAR t-3 7/32 BAR 2 10 24'-0"''0.219 SOS 3 IB-O 7/32 BAR 23'-30" 6 0 4'-3 I18" 10 8" PRECAST W/ 2" RECESS DOOR [!--LINTEL DATA TABLE L HTEL I'FHOTIIL LE t;"'S VD Mf Wf lefT Y a/Ap6R S 2 8 44 3 0" 0,036. 146 1i3 REBAR a- 7 32 BAR 3'-8" H A 4 3 0 C B 3 4 37 7 0 REe 7 2 BAR 3'-10" N A 4 4 5 8 4- 0. 32 BAR 5-D A 6 4- A 5 tU 4-8 0.047 B 5-Y.. N A 6 5- 4 D.054 W, R 6'- 4' 0.O60 4 i4 RFPAR 3 REB7- 6'-TO`'. N A 6' 8' - 4 0:07B 316 i4 RFBAR IF3 REBAR 9'-0" 2'-D" 6 OF Tr/ f a• maAws Au RPC ' I' R7MRtlt9 ALL 11/ f A' O3 9S]Mius YRC pST l7HjF REINFORCING CACE FABRICAT{ON XODEL ' ioa 1LS. &NUS' D/ 7 1TFY / a AT DNRi PRFSTRFSSED . LINTEL g[1lSFA¢R,FINGCAGE FABRICATION MOOFL 8" PRECAST U-LINTEL DATA TABLE L N ,L YOLUME CYlLIBs T LLDOT STEC--T' aE CIPAN:O slur P0. 032 126 3 REBAR 3'.-S" 7 32"eAR 0. 037 Idd EAR 3'-11 7 32.BAR 4'- 6": 0.041 1 162 R A 4'-5 7 32 DAR 6 > 4. 0.049 1 192_ yS. RIBA 5 -3 AR 5 -0 N A B b- 10 OAST- 3 R O. D60. 2 4 4REBAR 7'- 6", 0.069 270 4 REBAR 7-5" 7 3z ahR T-2" N 6 336 4 REBAR' 9'-3" 3 REBAR; 10'- s" 0096 37B 4 REBAR 10'-3' 3" -BAR lI'- 4" 0: 04 406 5 REBAR 11'-3' 3.REBAR II'-0" 3'-0 B 12 - D 0.110 4 5 flfBAR' 1 f -11 - 3 EBAR 11 -B" 3-D 0B 6 3'-4" 14'- 0' O. E22 0 129 4B0 45 REBAR SREBARI3'-5 13 - 11 3 REBAR 3 REBAR 13'-D" 13 - " 3 3' -0 8 THIS PROPRIETARY INFORMATION IS 'PROVIOEO FOR PRODUCT APPADYAL.. IT 19 PR0TEC7VD BY COPTRICHY LAWS AIEO. CAM01 BE REPRODUCED ORDISTRIBUTED WITHOUT THE PRIOR WRITTEN CONSENT OF CAST-CREIE USA. INC. A1i7:7# S17 F'b',7>fa1ED[liEi>!11 I. RE. INFORCOiG STEEL: 7/32 BAP ASTM A5101 03, i4, 5. NOTE, THE 10TAL NUMBER OF. STIRRUPS AND is REDAR GRADE 6D ASTM ASISI 7/10 INCH REOUIREO 13 COUNTED STARTING FROM EACH OIAMEIER 27OKS1 lAY/dS1.0U71011 VRES12ESSIAO EHO' OF THE REWFORCINO CAPE; FOR LXAMPLE. SRTPNO ASTM A416. - No. OF STIRRUPS m.-4.: THEN THE 2, COHCRETE STRENaMt Fa 60 O PSI FOR R• REINFORCING CACE MODEL $4M 2 STIRRUPS PRESTRESSED UHIELS;. V- • 4000 PSI FOR ALL FROM EACH END. PRECAST 8 INCH LINTELS.6. 2.6 POUN S. OF FOLTPROPTLEME nmS. PER 11411a TRESIRESS FORCE = 0.70 R 1PR. W.TD. Of CONCRETE "WAY DC USED III LOW3. OF PRESTRESSEDUNTILRUNFORCINOCAOC4. SIRIPPINO 51g NOTHI PRESTRESSED TO RESIST UFTIMO-AND HANBtmla FORCES. uw TO!, a BMS i PRODUCT R EVISUD, m AIdIr,& inRlaillTlhe FlDFidB Ihd1dIRH CockiIhA[rplaneeNP,- 0 03.02 D . 7k IAq)11`im.]llAle D-Z 16 CRAIGPARRINO I) L 6324 CH 579 M.FwnI Ua1U1 ronFF- Sot^ y F NAL E _0 LIRE, CAST- CRETE 8" LINTEL FABRICATION DETAILS cACGComfmv 1 r14T18 VC)P R" PPrraST R PRFSTRESSED U-LINTELS 4 AST-Ii44T0' SAFE LOAD- POUNDS PERKLINEAR FOOT TYPE LENGTH 8U8 BFB-OB 8F12-08 IF16-O8 1110-08 8F24-08 SF28-C8 BF32-09BF6-IB 8F12-tB 8F16-18 0F20-18 BF24-IB 8F2B-1B BF32-10 3'-6" 42" PRECAST42-) 2231 3069 3719 5163 6601 8054 95DZ 10951 3 669 4-605-T 6113 7547 8974 10394 IIM9 4'-0" (a') PRECAST 1966 2561 2751 382D 4890 5901 7034 4107 2 993 4W5 8113 7547 8974 10394 11809 4') PRECAST 1599 1969 2110 2931 3753 4570 5400 0224 2189 4375 6113 7547 6672 10284 11809 6M1") PRECAST' 217 1349 1438 1999 2560 3123 3686 4249 1863 3000 5365 7547 x 73421, 8733 i 10127, 70°) PRECASTIT-6- 1D62 05 1173 Is3t loco 2549 3OD9 3470 1451 2622 4360 7168 " 6036 0 7181 a 8323 78") PRECAST 908 2W 2177 3480 3031 3707 4383' 5061 1238 2177 3480 S3B1 8380 10.19 8628 tq 90°) PRECAST 7013 10t1 1729 26. 2205 2698 3191 3685 1011 d729 W25 3898 b681 8467 6472a 9'-4" (112") PRECAST 554 i16o 25& 4B6 2818 3J02 752 1243 1 843 1 2564 1 486 4705 A 63Z Lv1 10'-6" (126') PRECAST 475 535 850 1247 2093 2777 2163 1 2536 843 1052 1533 2093 2751 3843p 4754 I1'-4"(135) PRECAST 362 saz 915 usa 24" 3127 4Da6 SB2 945 1366 1846 2423 3123 4%6 12'-0'(1447 PRECAST 337 540 873 1254 1584 2193 2905 1552 540 1 873 1254 1684 2193 2.005 3552 13'-4" 160' PRECAST 298 471 755 1075 AU I838 2116 20W 471 755 1075 1428 1838 2316 2887 14'-0" 168' PRECAST 279 424 706 1002 1326 IE97 2127 2630 442 706 1002 1326 1697 2127 2630 14'-8"(I76") PRESTRESSED N.R. MMM MNR MR Hft w4 NR 5458 787B3 1370 901902 E245 25I7 2712 15'-4"(184') PRESTRESSED N.R. xR. NR MR NR MR W RR 412 710 1250 1133 2055 23M 2513 17'-4"(2De") PRESTRESSED N.R. RR RR HR MR : MR MR taR 300 548 950 1326 1699 1849 2047 19'-4"(232") PRESTRESSED N R MR MR OR RR,, MR NR NR 235 420 750 1037 1282 1515 1716 21'-4" (256') PRESTRESSED N R. MR r4R MR NR NR IBO 343f0 b98 815 111114 1359 NE8 22'-0"(264°) PRESTRESSED N.R. MR MR NR NR MR NR NR 165 315 550 784 1047 1285 1399 24'-O'(288') PRESTRESSED N.R. MR MR Hft RR NR RR 22129 250 450 659 884 1092 1222 U) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. ISEE GENERAL NOTES - SHEET 3 OF 3 MEMBER OF 2`1„'D' WVrtAfY.s i.}ioi- SAFE LATERAL LOADS FOR 8" PRECAST 9 PRESTRESSED U-LINTELS - asw aa a' SAFE LOAD PLF TYPE LENGTH SU8 8F8 RCMU 3`-6" (42")PRECAST 1025 1024 1598 4'-0" (48') PRECAST 765 763 1309 4'-6" ,(54") PRECAST 592 591 1073 5'-4" (64') PRECAST 411 411 745 5'-10"(70') PRECAST 340 339 616 6'-6" (78 PRECAST 507 721 490 7'-5' (901 PRECAST 424 534 363 9'-4" (112') PRECAST 326 512 230 PRECAST 284 401 180 PRECAST 260 452 154 12--0" (144') PRECAST 244 402 137 13'-4" (160") PRECAST 217 324 110 14'-0-(1681 PRECAST 205 293 100 14'-8'(176') PRESTRESSED N.R. 284 91 15'-4"(184 PRESTRESSED N.R. 259 83 17'-4"(208-) PRESTRESSED N.R. 194 64 19'-4"(232")PRESTRESSED N.R: 148 52 21'-4"(256') PRESTRESSED N.R. 125 42 22'-O' (264")' PRESTRESSED N.R. 116 40 24'-0-(280') PRESTRESSED N.R. 91 33 SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS FiR4:7'Y" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH S-6" (42') PRECAST 4'-0- (4) PRECAST 4'-6- (54-) PRECAST 5'-4' (64") PRECAST 5-10" (70') PRECAST 6'-6" (78") PRECAST T-6" (901 PRECAST 9'-4" (112') PRECAST 10'-6"(126") PRECAST 11'-4°(136") PRECAST 12'-0" (144") PRECAST 13'-4" (160") PRECAST 14'-0" (16B") PRECAST 14'--8" (176") PRESTRESSED 15'-4' (184") PRESTRESSED 17'-4- (208'). PRESTRESSED 19'-4"(232°) PRESTRESSED 2T'-4-(2567 PRESTRESSED 22'-D'(2641 PRESTRESSED 24'-D'(288") PRESTRESSED SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. PRODUCTRSmEW4 D Ortt lying with the Florida141deCodo AcoyHmEc lnD. 3E>fi lion ll>,c Z O 9y 17 1!4 ni D"fyi adud Cpn U) THF,4G4j11Y)($dPNiPAgRI h 1n1t: d 6 a4 t" EN IBIS ARE PERCENT REDUCTIONS FOR GRADE 40 GENERAL NOTE NO. 4 ON SHEET 3 OF 3. y PltODI1CT RF.V7SDO tip i7 niPly4"8 wiO,rlw T7w4da I '' I/ • ik ^ Y w = TE pqF ; tC. p 6P'4i RKepinnec No 0 G.. R4 LmIbn Oafa 0 6CRAIGPARRINO 6324CR579 SEFFNER. FL 33594 Mrs I f1sdh ltc`1 A, D"`' FL. P.E. LIC. NO. 4476 44911114144'r AST—CRETE 8" LINTEL FABRICATION DETAILS U92-1( DRA11N 8Y: RAl07A".. P.L - REO... '4756 SCALE` NOT 10 SCAU 01/9b CHECKC0.9i: DID. PIJNINO. P.E. - DEC. N0. 11759 1 O.UNIA9 Ka fD8 SRLET 2 DF 3 I SAFE GRAVITY LOADS FOR 8" PRECAST wf 2" RECESS DOOR U-LINTELS J) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR: SEE GENERAL NOTE NO. 4 SAFE LATERAL LOADS FOR 8" PRECAST w12" RECESS DOOR U'LINTELS CR SAFE LOAD PLF LENGTH TYPE SRU6 BUTS RCMU . 4'-4` (52") PRECAST 758 757 1164 4'-6" (54') PRECAST 694 693 1073 5'-6" (68-) PRECAST 408 407 655 V-10" (70") PRECAST 382 381 616 6'-8- (8D") PRECAST 595 788 464 7'-6' (90') PRECAST 509 674 363 9'-8- (1IS') PRECAST 370 490 214 k SEE GENERAL NOTE 18 j) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 GENERAL NOTES TYPE DESIGNATIGty I MDledWa: 1'e 8' pr t Will. 40M pal I'a prnlr wed rAW 6000 psi 12) Lt t d. ra u.dart tad with $-I/2' favg noIhn el the ands to—wrodol. weal all rWutdog outs gd Wq. IJI Th. W dr na— of bnklt imloged h extedr rnnaolo masonryry b 0.8 1.. 8F12 BF16 p - FILLED W7111 GROUT / U - UMiLUO fAWI11fY OF d5 NEW AT is grout 30DO poi with minimum J/D 20 aggregoteat.-nosonq m"T, per AS1G C90 .' TCW-ro nal a Doting. of A— pplioul io aperd.nea 1h dSiM C-926 or sUur opp—d —Lug. lrr---Itt I MOM OF LIRIEL WY el-U) abo mit A501 o 15 Q - 1900 pal rebDr Per A501 A615 Gtods 80 Pldttawsng slrond of ASIN A,16 Grode. 270 low rut ..olan mortar P. fS1At Cg7D Tip, M or S N) Lhlsts lend d mldtoneol u tdh v 41. ((g1.Ty. or lC Th and wl dq u (lot.rol) / I pads dw,A.b lechcd fa the a rtb led Iweirrg w8h tM lallox(rtg cyuDEfpc III ..1\\ Ju// I III AppBrd v<eficel load Applia0 honRodd. lootl V a< 8 F16 -1 B /I T 2) AM sole bed IaNn Dosed m lri+s'mum ,inch naMaol bea(g: Safe rrtical lood + We bor—tol bad S 1:0 I ,. MORALW70M-1 I L pUARlpy OF {5 F—D n. Sole hods for f ld tppe BUS and BRUS ..I be 15) Far composts Wit heights not shoxo, um We lass Irani mt lout Might snaxn. I'll- XLIGNT J REBW Al TOp ed by 2O>< it W.ormg fngIlhis I.. it- 1/ 2 h 16) Far, tntat lengths wool shown, ule "it loud Itom nos! lwgast 1"h shown. I5 REBSR AT TOP 3) Pr.,W. bdl mortar bad sad hood lanes. 17) S.I. pods an sup emposed Wombls loads. MIN. (I) REdD 4) Th. owuun h predhesls pdtcaks the p..ard r.d.W. for a409.d I.W.'•„ 18) Sale pads ba..d on r.U.rA dwalgn aralyir pet AD 530 and .ACT. 318 f' :' 1-1/2' CLEAR g oeaee Udd U32-10 sots yy oniy loan - 6472,W 15% " ducBon 0 8An `A5) 5501 P, 19) AddiT-1 lolewl lsod copoa'ly canto obWood D lie desyner 3y prmiding oddl';.d r. W.,u,4 connate momnry Dots (RDdU) obore De 6n1e1: ee skekh bataw: 1%' •' ti .• s' 5) M l ulds meal a emend 360 d Jkd.p. , F"enbon: Pr<sUu, GMJ type BF8 17 -., lags i C. M.U. and mesh,7' or e d, VI80 delkc8os. f<'; Ei':• Uw, i, Dmkd to condlioae ma6rq th. Fladda 8u2dvg Codo. S--os 1604.3.1 as appiirobTo q CROUI 6) Stwe F,1kd 16alel,.ae icqulmC F' m 150DpSi A 7) Ona II rob., troy be stUluled for In 15 reban 1•' I 15 REM AT BOTTOM 8) wih It. of 1.4 Fdian/atkchm.M of Wit mull m epty olilmlardSEE SAFE LATERAL LOAD e OF UNttL CAWY and%r dr 4.4 documents. loud, from load loblae by t, TABLES FOR LOAD RAJINC 8F32 ei 4t4 BF25 "' ry 20 J,7-5 8' ACRAL BOTT0.W REINfDRtI.RO PROVIDED KillUM49) The . designer trey evoluale <anunlrol.d tM.W. colafa D# mobimurn res'¢fing trwrned and shear al of -my Isom the FOR EACH MV110NAL, REINFORCED WU ( RCMU) D. .,.., C' VE8' NOMINAL WIDIA (VARIES) Ina of ` uppprL 10) N. R. = Not RatedI FULL COURSE PRODIACTRENEWED c0rt N YRODUCf 1L17YISCll 11) Shcam 14W-added ubar Io bt W.,A d ul U.. Witrn of th. Rnkl —ity. I 2 CLR IYP pSlyisrg lvdh fho }7mjde 2 5 REBAR Ouitdho ' O. 44 Code Acaplencc:No- Z(, m cam plyfog sritltfhc Florida Uuilding COJc a!' C. 40 01 GR60vyP 03:., Rr Q. Tlf{ E 1FI ;• U.` ow AmPI., No ! CRAIGPARRPIO 4rPlnulolrv dc_ Mi ni Como i S S,(jR O:G+ 1A 6324CR679 SEFFNER. FL S+ h /(:LE'+b+ 335114 Noe So 1 FL.P.E.LIC.NO ACELGEN ASER" K a Omm MILL: CAST- CRETE 8" LINTEL FABRICATION DETAILS c sur,aww D L7 iu . FILE ME: DBSVhl-14 ORAYM Bt1 CRAW PARNMO, P.F. - RFG ItO. 44)56 SCAl6 NOT 19 SCALE dR-'no-.7,' f DA1L• 06/07/96 ClLCAED P. CpAW PAARIAO. F.E. — REG. X0. 44746 DRAWING ID. fD0 SHEET 3 Of 3 4/28/2017 Florida Building Code Online door SCIS Home Log: In User Registration j Hot Topic Submit Surcharge Stats & Facts PublicationsFSC Staff j BCIS,Site.Map s; Links Search i3 Product Approval USER: PublicUser ProductAooroval Menu > P_oduc or.Ap?lic tion Search > Anniicatiort l.ist.> -Application Detail FL # FL3792- 118 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary: Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/ Email 2101 West Main Street Jacksonville, AR 72076 501) 982- 6511 acarter@lomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technical Representative Andrew Carter Address/Phone/ Email 2101 West Main Street Jacksonville, AR 72076 501) 982- 6511 Ext 361 acarter@loma nco, coni Quality Assurance Representative. Andrew Carter Address/Phone/ Email 2101 West Main Street Jacksonville, AR 72076 501) 982-. 6511 Ext 6163 acarter@lomanco.com. Category Roofing Subcategory Roofing Accessories that are an Integral Part of. the Roofing System Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Miami -Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method l Option A https;l/ www.floridabuilding.org/pripr_app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeUdikEk7oGQ6zyYnmk%3d 1/3 4/28/2017 Florida Building Code Online Date Submitted 09/30/2015 Date Validated 10/06/2015 Date Pending FBC Approval Date Approved 10/09/2015 Date Revised 08/16/2016 FL # Model, Number or Name. Description 3792.1 135 Roof Louver I Aluminum 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. Certification Agency Certificate FL3792 R8 C CAC Lomanco 135 - 2000 PV - NOA 11- 0602.02,pdf Quality Assurance Contract Expiration Date 08/17/2016 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 FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602,02.pdf Created by Independent Third Party: Yes 3792.2 ! 730 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes , - FL3792 "R8" CCAC Lomanco 700 Series - NOA 11- Approved for use outside HVHZ:'Yes 0602.04.pdf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure; N/A . 08/16/2016 Other: 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers FL3792 R8 II Lomanco 700 Series - NOA 11-0602.04.1)df shall comply with applicable building code.'3. Lomanco's Verified.By: Miami -Dade BCCO - CER Model 730,750,770 Roof Louvers shall not be installed on roof 1 Created --by Independent Third Party:, mean heights greaterthan 33 feet, Evaluation Reports I" FL3792, R8 AE Lomanco 700 Series - NO 11-0602".04.odf Created by'IndependentThird Party: Yes ' 3792. 3 1 750 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. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. Aluminum Roof Louver Certification Agency Certificate ^ FL3792 R8 C CAC Lomanco 700 Series - NOA 11- 0602. 04.odf Quality Assurance Contract Expiration Date 08/ 16/2016 Installation Instructions FL3792 R8 1I Lomanco 700 Series.- NOA 11-0602.04.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party:. Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11-0602.04.odf Created by Independent Third Party:. Yes 3792. 4 1,770 Roof Louver Aluminum Roof Louver Limits of. Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC, Lomanco 700' Series - NOA 11- Approved for use outside HVHZ: Yes- 0602:04'.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design pressure: N/A 08/16/2016 Other: 1. Refer to applicable building codes, for,required I Installation Instructions ventilation. 2. Lomanco's Model 730;750,770'Roof, Louvers' shall, comply with applicable buiding code. 3. Lomanco's Model' 730,750,770.Roof Louvers shall not be installed on roof l mean heights greater than 33 feet. 3792. 5 1 770D Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: VVVL. VY:VVI Verified- By: Miami -Dade BCCO - CER Created by Independent Third Party: valuation Reports R 792 R8 AE Lomanco 700 Series - NOA 11-0602.04.iidf Created by. Independent_ Third Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC NOA 15-0709.09.odf Quality Assurance Contract Expiration Date 10/ 04/2020 Installation Instructions FL3792 R8 11 NOA 15-0709.09.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports https:// www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeV}dikEk7oGQ6zyYnmk%3d 2/3 4/28/2017 Florida Building Code Online FL3792 R8 AE NOA 15-0704 09.pdf Created by Independent Third Party: Yes Contact Us 2601 Blair Stone Road Tallahassee FL 32399. Phone: 650-487.1824 The State: of Floridais: an AA/EEO employer, CopVrioht 2007-2013 State of Florida.:: Privacy. Statement:; Accessibility Statement ::.Refund Statement Under Florida law, email addresses: are public records. If you do not want your e-mail address released In response to a. public -records request, do not send electronic mail to this entity. Instead,contact the office by phone or by traditional mall. If you haveany questions,. please contact 850.487,1395. *Pursuant to Section 455,275( t), 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 emaiis provided may be used for official communication with the licensee. However email addresses are public record. If you do. not wish to .supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F. S., please click here , Product Approval Accepts: srhEtl Credit Card Safe httpsalwwty. floridabuilding. orglprlpr_app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVidikEk7oGQ6zyYnmk%3d 313 MIAMI DADE MIAIYII-DAllE COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Roam 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786).315-2599 NOTICE OF ACCEPTANCE. (NOA) W`r"w.°"amida(le.f!ov/ „i`Ia'", Lomanco, I'nc. 2101 West main Street. Jacksonville, AR 72076 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation. submitted has been reviewed and accepted by Miami -Dade County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shaIl.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 duality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke; modify, or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that -this product: or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code. including the High'Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 135 Roof Vent, LomancooI 2000 Power Vent LABELING,:Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement` "Mianu-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 perfonnance of this product. TI•RMINATIONof this NOA will occur after theexpirationdate 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, Many portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at, the request of the Building Official. This renews NOA# 06-0501.1 1. and consists of pages 1 through 4. The submitted documentation was reviewed by Alex Tigera. NOA No.: 11=.0602.02 MUNTY Expiration Date: 0847/16 Approval Date; 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Cateeoev: Rooting Stib-Category: Ventilation Material: Atoiiunum TRADE NAMES OF PRODUCTSMANUFACTURED OR _LABELED BY APPLICANT: Test Product Product Dimensions Specification Description 13. 5 Roof Vent, 9" x 28,5" TAS l00 Powered Roof Vent, with fan and Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test ALyency/ldeutifier Name Report Date PRi Asphalt Technologies, hic_ TAS 100(A) LOM-011-02-01 04/05/06 NOA No,: 11-0602.02 AINMEMIZZMM Expiration Date: 08/17/16 MattoaoE3 -" r: Approval Date: 08/17/11 Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Lasing marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting with the drill hole cut vent hole. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide wider shingles. Apply approved roof cement around the edge of the hole. Carefially slide base of vent under shingles with arrow facing up. Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking at corners, and approx. 4" o.c., 1" from the outside edge of the flange and 1" from stack every 45' with approved roofing nails, keeping heads of nails under shingles Where possible. Use a :minimum of 32 nails and shall be of sufficient length to penetrate, through roof sheathing ,a minimum of/z". See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature LIMITATIONS: Refer to applicable building codes for required ventilation. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shalt be installed in compliance with Lomanco, hic. published instructions, and in accordance with applicable Building Codes, 3. This acceptance is for installations over asphaltic shingle roofs only.. 4. 135 Roof Vent,Lomancool 2000 Power Verit,'shall not be installed, on roof mcan heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida BuildingCode and Rule 9B-72 of the Florida Administrative Code NOA No.: 11-0602.02 M EzPiration Date: 08/17/16 Approval Date: 08/17/11 Page 3 of 4 DETAit. DRAWINGS 135 Roof Vent, Lomaneool 2000 Power Vent PAR..T # f-W, I"_YC ERI 110-N M .._ ...1.I 1 MA ,I Wi 02 fl WE O. 2 00 i X 23 70 X 28.50 . GOS 0 Al- 3. 2 f y 020 - 30.2 2; l I Oa`L 032t 001215 X 20 -X 2 7005--0.. AL. l.. ii4;i±kr 5k 05—O. J41 tJ J, 4 BRACKIT 1C GA. X: 1.250 X. M GALV. SHEEL 0201 i ( SCREEN 1028 'X 5 X 41, 7 T8X,9 MESH P',1 ! A. KO.1'k j 1/ 1YC0 1{r'" i 12 RIVF1 31160 X 7/32 OVAL FEU. Ai 11 140005 8ii 7 3 PrW y1.4 > /2 :tit JH Y `PE) I 'Ai" 7INC PLT ti U 4 NOA No.: 11- 0602.02 Q=10ADECOUNry Expiration Date: 08/1711,6 m Approval Date: 08/17/11 Page 4 of 4 MIAMI DADE MIAMI-DADE, COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIGII[BORROOD COMPLIANCE DEPARTMENT (BNQ 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION NCatni, Florida 33I75-2474 T (786) 3 5-2590 F (786) 31.5-2599 NOTICE OF ACCEPTANCE (NOA) Iwww.mia "dade.P_o"/bui'din Lornanco, Inc. 2101 'Vest main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County BNC - Product Control Section to be used in Miami Dade. County and other areas where -allowed by the Authority Having_ Jurisdiction AHJ). This .NOA shall not be valid after the expirationdate 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 jwisdiction. BNC reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section. that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code:. DESCRIPTION: 135 Roof Vent, Lornancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Mianii-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this.NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been, a revision or change in the materials, use, and/or manufacture of the product or process. 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 shad be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This renews NOA# 06-0501.1 1 and consists of pages 1 through 4. The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0602,02 MIAMMADECOurv7Y Expiration Date 08/17/16 Approval Dater 08/17/11 Page I of 4 ROOFING COMPONENT APPROVAL Catel4orv: Roofing Sub -Category: Ventilation Material: Aluminum. TRADE NAMES OF, PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product. Dimensions Specification Description 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Aeencv/Identifier Name Report Date PR1 Asphalt Technologies, Iiic. TAS 100(A) LOM-011-02-01 04/05/06 NOA No.: 11-0602.02 MiaMi•oa ecounrry Expiration Date: 08/17/16 4 Approval Date: 08/17/1.1 Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen. location and centered between two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the ventthroat opening. Starting with the drill hole Cut vent hole. Installation: Vents should be evenly spaced. on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles. Apply approved roof cement around the edge of the hole. Carefully' slide baseof vent under shingles with arrow facing up, Make sure the throat of the vent is centered over. vent .hole. Fasten the base to roof decking at corners, and approx. 4" o.c. 1 from the outside edge of the flange and i from stack every 45' with approved. rooting nails, keeping heads of nails under shingles where possible. Use a .ninimum of. 32 nails and shall be of sufficient length to penetrate through roof sheathing a minimum of 'h", See details drawings herein. Seal all seams and nails with roofing ce nent. Net Free Area: Refer to manufacturers published literature L. IMITATIONS: Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, Inc. published instructions, and in accordance with applicable Building Codes, 3. This acceptance is for installations over asphaltic shingle roofs -only. 4. 135 "Roof Vent, Lomancoo12000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. 5. All. products listed herein shall. have a quality assurance audit in accordance with the Florida BuildingCode and Rule 9B-72 of the Florida. Administrative Code NOA No.: 11-0602.02 MIAMI_ DADECOUNTY p Ex ration Date:. 08/17/16 4filliamr Approval Date: 08117/1.1 Page 3 of 4 DETAIL DRAWINGS' 135 Roof Vent, Lomancoo! 2000 Power Vent PART k TE4i RITT) . UE_?ktlF'ftG\ M A f5:IZ'A1 1 MAI WI 120 1 501 1 1 ,@iMC 0025 .X 28 ->3 X 215.50 5005_ 0 AL 25 G?'li 702+. L I 1BASE 032' .0025 X 20 X 13 5C)05-0 AL I 1 84-c,# 205Q,> 1 K F r•ic.1D 0191.0025 X 19,50 X 19.50 5005 0 At .313# J 410 Q 4_', aR4Ci:E i' i6 CA X I e C X: 7.;;0 C?L'v. Sf_EL i95y fT ,! 7 1 CREEN11 028 t 5, X 4i.i7"-8X8 MESH PERM—A—KOIT 1404000185 E 2 HI VF: I' 3/1E0 X 31 'UJAL F!D. =i 1405000281 3 iCRIC.W i I } 1 !2 HW.JHD ''.:41 AB" 71••IC DIJ 1 END OF THIS ACCEPTANCE Lam; iXei APPROVED NOA No.: 11-.0602.02 Expiration Date: 08/17/16 Approval Date, 08/17/11 Page. 4 of 4 MIAMiam DADE_ MiAMI-DARE COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 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) www.miamidade.itov/buildinLy Lomanco, Inc. 21.0:1 West main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AI IJ). This NOA shall not be valid after the, expiration date stated below, The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in.. areas other than Miami Dade County) reserve the right to have this product or .material tested for duality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AM may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if it is determined by Miami. -Dade Colmty Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed, to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code, DESCRIPTION: 135 Roof Vent,, Lomancoo12000 PoNver Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and. following statement: "M.iatni-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 tennination and removal of NOA. ADVEMSEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This renews NOA# 06-0501.11 and consists of pages 1 through 4. The submitted documentation was reviewed by Alex Tigera. APPROVED NOA No.: 11-0602.02 Expiration Date: 08/1.7/16 Approval Date: 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Cate%zorv: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and- Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED; Test ALencv/ldentifi:er Name Re ort Date PRI Asphalt Technologies, Inc. TAS 100(A) LOM-011-02-01 04/05L06 NOA No.: lI-6602.02 Expiration Date: 08/17/16MIAMIDARECOUNTY. Approval Date: 08/17/11 Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen. location and centered between. two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting with the drill hole cut vent hole. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top. row of shingles so the. flashing of the roof vent will slide under shingles. Apply approved roof cement around -the edge of the hole. Carefully slide base of vent under shingles with arrow facing up. Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking at corners, and approx. 4" o.c. 1" from the outside edge of the flange and l" from stack every 45' with approved. roofing nails, keeping heads of nails under shingles where possible. Use a minitnum of 32 nails and shall be of sufficient length to penetrate through roof sheathing a minimum of '/2". See details drawings herein. Seal all sears and nails with roofing cement. Net Free Area: Refer to manufacturers published literature LIMITATIONS" Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, 'Lomancool -2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, Inc, published instructions, and in accordance with applicable Building Codes. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. 135 Roof Vent, Lomancool 2000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. 5. All products listed here.iri shall have a quality assurance audit in accordance with the Florida BuildingCode and Riile 9B-72 of the Florida Adnunistrative Code NOA No.: 11-0602.02 MUNTY Expiration Date: 08/1.7/16 Approval Date: 08/17/11 Page 3 of 4 DETAIL DRAWINGS 135 .Roof Vent, Lomancool 2000 Power Vent DE CHIP NON I MA [FRItAl I %4AF VIT 0 201 - 50 1 1 0 11) y E X 28.5-0 X 28.50 5005-0 AL 3-250# 0 2,'-) 5C2 BASE 5-!. 032t-0()Q5 X 20 X 23 5000 A I RAND Ktf) 0191.0o25 X '9.50 X 50115 J j .91 U410 01 51 3 SR ACK E- IG 13A. X 1.250 Y 7.580 CALV."'- EL 2 028 X 5 X 41.3r5-BX8 ME:S'I FERM.-A-KM., 6 i2 RIVET 3/16--.- X 7/ . 32 O "AL I-10. A. 14, 05,010,D281 7 3 s"R[W WI'l Y, 1/2 HWQH0 'A8' ZINC PIT cl- I u END OF THIS ACCEPTANCE NOA No.: 11-6602.02 MIAMIOADEcouNTY Expiration Date: 08/17/16, Approval Date: 08/1741- Page 4 of 4 4/28/2017 Florida Building Code Online BCIS Home s, Log in User Registration Hot Topics Submit Surcharge i Stats & Facts ! Publications FBC Staff ;. SCIS Site Map Links Search d'b, r. gj ApprovalrPProducteigrUSER: Pcblic. User Product Approval Menu a. Product or Annlira',ion Search > igpiiratigmList ,>.Application Detail r s t FL # FL12328-R7 p ` Application Type Revision ya Code Version 2014 titA l Al Application Status Approved Comments Archived Product Manufacturer TAMKO Building Products, Inc. Address/ Phone/Email PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerri_ eden@tamko.com Authorized Signature Carter Lea carter_ lea@tamko.com Technical Representative Kerd Eden Address/ Phone/Email Pb Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerri_ eden@tamko,com Quality Assurance Representative Address/ Phone/Email Category Roofing Subcategory Underlayments 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 UL LLC Quality Assurance Contract Expiration Date 01/07/2019 Validated By Locke Bowden Validation Checklist - Hardcopy. Received Certificate of Independence FL12328 R7 COI TBP14001 3 2014 FPA TAMKO Under] ayments- FINAL. pdf Referenced Standard and Year (of Standard) Standard Year ASTM D1970 2009 ASTM D226 2006 ASTM D4869 2005 ASTM D6380 2003 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtbgtF2AezuarjgOlAramDGm5e%2bS%2baRvkOl3ThCQriWi58TQ%3d%3d 1/4 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/23/2016 Date Validated 08/23/2016 Date Pending FBC Approval 08/25/2016 Date Approved 10/13/2016 Summary„of Products FL # t Model, Number or Name Descriptwn t 12328.1 ; ASTM Slate Surfaced Roll Roofing i Roll roofing surfaced with mineral granules Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINALodf Impact Resistant: N/A I Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports EL12328 R7 AE TBP14001.a 2014 FPA TAMKO € U nderlayments-FINAL. pdf Created by Independent Third Party: Yes 12328.2 '" i ASTM Tile Underlayment Coated°'organic underlay.ment Limits of Use Installation Instructions Approved for use in HVHZ: No I FL12328 R7 II TBP14001.3" 2014 FPA TAMK10 Approved for use outside HVHZ: Yes Anderlayments- FINAL. pdf Impact Resistant: N/A Verified BY,41 Zachary R. Priest 74021 Design Pressure: N/A Created by IndependentThird Party: Yes Other: See evaluation report for limits of use. Evaluation. Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO . I Underlavments-FINAL.pdf Created by IndependentThird Party Yes M- ....... - - .-.- - --....._._ 12328.3 I Master Smooth I Asphalt saturated organic underlayment Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 ;R7 11 TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL odf Impact Resistant: N/A I Verified By: Zachary R. Priest 74021 Design Pressure: N/A j Created by, Independent Third Party: Yes Other: See evaluation report for limits of use, I Evaluation Reports f I Created by Independent Third Party Yes J,MoistureI123284 Guard Plus TA self adhering modified bitumen-underlayment Limits of Use: Installation Instructions f €. Approved for use in HVHZ:. No 1 Approved for use outside HVHZ: Yes. FL12328 R7 II TBP14001.3 2014 FPA TAMKO Underlayments-..FINALodf x Impact Resistant: N/A Pressure: d By: Zachary R. Priest 721Verifie#0 Design N/A. Created,by Independent Third Party: Yes _ p _Other: See evaluation report forlimits of use, Eva luation-Reports' FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINA df 1 j Created by Independent Parry :.Yes. t 12328.5 No 15 ASTM f Asphalt saturated organic felt C ref C Limits of Use I Installation InstructionsY— .- - I 'Approved for use in HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO frPProvedforuseoutsideHVHZ: Yes Underlavments-FINAL pdf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 NFBI Design Pressure: N/A a Other: See evaluation, report for limits of use. I Created by Independent Third Party: Yes Evaluation Reports T i FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlayments-FINAL, odf 1 Created by Independent Third Party Yes 12328 6 No 15 UL Asphalt saturated organic felt Limits of Use Instructions roved for use in. HVHZ: NoInstallationApproved _ FL12328 R7 II TBP14001 3 2014 FPA TAMKO Approved for use outside HVHZ: Yes j Underlavments- FINAL, odf i i Impact Resistant: N/AtiS.,..v. Verified By: Zachary R, Priest 74021 https://www.floridabuiiding.orgtprlpr app_dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramDGm5e%2bS%o2baRvkOl3ThCQrPivi58TQ°load%3d 2/4 4/28/2017 Florida Building Code Online Design Pressure: N/A - { Created by Independent Third -Party: Yes Other: See evaluation report for limits of use. ;Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO 12328.7 1 No. 30 ASTM Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use. 12328.8 No 30 UL Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design.Pressure: N/A Other: See,evaluation'report,for limits of.;use, 12328.9 1 TAM -FELT Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure- N/A Other: See evaluation report for limits of use. Underlavments-FINAL:odf I Created by Independent Third Party: Yes Asphalt saturated organic felt Installation Instructions—^^ FL12328 R7 II TBP14001.3 2014 FPA TAMKO Underlavments-FINAL, pdf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. Ddf Created by Independent Third Party: Yes i Asphalt saturated organic felt I Installation Instructions FL12328R7 II TBP14001.3 2014 FPA TAMKO Underlavments- FINAL:odf Verified, By: Zachary R. Priest 74021 Created by Independent Third Party:' Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014-FPA TAMKO i Underlayments-FINAL.pdf Created' by Independent Third Party` Yes. I Alternate to ASTM D 226, Type II underlayment Installation Instructions FL12328 R7 II TBP14001.3 2014 FPA TAMKO Underlavments- FIN'AL.pdf Verified By: Zachary R. Priest PE-74021 Created by Independent Third Party: Yes Evaluation Reports i FL12328 R7 AE TBP14001.3 2014 FPA TAMKO 1 Underlavments-FINAL.Ddf i Created by Independent Third Party: Yes 123281l? _ LTW Metal and Tile Underlayment self adhering modified bitumen underlayment i---_ Limits of Use Installation Instructions Approved for use in HVHZ: No _ FL12328 R7 II, TBP14001:3 2014 FPA TAMKO Approved fovuse outside HVHZ: Yes Underlayments-FINAL.Dcl Impact Resistant: N/A I Verified By: Zachary-R. Priest:74021 , Design Pressure: N/A Created -by Independent Third Party: Yes other: See evaluatiomreport for limits'of use. i Evaluation Reports' I FL12328 R7 AE TBP14001:3 2014 FPA TAMKO Underlavments- FINAL.pdf Created - by Independent Third Party: Yes j --------------- ---- --------- --- _ ..,. - _. _ . --- 12328. 11 1 TW Underlayment Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A other: See evaluation report for limits of use self - adhering modified bitumen underlayment Installation Instructions FL12328 R7 II TBP14001.3 2014 FPA TAMKO Underlavments- FINAL.Ddf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida isanAA/EEO employer. Coovriaht 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, donot send electronic mall to this entity. Instead, contactthe office by phone or by traditional mail. 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 If you area licensee underChapter 455, F.S., please click here . Product Approva l Accepts: H https://www.floridabuiIding. orglpr/ pr app_dtl.aspx?param=wGEVXQwtDctF2AezuarjgOlAramDGm5e%a2bS%2baRvkOl3ThCQrIWi58TQ%3da/aid 3/4 a p@7 Florida Bui»mc««ol:e Credit Card v : a_: ^ z Es .kc f https://www.floridabuilding.org/prlpr_app apt mm= c VXQw gqF! 2Aezu %no AramDGm5e2bS2&Rvko #n Um;mTQSy%» 414 TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, ST" EDITION (2014). Manufacturer: TAMKO BUILDING PRODUCTS, INC. Issued August 22, 2016 P.O. Box 1404 Joplin, MO 64802 417)624-6644 htt[)://www.tamko:com Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2, 1507.4.5.3, 1507.5.3, 1507.5.3.2, 1507.6.3, 1507.6.3.2; '1507.6.5, 1507.7.3, 1507.7.3.2, 1507.8.3, 1507.8.3.2, 1507.8.8, T1507.8, 1507.9.3, 1507.9.3.2, 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST6049) TAP-191-02-01 REV ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-1.92-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193702-01 ASTM D 1970 2069 PRI Construction Materials Technologies (TST6049) TAP-214-02'-01 ASTM D 4869 2005601 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM D'226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220-02-61 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049). TAP-319-02-01.1 AC.0 188 2012 UL LLC:(TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKO® ASTM Slate ASTM D 6380, Class M, Type 11 undedayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for the applications: Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete the shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 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. tx TAMKO BUILDING PRODCUTS, INC. CREEK TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® ASTM Tile ASTM D 6380, Class M, Type II underlayment constructed from an organic felt saturated Underlayment with asphaltthen coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of clay and concrete tile shall be permitted in accordance with the FBC. TAMKO@ Master ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley in accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted In accordance with the FBC. TAMKO® Moisture Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane Guard Plus@ with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2" side laps and minimum 6" staggered end laps. Min. application temperature: 40*F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay tide roofing shall be permitted in accordance with the FBC. TAMKO® No. 1:5 ASTM ASTM D-226; Type. I underlayment constructed from anon -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles,. metal' roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 UL ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated' saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps.. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001. 3 FL12328-R7 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services; LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. TAMKO BUILDING PRODCUTS, INC. CREEKTAMKO Underlayments1,11TECHNICAL SERVICES, LLC TAMKOO No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOO No. 30 UL ASTM D 226, Type li underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be, permitted in accordance with the FBC: TAMKOOTW Metal and Self -adhered, flexible, ASTM D1970, rubberized asphalt sheet membrane with a Tile underlayment polymer film on the surface and a removable "release film on the adhesive side. Application: The underlaymentshall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40"f Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted in, accordance with the. FBC. TAMKOO TW Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum. 6" staggered end laps. Min. application temperature: 40°F " Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in -accordance with the FBC. TAMKOO TAM - FELT Alternate"to ASTM D 226, Type I and Type II underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC: TBP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. UCHEEKTECHNICALSERVICES, LLC TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments LIMITATIONS 1) This evaluation report is not for use inthe.HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) installation of the evaluated product shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50°F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All underlayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance.with the manufacturers application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. GAP• RZF''. C E N ,3 * No 74021 7r• STATE OF '•4 O N Ai — CERTIFICATION OF INDEPENDENCE 2016.08.2 2 09:35:39 04'00' Zachary R. Priest, P.E. Florida Registration No..74021 Organization No. ANE9641 CREEK Technical Services, LLC does not Have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nnr 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 financal interest in any other entity Involved In the approval process of the product. END OF REPORT TBP14001.3 FL12328-R7 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 TECHNICAL SERVICES, LLB 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 5T" EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. Issued August 22, 2016 P.O. Box 1404 Joplin, MO 64802 417) 624-6644 htto://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2, 1507.4.5.3, 1507.5.3, 1507.5.3.2, 1507.6.3, 1507.6:3.2, 1507.6.5, 1507.7.3; 1507.7.3.2,1507.8.3, 1507.8.3.2,1507.8.8, T1507:8, 1507.9.3, '1507.9.3.2, 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES Entity Reoort No. Standard Year PRI Construction Materials Technologies (TST6049) TAP-191-02-01 REV ASTM D.1970 2009 PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217-02-01REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-218=02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220-02-61 ASTM D 6380 2003(2009), PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC $B8 2012 UL LLC (TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKO@) ASTM Slate ASTM D 6380, Class M, Type II underiayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules Min. slope: 2:12 Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications, Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete tile shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 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. TAMKO BUILDING PRODCUTS, INC. CREEK TAMKO UnderlaymentsaTECHNICALSERVICES, LLC TAMKO® ASTM Tile ASTM D 6386, Class M, Type II underlayment constructed frorn an organic felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of clay and concrete the shall be permitted in accordance with the FBC. TAMKO® Master ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley in accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted in accordance with the FBC. TAMKO® Moisture Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay tile roofing shall be permitted in accordance with the FBC. TAMKOO No. 15 ASTM ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 UL ASTM D 226, Type l underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 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. i TAMKO BUILDING PRODCUTS, INC. EECx4 TAMKO Underiayments. TECHNICAL SCRVICEs, LLC. TAMKO®"No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps.. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No, 30 UL ASTM D 226, Type II underlayment constructed from 'a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile; slate shingles, wood shingles, wood shakes, and toll roofing shall be permitted in accordance with the FBC. TAMKO® TW Metal and Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release Film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 407 Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted'in accordance, with the FBC. TAM KO® TW Self- adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on'the,adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: WF Allowable roof'eoverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKO® TAM -FELT Alternate to ASTM D 226; Type I and Type II underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 3-of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services,. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TAMKO BUILDING PRODCUTS, INC. CREEKTAMKO UnderlaymentsL114-11 TECHNICAL. SERVICES, LLC LIMITATIONS 1) This evaluation report is not for use in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with -this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50'F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall' be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All underlayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 1'1) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific' exposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code,-5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ttllll111 fit/ No 74021 0 STATE O F ; 4 114tiII1111"It CERTIFICATION OF INDEPENDENCE 2016.08.2 2 09: 3 5: 3 9 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing ordistributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, orcontmlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any other entity involved In the approval process of the product. END OF REPORT TBP14001.3 FL12328-R7 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4/28/2017 Florida Buildng Code Online BCIS Home !.. Log In ! User Registration ; Hot Topics Submit Surcharge Stats & Facts Publications ; FBC Staff s BCIS Site Map it Links .Search t g, Product Approval USER: Public User Product Approval Menu > Product or Applica,ipn S7 > Application _I st > Application Detail FL # FL5444-RlO Application Type Revision Code Version 2014 Application Status Approved Comments Archived Oroduct Manufacturer CertainTeed Corporation -Roofing Address/Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 mark. d, harner@saint-gobain.com Authorized Signature Mark Harner mark.d.harner@saint-gobain.com Technical Representative Mark D. Harner Address/Phone/Email 18 Moores Road Malvern, PA 19355 6'10) 651-5847 Mark.D.Harner@saint-gobain.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report— Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance 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 Nieminen.pdf. Standard ASTM D3161,. Class F ASTM D3462 ASTM D7158, Class H Year 2009 2009 2008 https:llwww.floridabuildi ng.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJinUeXw7i bKvl UzOW4hL8w%aid%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 iummary of Products FL # Model, NumberNumber or Name Description: 5444. 1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles I - - - ---- - - ---- -- asphalt roof shingles p _lt roofshin ---- ---- - -- — --- _ ---- — --- Limits of Use Installation Instructions Approved for use in HVHZ: No FL5444 R10 II 2016 12 FINAL ER CERTAINTEED Asphalt Approved for use outside HVHZ: Yes Shingle FL5444-1110.pdf Impact Resistant: N/A Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Limits of Use Evaluation Reports i FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-R10.odf. Created by Independent Third Party: Yes N Contact Us :: 2601 Blair Stone. Road. Tallahassee. FL 32399 ?hone: 850-487-1824 They State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibiliv Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. "Pursuant to Section 455. 275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The 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 455, F.S., please click here . Product Approval Accepts:' W RR 12 ceCtllMET1tICS' https:// www.floridabuilding.orglprlpr app_dd.aspx?param=wGEVXQwtDgtahlg07CSsoycOr128CcpCJinUeXwTibKvlUzOW4hL8w%3d%3d 2/2 EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 193S5 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 Evaluation Report 3532.09.05-R11 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 51h Edition (2014) Florida Building Code sections noted herein. DESCRlpnbN: 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 "Trinity)ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPErnoN: 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 Facsimile sealappearingwas authorized by Robert Nieminen.: P. E. on 1210812016. This does not serve as an electronically signed document. Signed,;sealed hardcopies have been transmitted to. the Product Approval Adminlstratcr and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinityiERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled_by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued'. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither 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. ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D71S8, Class H 2008 REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL(TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL(TST 1740) ASTM D3161 04CA329BG 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL(TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL(TST 1740) ASTM D7158 05NK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH,R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786570926 02/12/2015 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC ( TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, I. I.C. Evaluation Report 3532,09.05-Rll Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY ERQ 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 25, XT'" 30 and XT` 30IR 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'" Solaris and Landmark'" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGateT" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake", Presidential Shake'-'" IR, Presidential Shake TL` and Presidential Solaris" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland. 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. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity)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. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones up to 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 PL® Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V„d = 150 mph (V It = 194 mph). 5.4.3 Classification by ASTM D7158 applies. to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of Vasd = 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 Design, I.I.C. Evaluation Report 3532.09.05-R11 Certificate ofAuthortration p9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 3 ' . TRINITY ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section 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 1507.2.6 or R905.2.5. 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 CT20Tm, XT'" 25,-, 30, XT'"" 30'IR: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" 305 mm) (305 mini) —(305 mm) 1"(25mm) Sealant 1"(25mm) 5 s/a" (145 mm) — 5 t/_"tor Nrnvod Plant METRIC I+. 131le" .jam— 13118" 1311s" I" (25 mm) Sealant 1" (25 mm) 6 ro,. Figure, 11.3. Use four naU3 for ettery ffdl sbhrgte. Use four nails and sit spots of asphalt roofing cement* for every full shingle (Figure 11-4). Asphalt roofing cement mecling ASTNf D4586 type 11 is suggested. I Hoofing Cement Apply 1"(25 min)'spofs of asphalt roofing cement under each tab corner. Figure 11-4.: Use furtr nails and six spo.1 ofaspball cenuoIon sleep slakes CAUrtOY: Eacesstre use of roofing cement can cause shingles to. blister. 6.4.1 Hip & Ridge for CT20'"", XT'"" 25, XT'"' 30, XT'" 30 IR: Cut Shingles 1" { 2" (50 mm) Remove I f——— tIl —— 1 Cap Cap Cap 3051nm) Shingle Shingle Shingle l Figure 11-24:.041 tubs, then trim back to mike trip shin& grigtlsb dimetuions shouar). 5 12" (305 01)- -" Fgth 125mm1. 16 ti;A6 Z' for Noci+°° psw l a Figure 11-25: lnstalkrilon of raps along tine hips and ridges. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic° NP11" adhesive or Henkel "PL° Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-1111 FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 ARCAbIATM: LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nails for even, hull shingle located as shown below. 1' 125 mm; 'I.12G 011111 l Figure 2 Ilse fix mails fie ateru,/idl shingle. r ` 1 INITYIERD Cse SIX nails :uicl FOUR spots of :uplialt roofing cement for etier.y full shingle a showlI below. apply- asphalt roofiti ceinent 1"(25 nuo) from edge of shingle. Asphalt rooi'iiig ceirent maeting .01Nff) 4iM Type [1 is sut estud. t Aso si.r units uud f io- spot of usphnrr rogjh1 q i:01nent on shvj) SUopas. Hip & Ridge for Arcadia"': Cedar Crest`m, Cedar Crest'"" IR Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM M161, Class F performance use BASF "Sonolastic® NPI' "' adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along.a fine % 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. 01, mtn} I t Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 TR,9NlTY ! ERD 6.6 BELMONTTMt Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Delmont shingle; asphalt roofing cement" for every full located as shown below. Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement rneeting ASTfiI D4586 Type 11 is suggested. a:1dd i ryila nro-c'. 1' r.y rnn "— f S oSlot!tl // / dbla' 6.6.1 Hip & Ridge for Belmont•"": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest-1R hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge Figure 17-18.' Shan;;1e" Ridge. 18' Exposure Remove tape from the right, side 1' 8° and fasten SECOND Fasten thef' I . left.side r RIGHT FIRST A`' LEFT figure 17-19:7rislallation of.Sliang vO Rlr &v shingles on hips and ridgeq.. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPV " adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design,LLC. Evaluation Report3532.09.OS•Rll Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/09/20% Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE'HOUSE SHANGLE® AND GRAND MANOR SHANGLO t . LOW AND STEEP SLOPE STANDARD'SLOPE l se five nails for every full SdtarrJe, 15_Inin} (220mm) f7gm2+L7 1 Fsefite_nn7(a{nrr tt:fit•/itllY,rxrhA:flrtaor,5'hnugle, Curr/nge Rnnsc Sl+qug/c. or Gentenuinl.S/fir/e. 3 RIi IITY i ERD tine seven nails mud three slxrts of zpbali roofing cenient for exert; lidl Gtanel Mmeir Sh;utglc. t!se fire nails ;ind tlu'ee'spots of tryihnll enitflug ceunatt foie every [till l::u riagi: I louse Sli;tiigle'incf (:i:ntenitiat Slata.nun) from exlg(! cif slain is 01/gtaree[17.5)_;1sp6alt roofing cement nreering ASTM D45861pelt Is suggested. or lees tl6mpj I ljenre 174: Irben imuti(t7ng Unmd-:I! m u SGaug(es wstee p di)p. . tram semen udilsc and tLree. s1wty rfarpbhll rat0mg mment. Hip & Ridge for Carriage House Shangle'O and Grand Manor ShanKle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANDMARK' m,• LANDMARK`" IR,.LANDMARK* 4 PRO, LANDMARKT"" PREMIUM, LANDMARK.'," TL; LANDMARK'"' SOLARIS, LANDMARKSOLARIS IR' NORT,HI1ATE LOW AND STANDARD SLOPE METRI( DIMENSIONS IT' 143/ 4" 12" I'--(305 mm)----(375 mm)- --(305 mm)— I" (25 a1m) Reltase Tape f4 t ( 25 rnm) I'- 1'12'.- L— NailSbl¢; j--- A[80 LANDMARKTt NorthGate: 13'/ 2" 13" 13)t2" 343 mm)-- -.( 330 mm)-- (343'mm)--j l" (25 mm) 1„ (25 fain)rx/ OgUIV l; i. 4 e f ur nrdl> for (roe)?• frt/! stir4e(e. a,mr, r ap PIC 12" 14 314' 12' A'iEA 305 mm) -.-. 375-rmn) — 335 mm" ) w___. Kalingu-: als f .1\ w- i' f25 mmY Uppef nal l'ra 1.n: 5ernallr..e I" (25 mn}y 1-- Naling araastor low and standard slopos°(f.,rm 2;12 to 21 12) Nal uetr t an upper A k:x _x Ines e e *oyn a5+n o. Exterior Research and Design,LLC. Evaluation Report 3532.09.05-1111 Certificate oJAutborization # 9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE fie six nail, and lino' spots of asplml( rooling Cement for evely full lanilnated Shingle. )l'l'. belolr: Asphalt rooling cement should meet vs 1'ht 1)"58(, Iy,c hl. ;tp lq 1" spots ofasph;dt roofing cement uncle each corwr and of aboia 12" to 13" iu from each edge. METRIC DIMENSIONS 305 trn) 1 (25 mrn) Nail Area1--- For Sleep "f ' 2imrny---- 14 / 4" ..-12" 375 mm) (305 mm) lease Taps 1 ( 25 mm) ng Cement 1- RINITY ERD r LANDMARK TL 13t/ 2." 343 mm) 13" 330 mm) 131/ 2" 343 mm) 1 "( 25 mm) I 1 "( 25 f n)-j i o m%mr%fie Figure.' 13-5.- Use, six nails andjaur spots of aspimtt roofing cenienton steep slopes, 5 mm; NorthGate: STEEP 12" 14-3/4" 12, SLOPE I - -(305 mm)-— (375 mm— 1 —(305 mm)- NAILING AREA Nailsven units I-.-1"( 25 mm) bet,egi Qwer 1"(25 mrn -t- nailImo( Nailing areas for steep slopes (greater than 21:12) and " Stottl Nailing" Nail between lower 2 nail lines as shown above. 6. 8.1 Hip & Ridge for Landmark'", Landmark"" IR, Landmark'" Pro, Landmark'" Premium, Landmark'" TL, LandmarkT' Solaris, Landmark'" Solaris IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge" or NothGate Accessory 12' 97/8. 305mm) ( 250mm) g15/ 1G415/16 150mmj T ( 150mm) 125mm) (125mm) Notch for Centering 12' \ f 5mm} Notches for Alignment to P the Top Edge of the Previous I 80n L Capfor5' (125mm) Exposure English Dimension Shadow Ridge" Centering 13i f 7 Ki7lmn) NotchesforAlignmentto75t8' Lthe Top Edge of the Previous (196mm) i Cap fcr5518' ( 141 mm) Exposure Metdc.Dimension Shadow Ridge — Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate of Authorization N9S03 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 8 of 12 6.8.1.2 8.1.3 9 77::31. i?iu'i12: frc1:) Ccrlalin Flatcll. i3 Ill Pli[anthee T r, ahrs In top 75.+g„ Wry,nt ; 19 mn) par tkilis rests NorthGate Ridge f TRINITYERA 13 V8" r----{333 mm)---r fi 5t8'- . 8 518. I168mm)I t166mml Centering 131/4' Notch 337 mm) Align thes0 7 5/8` notches to top (1941rrirn) edge of previous courso. NorthGate Accessory 12" 3o5,nm) "I Laying Notch I Figure 13-20.-'Use laying nokhcs to center sbing1m on bips emd. ridoes, and to locaothe -coneel4rposure. For ASTM D3161, Class F performance use BASF "Sonolastic® NP1" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 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-R11 Certificate of Authorization #9503 FeC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 r. I TRINITY ERD 6.9 PRESIDENTIAL SHAKE"', PRESIDENTIAL SHAKE" IR, PRESIDENTIAL SHAKE TLlm, PRESIDENTIAL SOLARISTM: LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply ' diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails in between die nailing guide lines, apply 4 nails 1' Nailing 40" —=i above lab cutouts malding certain tabs of overlying shingle cover nails: Guide Lines (1016 min) 5— 1:S3mm) . . 1 114114° 1 1/2' 30 mm) (362 trim) F1 FI-FIJ NOTE: Apply nails on painted guideline. Figure 16-6.- Fasteningl'resuleritiat anal Nmidential ASLnke shingles on law and standard slopes 1 I V diameterasphalt rooting cement Figure f6-7.- Facten Ing Presidential and Pres'tkntiat T/L Slake shingles on steep siopes. 6.9. 1 Hip & Ridge for Presidential Shake". Presidential Shake'" IR, Presidential Shake TL—, Presidential Solaris'": 6. 9. 1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can bensed.for covering hips and ridges. Apply shingles up to the ridge (expose no more titan 7" from the bottom edge oPthe "tooth." Fasten each accessory with two. fas- teners. The fasteners must be 13/4" tong of, longer, so they penetrate either 3/ 4 into the deck,or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham,. AL is 12' x 12"; Portland, OR produces 97/8x 131/4" accessory. 6.9. 1. 2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1'"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertalhTeed requirements. 6.9.1. 3 Option 2: Refer to instructions herein for Cedar Crest", Cedar Crest" IR hip and ridge shingles. 6.10 HATTERASTm' LOW,, STANDARD AND STEEP SLOPE: 230(nm) r( M n 9 Flgum 15- 3: F'rr:leni i I/Nhnra Shnrglrq m/ Lou. root Slmrdriid, Volrx for losr :uid mandard slopes, use five nails for each fotl lialteru shingle :Is ilain'u. aluirc. Exterior Research and Design, LLC. Certificate of Authorization # 9503 FBC NON-HVHZ EVALUATION 2:gYmni) ia; ua:ong (z:uinm). tlaUmnu I f g 13., i2d0 ter) Fig— /5. 1: FiNruing llaarvrrs,tiDirglre nn:rirrp.Vnt"x For owil sinlx•>, we fire nails and ei;lu spas of asph:dl runfiq cirmcid (w emll loll Iliwci rs 3hliigia as shoirn shore. Appiil r' l:3uun)-dlswecer simr" of'doling coutid (ANNU n 4i,6,Aix in sqg -Nctl) ooder mrh mh comm Press shin> u logo place; do nor ccpose cente.d. CAnn'IUN: Rut much mofi%crvulul am must shiogit•s nr blislcr. Evaluation Report 3532. 09.05-R71 FLS444-R10 Revision 11: 12/ 08/2016 Page 10 of 12 I ). i RINTY; ERD 6.10.1 Hip & Ridge for Hatteras''": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14: 18 three piece units separate to snake 54 Katterrrs_Accessory'shingles. 6.10.1.2 Option2: Cut Hatteras Shingles erg,,— 230 I I Fa eo I i ,erg` 18 (460 Or) fl'' goh 03 mm):I"°` f 460MM) Cap Gap Cap Cap I Shingle Shingle Shingle .Shingle Figure 15-20: Cut Hatteras shingles to nlake cover cap. Figure.15-21: Installation of caps along hips and ridoes 6.10.1.3 For ASTM 03161, Class F performance use BASF "Sonolastic® NP1" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND;SLATE?`", HIGHLAND SLATE.`t,!! R. LOW AND STANDARD SLOPE: STEEP SLOPE: Figure 1l-j: Use FATS nails for epery Higbtand .Sfala sbingta UseTIVIE nails and F.ICILT spote a( asphalt roofing cement* foreach. full Highland Slate shingle. For ptlami-Dadc, SIX nails are required. Apply 1' diameterspois of asphalt roonng,cemeW under each tab corner. Asphalt roofing cement meeting hSTM D4586I)gK 11 is suggested. r tn rnl Rs. ml equtn ltia(1Ja40 , IxLX ( n81LYVO W79 Ja9eC n r vtinlai j- ndUut , how!t•l RoatYJg CmJent fture: 11-3A:. Ilse nYF ruills and eight spots ofapbelt roofing emajt under eaeb.tab turner. CAUTION: Excessive use ofroonng cement can cause shingles to blister. 6. 11.1 Hip & Ridge for Highland SlateT1, Highland Slate- IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge•" hip and ridge shingles. Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 6.12 PATRIOTT' : LOW AND STANDARD SLOPE Usc FOURR iiAls for ceciy full shingle loc;dcd ns s1lown I)cloNv. Saala u 6331 rj i333 i i s31.A 1 t TRINITY=ERD STEEP SLOPE Use FOUR nails and fiiur sixils of aslihull roofing (rmrnt for evely full Akin,je as shown heloxv, ,Asphalt roofing cement awdin _ ST1I .I) 5> :6 T)pe ff is sut;,Uhted. ,Apply I'(2 i nun) seals of asph:dt riding centenl vt shtrten. CALIFION: Es(;essive use of roofing ceinenl c:ui rose shingles to Wstcr. i l:n rmi • , _ '] etnnj mil+ i337 7 yl+ is"v€a:!fj 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 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named CA 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 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report3532.09.05-R11 Certificate o/Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 i TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 Cyyrr 353 CHRISTIAN STREET, UNIT#13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5tt' 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. 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 "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. Preparedby: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seat appearing was authorized by Robert Nieminen, P. E. on 12/08/2016. This does not serve as an electronically signed document: Signed, sealedhardcopies, have been transmitted to the Product. Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity) ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity 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 Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting, or design guidance unless retained specifically for that purpose. TRINITY' ERD ROOFING SYSTEMS EVALUATION: SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 51h Edition (2014) Florida Building 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, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 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 D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL(TST 1740) ASTM D3161 03NK29847 10/03/2003 UL(TST 1740) ASTM D3161 04CA11329 05/24/2004 UL(TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL(TST 1740) ASTM D3161 05NK16778 05/12/2005 UL(TST 1740) ASTM D3161 05CA16778 05/12/2005 UL(TST 1740) ASTM D3161 05NK14836 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 05NK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 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 & D3462 IOCA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532,09.05-1111 Certificate of Authorization #9503 FBC NON- HVHZ EVALUATION FL5444-R20 Revision 11: 12/08/2016 Page 2 of 12 y r f S y ' Jf TRINITY! ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT` 25, XTT" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia T", Belmont'", Carriage House ShangleiB, Grand Manor Shangleo, Landmark", Landmark'"" IR, Landmark" Pro, Landmark Premium, Landmark`" TL, Landmark TM Solaris and Landmark"Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake" IR, Presidential Shake TL'" and Presidential SolarisT" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate" and Highland SlateT" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 PatriotT" 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 TM, Shadow Ridge", Cedar CrestT", 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. 5. LIMITATIONS: S.1 This is a building code evaluation. Neither Trinity[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. 5.2 This Evaluation Report is not for use in the HVHZ S.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4,1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Vasa = 150 mph (Vuit = 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 Vasa = 150 mph (V„it = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category 8 or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris—) exceeds the calculated uplift force (FT) at a maximum design wind speed of Vasa = 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 Design, L-C. Evaluation Report 3532.09.05-R71 Certlficare of Authorizadon #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 TRINITY ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. CT20`1 XT"" 25, XTT" 30; LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" Z-1" (25mm) — sealant, lane. 1"(25mm)--{ 5 sIa" (145 nun) — 1 5 112"101 Noi»aud Pianl T METRIC 13 /a" --+ 131/e" w 13118" 1"(25mm) —Sealant 1"(25mm)- 6 rJe" Figure, /1 ?; Use fora• grails for etteiyfull sbingte.. 301R STEEP SLOPE Use, four nails and sir spots of asphalt roofing cement* for every full shingle ( Figure 11-4). Asphalt roofing cement mixting ASTINt D45S6 lope If is.suggested. Rgo[ igg Cement Apply 1" (25 mm)spots of asphalt roofing cement under each tab corner. Figure 11-4: Use four nails and six sloth of aslitall a»nen t on sleep skpas CAUTION: Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT20TM, XTT" 25, XTT" 30, XTT" 30 IR: Cut Shingles L51 ) I Imo- -I 1 - "(50 mm) _-Remove,- I, I' I 1 J V —— i ——-?12 Cap — — Cap — — cap 3n5 m) Shingle Shingle, Shingle " Figure 11.24, Cut tails, tlxm Win bunk to artke cap shlr; s Engllsb dimmisions sbounr). 305mm)~" Egos 125ttttltl'--`` Sing al e10 opd 0 Figure 11-25: insiatlation of ca,4s along t1w hips and rielgto. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® N131 "" adhesive or Henkel "PL" Polyurethane Roof & Flashing Sealant"; in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Certificate of Authorization A9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 I.1s4 SIX nails for even' full shingle located as shown heloev: 1'(25 nan) 1. 125 mij—•— Nail lna kaU Na:I l'n e Figure 2r: L'se+ si.c )arils frrr axrr fidt hing(a Use Sit. nails :utd FOUR spots of mplialt roofing Cement for c tieay full shingle as shown helnm:,lpply aspliah roofing, cenient I"(25 nt(n) fi•mn ed e of shingle..lsnhall rorifing (femeni ineeliag i,STIM 1) 4i86 Tepe'fl is su>;estcd. 6.5.1 Hip & Ridge for Arcadia'": Cedar Crest'", Cedar Crest- IR i...-1'(75 rr,1 I't?s nan)-- I +— I LLLL FtgtfrC ;: L-*.w si."wd& w,e1.ti,"r .,j is 6j'asphidt rti yhq ceiiicdt`on steel) Slops. Use two (2), minimum 1'/<-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8.5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Glass; F performance use BASF "Sonolastic" NP1 "" adhesive or Henkel "PL" Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line''/ to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. 305 frill) s r 11 r Hand - sealing adhesive 1/ 4` 14- 1" Dab of asphalt cement between l„ shinglelayersExterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 6.6 rYf T Fillll-lY ERp BELMONT'": Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle,_ located as shown below. o .udilici 4>I till it rewire- asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement f" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTNI D4586 Type I( is suggested. 1 V2' t.38 mrr: C i less X t.I25 rrn+'--I .ice 0 Val 2110 rem 6.6.1 Hip & Ridge for BelmontTM: 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 Nigrrre 17-I8: SbanglO Ridge. f 9• Exposure Remove tape from the right side 1 ; g• I and fasten SECOND Fasten the " left side 85/8, RIGHT FIRST LEFT Figure 17-19: hislallatiou gfShangleO RIdAle sbingles on bips-and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1 "" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532,09.05-1111 Certificate oJAuthorization s95o3 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8- CARRIAGE!HOUSE SHANGLE® AND'GRAND MANOR SHANGLE®: LOW AND STEEP SLOPE STANDARD SLOPE Use Cirt nails for every hill Spangle. 16 B(n) j (220 mm) igmzr 17-•i: uce fan! err/i/.r fin' ereg•ll! Grrnrrl:4luenr b'Jvurglc, arringe Noose SGungle. ur 6wlennhr(Skik TRINITY I ERa Use, seven nails :wd three spols of asphalt roofing ce ient.lar (werq full Crand :Manor Shangle. Use rh-c tools and (hree spots of asphalt rooliog cement for every full Carriage House Shmrgle and Cenwrinicd Slate. Appll- asphalt ronfing.cemen( 1" (25 min) from cdgo of sldogle 11rq re 7 -5). Asphalt roofing cement meeting AST4( 0 586.141w 11 Is suggested. Fr'g nA 17-5: lF7xrn i rrlallDrg Grand dLrnr.r SbaugGu nn,?lrr/ slnp2t. nm scrrrn udilrtlurllhree .gxXs rfuspLirfl rnofluS coon+rtl. Hip & Ridge for Carriage House Sharigles and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANDMARI(',",`LAN[)MARK'"" IR, LANDMARKr"' PRO, LANDMARK''. PREMIUM, LANDMIAWTLj.IANDIVIARK" SOLARIS,, LANDMARK'"" SOLARIS IF ,>NORTHGATE , . LOW AND STANDARD SLOPE METRK DIMENSIONS 12" 10/4" 12" I (?. ti mtu) I' Release Type 1 (25 mm) 11l2"_ -- - - Nailahle. { Area - - LANDMARK TE NorthGate: 13r/ 2" 13" 13t12'' 343 mm)— (330mrn)-- --(343 V ( 25 mm) 1 ogior 13--4: t :.w fr ur neii(,,a, jnr eivi) frr(l sbirrgle.. A3F' A. I-. (305 mm1 -+- -+-- (375 min) (305 rnm l N- ditrigr cis' pp rrolino jl: awernaifce 1" 25;nr NalUdg areas for low and standard slopes. (Fom4:12 in 21r121 Nal' JutBfixn uppxr d`k"'B9' Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization N9503 FBC NON-HVHZ EVALUATION FL5444-R 10 Revision 11: 12/08/2016 Page 7 of 12 i t. ;°` TRINITY 1 ERQ STEEP SLOPE Use six nails and four spots of ttsphalt roofing cement for every fall LANDMARK TL ellaminatedshingle. Sce betow: Asphalt roofing cement should meet U45h61ppe tl. Apply 1' spots of asphalt roofing cement t itde each corner and at about IZ to 13" in 6rom e:uh edge. 13112" 343 mm) 13" 13112' 330 mm) (343 mm) METRI( DIMENSIONS 1---1"(25 ram) I 1."(25 mm)—A I Imo. (305 -:gym) (315 mni) (305 mm) 25 mm) — — — 25mm) Roofing Cement ReleaseTa I ( 25nu1t)-y f> e Nail Area - For Steep "f" '— Figure 13-5 Use six natts.andfour spots of 25 111m) I — — — - (25 mm. aspb( dt noofing wnk-nt-on steep slope :. Roofino Cement I t NorthGate: STEEP 12" 14-314" 12" SLOPE —( 305 mm)—— (375 mrn f —',—(305 mrn)---j NAILINGNailingg Imits. AREAIbenaver1"(25 mm) Hall lines. 1"(25mm}—.- ._ j,, R Nailing areas for steep slopes (greater than 21:12) and "$ term -Nailing" Nail between lower 2 nail lines as shown above. 6. 8.1 Hip & Ridge for Landmark", Landmark'" IR, LandmarkTM Pro, Landmark'" Premium, Landmark'n' TL, LandmarkTI Solaris, Landmark'" Solaris IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory 12' 97t8" 305mm) ( 250mm) G 1 8' 415AT 415/1G 150mm) osomm) (125mm i125mm) for 12' i 15mm) NdtchesforANnmentto LK theTopEdge of the Previous 7 A cap for 5' (125m m) Exposure (180 m) English Dimension Shadow Ridge — Exterior Research and Design, I.I.C. Certificate of Authorizatlon #9503 FBC NON-HVHZ EVALUATION f Notch for Centering 131/ 4" 37mm) Notches forAlignment to 5 /B the Top Edge of the Previous 1m) t!!tt Metric Dimension Shadow Ridge'" Evaluation Report 3532.09.05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 2zsr 15 167'125 inn t Cerhal-^ta N=b i 337r:.rr--) ` f Nign the a f r7it hrt to top 1 7 5.Ir aloe a` (104 r prrenotK i;i;.:rs. NorthGate Ridge lF Jpi'— a3 1 L` ERQTRINITYi 131181, 6 5/8'-I1-6 5/81- 168 mm). (168 mm) 4 Centering 131/4' Notch 337 mm) Align these " notches to to p 7 5/8 193 nun) edge of L previous course. NorthGate Accessory 12" J 305mm1 -- I Laying Notch I I FIjmru 13-20: Use.laytng notches to cern r shingku on hips an4 ridges; and to 10c01e 1V coa ct exposure. 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic" NPI "" adhesive or Henkel "PL® 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-Rll Certificate of authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 t TR.INI FYIERA 6.9 PRESIDENTIAL SHAKE*"', PRESIDENTIAL SHAKETM IR; PRESIDENTIAL SHAKE TLT"; PRESIDENTIAL SOLARISTM: LOW AND STANDARD SLOPE: STEEP SLOPE: For tow and standard slopes; use five nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below, apply '1''diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails in between the nailing guide lines, apply 4 nails 1 " Nailing Imo- 40" -; above tab cutouts making certain labs of overlying shingle cover nails Guide Lines (1016 MM) 5 1 t4' 0L'i3 mm' 141/4' 1 il2' i£Imtn) (362mm) NOTE: Apply nails on painted guideline.. Figure 16-6• Fastening ftmklen ltal and Presidadial A Stake shingles on tore and standard slope& I 1' diameterasphalt ruofing cement Figure 16-T Fastening Presidentlat and F w1knital T/L Stake stingles on steep stopes. 6. 9.1 Hip & Ridge for Presidential Shake"", Presidential Shake'" IR, Presidential Shake TILT", Presidential Solarisl: 6. 9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingiesup.to the ridge (expose no more than 7" from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners must be 13/4" long or longer; so theypenetrate either 3/4"`Into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham, AL is IT'!x I2"; Portland, OR produces'576" x 131/4 accessory. 6. 9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NPJT"" 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 HAttERASTM LOW, STANDARD AND STEEP SLOPE: F(( ure 15-3: Mslolhkk Unilerec,CLiegieom, tau• q»d .crr»»ra,rr.+%/ins 1w IUrr and ananh rd dopes, ux (ire nnSls (or each full Ihuterrs+ i,inglr a shuuu ulo xv. jl.' i rcinl) 'l5 lint)- f? g+,asf r ).. /1rSlrNirr(,. l/Aa,+'nc.Y,fu(/M n,r ,(/rtyi.,t7itMs Mr % well dolvi,, uac Gwv nails aatf eightspi4s of asphalt ronfinq cement for va l fill dangers sliim to iv SIIU11) ah.ve. ,Wiply I' t iarml iti:u mer pp,Ms if rorjrm {earetn (ASTU 1)'1586 T1gx It su};M• xcd) alder rrch nth corner. Piushlugk: luo, plan; do nm exlmse. cewnd.. CAU 110IN: lba mudi fnnfing cm wl ou, mine shingle., in blister. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-Rli Certificate of Authorization # 9503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/ 08/2016 Page 10 of 12 6.10.1 Hip & Ridge for Hatteras": 6.10.1.1 Option 1: Accessory for Hatteras i Figure 15-14: 18 three piece units separate to make 54 Hatteras Aceessory shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles 1.— g„ t230 nini) I I I I I I Cap. GapTGap t Gap Shingle.. Shingle Shingly Stiirgle l TRIiITY ERQ Fastie otih ii3" 3 im)f--r`- 460'Mrn) Figure 15-20., Cut Hatteras -shingles to wake cove), cnp. Ft tare 15-21: Instal(attom of caps along hips and rlrlges: 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic" NP1'""' adhesive or Henkel "PL11 Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HI,GHLAND.SLATET'",-HIGHLAND;SLATE'"'IR[ LOW ANDSTANDARD SLOPE. STEEP SLOPE: Figure ll-3t Use HKE nails for et ery highland Mate-sbbigh Uw Fli'F, nails and EIGM'spots of asphalt rootingceme.fit" for each full Highland Siate shingle, For R{lanti•Dade, SLC nails are required. Apply "diameter spots of asphalCtoofing ceutent under each tab corner, :-asphaltroofIng,cemcnt meeting ,i rMD4586'1'yw It is suggested. 9-Yi• k3ampDod" eq,te" p;75 mm1 !zao nn f ai wrer fer: nilxit Fs staitl, Rooftn9 Cement Ft rare II-J& Mo I'ItZ' nails aid eight spots ofaspbali rogj%g vjnoitan der eaeb tali, corner. CAUTION: Ucessive use.of rooting cement rap cause shingles to blister. 6,11.1 Hip & Ridge for Highland Slate—, Highland Slater" IR: Refer to instructions herein for Cedar Crest'"', Cedar Crest'" IR or Shangle Ridge- hip and ridge shingles. Exterior Research and Design,LCC. Evaluation Report3532.09.05-Rll Certificate ofAuthorizatlon #9503 FBGNON-HVHZ EVALUATION. FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 6.1z PATRIOTn`i: LOW AND STANDARD SLOPE Use FOUR nails for cvery fill[ shiut lc lowiccl shoml b'cloNv. Soa(anl h'n W 13- Ix i I= TRINITY iERD STEEP SLOPE Use MIT nails and f(jilr simis of asirlislt rooritt!" cemem for curry lull Shingle as ;Aiowil belnlg Asphalt roofing eemmit uucon„.Wrkl U4586 Type It 1i ,ti{,ested.;tpph 1'(25 min) spills of ;isl,haft roofing l'elnlYll L\ Ylf6l411. AUTIONN Llcessice use ofrooling cenietit t'an enuse shilloes to blister. 5'aYMI i t .' Floating Cement. Fd rni 53?!tic; JAn) 6.12.1 Hip & Ridge for Patriots': 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 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY, UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Certificate of Authorizattorr #9503 FBC NON-HV HZ, EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 4128/2017 Florida Building Code Online BCIS. Home '.: Log In I User Registration Hot Topics Submit Surcharge Scats. & Fac 4 Product Approval 4.ts r „.USERi Public Userd Product, Annroyal Menu > PLoductor ttliration Search >. A li caCiMList > 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) 249.9,743 grahman@aluminumcoiisinc.com Authorized Signature Gareth Rahman Brahman@aluminumcoiisinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634' 813) 249-9742 PFrost@aluminumcollsinc.com Quality. Assurance Representative Address/Phone/Email Links Search Category PanelWalls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida on 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. e' Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Reaort'2014 FBC Q4 T4 Soffits;pdf Referenced Standard and, Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 https: lfwww.floridabuildingorglprlpr app_dtl.aspx?param=wGEVXQwtDquk24AUC%a2fEHMrNrkL4bysALEZSXMjsX5GEO%2flCXzYpyxA%3d%3d 1/2 412812017 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary Products of.__ Method 1 Option D 08/ 27/2015 08/ 28/2015 09/ 04/2015 10/ 16/2015 044/ 05/2017 Model, Number or Name1,Descriptil,din 112194. 1 Alumunum Coils Aluminum Soffit E Aluminum soffit panels Limits of Use I Installation Instructions Approved for use in HVHZ: No i FL12194 R3 II ALClSO01 Evaluation Report 2014 FBC 04 T4 Approved for use outside HVHZ: Yes Impact Resistant: N/A I Soffits. Did i 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 ALC15001 Evaluation Report 2014 FBC 04 T4 I Soffits.pdf Created by Independent Third Party: Yes M . Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824. The State of Florida is an AA/EEO employer. Copyright 2007-2013 State. of Florida., :: Privacy Statement ; ; Accessibility Statement ::.Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response'to a public -records request, do not send electronic. mail to this entity:. Instead, contact the office by phone or by traditional mail. If you have any .questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes;. effective October 1,. 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. Theemalis provided may be used for officialcommunication with the licensee. However email addresses are public record. If you do notwish to supply a personal address, please provide the Departmentwithan email addresswhich can be made available to the public, To determine if you are a licensee under Chapter 455, F,S., please clickhere . Product Approval Accepts: mgqEgm creoit Card, a .asap SeGLir'ih M8TRICSf' https://www. floridabuiIding. org/pr/ pr_appjtl. aspx?param=wGEVXQwtDquk24AUC% 2fEHM INrkL4by"sALEZSXMjsX5GEO%2fICXzYpyxA%3d%3d 2/2 Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL. SERVICES, I . — 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5r" EDITION Manufacturer; ALUMINUM COILS, INC. issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsine.com Manufacturing; Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5A, 1710:9.4 Properties: Wind Resistance REFERENCES Entiy, Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction; Materials Technologies(TST5878) ACIX-003-02-01 AAMA 14021986 PRI Construction Materials Technologes.(TST5878) ACIX•003-02-02 AAMA 1402 1986: LIMITATIONS 1. This report is not for use in the HVHZ.- 2. Design wind loads:shali be determined in accordance with FBC Section 1710.9.4 3. Soffits shall be labeled in"accordance with FBC Section 171.0.9.2 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this roport 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 ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0,0135-inch thick, 3105 H-14 aluminum soffit ?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. sc—,vu Fm a U,;Fi -MI, 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 12 inch sections; The reported net free ventilation areas are 12.5 in tlin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 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, i COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5tn Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 1ltttttrc11111 iaY *- 2015.08.27 N 07:05:00o7402145 04f00f r STATE OF/ 4 O R t O p' . Zachary R. Priest, P.E. FloridsRegistrationNo- 74 0NAC_ O gana ation No.. A E9641021 111111 1 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) OPEN DIX A —Approved Systems (7 pages) 2) APPENDIX B Installation Drawings (12 pages) 3) APPENDIXC—Design Wind Loads(4• pages) 4) APPENDIX D — Dimension Drawings (4 pages) AL015001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is. valid. This evaluation reportdoes not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKu` TECHNICAL SERVICES, LLC APPROVED 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 1.51 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 — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location 1 -L ALC15001 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 specificallyaddressed.herein. k, z TECHNI'CAt_ SERVICES, L'LC d. 16" Q4 Soffit— 8-inch o.c. Fastener Fastener Fastener Location rl n'natinn I nratinn ALUMINUM COILS, INC Soffits Approved,,System Numbers and Definitions 12F-#I Approved'Systems for 12=inch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhan with J-Channel 16F4 Approved Systems for 16-inch' Oveehan owith F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved'Systems for24-inchOverhan with F=Channel 24J I Approved Systems for 24-inch Overhang with J-Channel Appendix A ApprovedSystems'for 12-inoh overhang With F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1;) min. 318-inch head dia. nail,. One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 16-inch Wood min. 1:25 inch ernbedmentspaced, Wood crown staple spaced 16 inch 0.072-inch dia. x min.3116- inch head dia. trim nail t40.0 24=inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 314-inch.x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1'3/4-inch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48 spaced 24-inch o:c and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. Max: One (1) 14 ga. 5/8-inch long T nail One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x0.072-inch dia., x min, 1/4-inch 4812F-3 16 inch Masonry spaced'8-inch o.c. Wood crown staple spaced.B-inch o:c: head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c: AL015001 FL12194-R3 2of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which, this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: 1 JCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved'Systents1or 124nch overhang with J-Channel Walt Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia.Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min3l4-inch x One (1) min. 1 3/4-inch long x 12J-1, Max. Wood staples in diamond long x:3/$-inch head diameter Wood 1/44nch crown staple 0.072-inch dia. xmin. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c.. head dia. trip nail spaced 48- 64.2 inch o.c. connectingsoffttto J dhannel inch o.c. Approved.Systems for It -inch overhang with F=Channel Wall Connection Eave Connection System Panel MDP No: Width psf) Substrate F-Channel Substrate PanelAttachment Fascia Cap Attachment. Attachment One ( 1) 18 ga. 1l4, nch crown x One ( 1) min.,1.75-inch x 16F- 1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced max. 0. 072-inch diameter finishing nail with min. 3/16- 53.3 12- inch spaced max. 8-inch O.C. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One ( 1) 18 ga, 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown 1- 1-inch leg staples spaced max 0. 072-inch diameter 16F- 2 12-inch Wood. inch leg staples in diamond pattern Wood 4- inch o.c. and securing each finishing nail with min. 3116- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12- inch o.c. Max. One (1) 3/8-inchhead dia, nail, min. One (1) min.318-inch x 3/8-inch One (1) min. 1 3/4-inch long x0072 inch dia. x min. 16F-316-inch Wood 1. 25-inch embedment spaced 24= Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 inch o. c. o.c: spaced 36- inch o.c. Three (3) min. 3/4-inch x 114-inch One (1) min. 1 314-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24- inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48- inch o.c. ALC15001 FL12194- R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20=3. The manufacturer shall notify CREEK Technical. Services,, LLC of any product changes or quality assurance changes throughout the duration for which this 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. 114"-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-inchsdiameter finishing nail with min. 3M 6- 43.316-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.t/4-inch crown x 1- One (1) 18 ga. 1/47inch 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- 43.3 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 psf) Substrate J-Channe.l PaneLAttachment Fascia Cap Attachment Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One ( 1) min 314-inch, 1/4-inch One ( 1) min. 1 314-inch long x 0.072-inch dia. x 23.5 t6J.-1 1. 6-inch, Wood crown staples in diamond pattern spaced 24-inch o.c: Wood crown staple spaced 8-inch o.c. min. 114-inch head dia. trip 31.4 nail spaced 48-inch ox, ALC1600: 1 FL12194-R3 Page 4 of 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. ter. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.114-inch Nominal 1)Q crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.114- anchored to 12-inch o.c. securing One (1) 18 ga. 114- 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-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-90 diamond pattern inch x 7d ring One (1) min L75-inch einchn_. 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072=inch diameter 12-inch o.c. 24-inch o:c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown 1-inch leg Nominal.lx2. staples spaced One (1) min. 1.5- No.2 SYP 12-inch, o.c.. securing One (1)18 ga114- 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 80/ 24F- 2 12- inch Wood smooth,shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 16-inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3116- inch head spaced 4- inch o.c. One ( 1) 18 ga.114-inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c, securing One (1)18ga1/4- 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 80F 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced o. c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o:c. 3116-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24- inch o,c., finishing nail with min. 31164nch 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 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. Fri u.CREEK TECHNICAL SERVICES'. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel, Wail Connection Center Connection Eave Connection System Panel' MDP No. Width' Psf) Substrate F-Channel Batten Panel'Attachrnent Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.114-inch Nominal 1x2 crown x 1-inch leg Not SYP staples spaced Three (3) 18.9a.1/4- anchore d to 12-inch o.c. securing One (1) 18 ga. 1/4- Ona(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 16-inch 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. 1.75-inch inch o.c. and securing 3116-inch head spaced spaced 16-inch o:c.x shank nail 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-inchro.c. One (1) 18 ga.1l4-inch crown 1-inch leg Nominal 1x2 staples spaced One (1) min..1:5- Not SYP 12-inch o.c. securing, One (1) 18 ga. 114- One (1) min. 1.75-inch x Max inch x 11 ga_ anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16 inch Wood smooth shank 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 ox. and securing 3116-inch head spaced 16-inch o.c. inch ring shank x 0:072-inch diameter each panel lap 16-inch'o.c. nail 24,. inch o c. finishing nail with min. 3116-inch head spaced 4-inch o.c. One (1) 18 ga. 1-t4-inch crown x 1'-inch leg Nominal 1x2 staples spaced' No.2:SYP 12-inch o.c. securing One (1) 18 ga.114- 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-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. 1.75-inch inch o.c. and securing 3116-inch head: spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced, 4-inch o.c. ALCIS001 FL12194-R3 6of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK. Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation; recommended use, or other product attributes that are not specifically addressed herein. R x+ CREEK TECHNICAL:SEIRWICES.. LLC ALUMINUM COILS, INC Soffits Appendix A Approved, Systems, for 24-iich.overhang with J,Channel Wall Connection Center Connection Eave Connection System Panel MDP No, Width- psf) Batten J-Channel Batten PanePAttachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.114-inch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight- throw hgg the rafter into the end. staples spaced 12-inch o.c, securingg One (1) 18 ga. /,- One (1) min, 1.75-inch 24J 1 Max: rafter with one. x 1-inch leg of the batten or two (2) each panel lap inch crown x 1-inch x 0.072-inch diameter 12-inch. 1) min. 2.25- staples. in diamond min. 2:25•inch x 7d One (1) min. 1.75-inch Wood leg staples spaced finishing nail with min, 3116-inch head acedp 60 inch x 7d ringpattern spaced 1fi- P P ring shank nails toe- x 0.072-inch diameter 8-inch o:a 12-inch o.c. shank nail inch O:C, nailed on either side of the batten at each finishing nail with min. - 24-inch.o.c. batter rafter 3116-inch head spaced intersection. Max. 4-inch o.c rafter spacing is 24=inch o.c Nominal 1x2 No.2 SYP scabbed'between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 ga.1l4-inch crown straight -hailed hgg the rafter into the end staples spaced 12-inch o.c. securing One (1') 18 ga. '/4- inch crown x 1-inch One (1) min. 24J-2 Max. rafter with one x 1-inch.leg ofthe, batten or two (2) each panel la > p Wood leg staples spaced X 0.0.72-inch diameter diameter finishing nail with min. 16-inch 1 min. 2.25- staples in diamond Pmin. 2.25-inch,x 7d One (1) min. 1.15-inch 8-inch. o.c. and 3/ 16-inch heads aced R53. 3 inch x 7d ring pattern spaced' 16_ ring shank nails toe- x 0.072-inch diameter securing each panel 16-inch o.c. shank nail inch O:C. nailed on either side of finishing nail with min. lap 24- inch o.c. the batten ateach batten/ rafter 3(16 inch head spaced intersection: Max. 4- inch o.c. rafter spacing is 24- inch dic. ALC15001 FL:12194-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. v F-]= TECHNICIAIL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. Sys(ern No. Installation Detail Min. 3 ' ;V head dia: Nail ''-Jcl% min, r'4ag nt,(1.r 'wood ':>r mln- Q-097T' dl-T-mail or srilb n,-.il l t igagemaat( for ccncrsrq hmln. 5.40" as,;- ot.d FASCIA SLIP BOARD FASCIA TRIM SOFFIT ( OVERHANG WIDTH VARIES) 12F- 1 & F" 1217-3 CHANNEL 21oca, ConcretG or STAPLE SOFFIT TO FASCIA BOARD #T50 3/ 8" X 3/8 STAPLE 1. 6" O:C. FASCIA LIP 1/4" JPAINTED S.'S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC- 15o01 FL12194-R3 Page I 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 heroin. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail BESOFFIT STAPLE OPEN RAFTER STAPLES DIAMOND PATTERN X 1 /4- 8rrCROWNSTAPLESDETAILRNAPL G ASTIAM9DUSINGADIAMONDUS STAPLES A NPATTERNPATTERN FACIA BOARD FASCIA CAP 12F-2 3/4- X t/4- CROWN FACIA BOARD 1-3/4' TRIM NAIL 'X_ 7i, STAPLE V ON CENTER ZN/TE41) JMSSIM"L 1-3/4- TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S, 48' _FASC(A CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR -3/4' X 1/4" DOWN CROWN STAPLE SOFM_ ruax, 12 J_n.ch span. 0ltOQE) SOFFIT 1SUBSTRATE SOFFIT & -..FASCIA DETAIL ALCI5001 FL12194-R3 Page'2 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. OPEN RAJrrER E V sT SOFFIT` STAPLE asT DIAMOND PATTERN DETAIL FACIA BOARD ` LET 1EEt+j 3/4" X 1/4" CROWN STAPLE -24" ON CENTER USING A DIAMOND PATTERN IHIM FASCIA CAP 12J-1 t LJ—CHANNEL 3/4" X 1/4" CROWNJS.S. STAPLE "8" ON CENTER 1 P FACIA BOARD 1-3/4' TRIM NAIL screwed to yoP>it I . i ca e ; i j #s x PAINTED S.S. 48. ' FASCIA CAP Dead D.C. diame_er screw, 3/4" X 1/4' 16" '-.c- CROWN STAPLE SOFFR=max.. ' 2-.^.ch spar. SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 3of12 This evaluation report is provided for State of Florida product approval under Rule 61"G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 1 f• TRIM NAIL FASCIA BOARD PAETTEO i ! i FASCIA CAP SOFFIT 1'A}" CROWN STAPLE GPER RAFTER. I i FASCIA ROARO ii vd Sib`?-!723 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT I FASCIA DETAIL F" CHANNEL--'--" HANNEL SOFFIT; MAX. 16" SPAY MASDNRY Iy{ SUBSTRATE ALC15001 FL12194-R3 Page 4 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. Fry K TECHNICAL SERVICES, LLC, 16F-3 No. I Installation Detail Min. CIS" h- a d dn a. na a I w-,th min. . I',," wj a ^ am ant if,,,- wood tzc"" or T- nail -,r stuk nall pdzz-' h'imihS/' hjL-,C! - t;r-.rej 2paC.Ed -s nr- ed abc-ve. ASCIA SLIP BOARD ASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES'} F" CHANNEL Ko" i Con—, g, = , or Flock 1, FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD # T50 8" X 3/8" STAPLE 16" O. C. S.S. 1 3/ 4" TRIM NAIL MIN. 5 NAILS, PER 12" PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194- R3 Page 5 of 12 Ttiis, 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 spedifically addressed herein. LCREEKTECHNICALSERVICES, LLC System No. I Installation Detail. 3/4- X 1/4" \ CROWN, STAPLES USING A DIAMOND PATTERN I 16F-4 1-3/4 F- CHANNEL CAN BE PAINTED S.S. TRIM INSTALLED WITH THE D.C. NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALC15001 ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER SOFFIT STAPLE DIAMOND PATTERN Q ETAI L 2/8r DETWEEN I FACA. BOARD SIAPLU CAP 3/4- X 1/4- CROWN STAPLE -8' ON CENTER SOFFIT-7-itax. 16-11ilCh span FL12194-R3 1-3/4' TRIM NAIL FACIA E30ARD PAINTED SS. SOFFIT FASCIA CAP 3/4, X 1/4^ CROWN. STAPLE SOFFIT & FASCIA DETAIL 6 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 heroin. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS,, INC Soffits Appendix System.No. Installation Detail I 1 rRln NAIL FASCIA BOARD PAINTED StS. FASCIA CAP t SOFFIT 1-rv" CROWN :STAPLE OPEN : RAFTER j FASCIABOARD I'r;' CROWN. STAPLES f SOFFIT & FASCIA USINC A DIAMOND PATTERN: REFER TO I DETAIL 16F-2 SOFFIT STAPLE. I 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP:, REFER TO SOFFIT 3 FASCIA g„ F" CHANNEL--,-"' HARyEL DETAIL g SOFFIT; MAX. 16" SPAN W000. SUBSTRATE. SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this 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 OPEN RAFTER 4^ X 1/4:' CROWN STAPLE "24' CENTER USING A DIAMOND PATTERN 1 "3/4' TRIM' PAINTED S.S. O.C, SOFFIT -max. 16-inch. spar WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B j 3/r, X-TWEV4 SOFFIT STAPLE DIAMOND PATTERN FACIA BOARD EN I I'DETAIL ASCIA CAP 3/4- X 1/4!' CROWN FACIA BOARD STAPLE *8' ON CENTER 1-3/4' TRIM' NAIL PAINTED S.S, FASCIA CAP 3/4' X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page & 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 duratio'n.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 InstallationDetail t }" TRIM NAIL FASCIA BOARD PAINTED S,S. CROWN' `— FASCU TAPLES STAPLES, usiNA: DIAMOND' u I` CAP SpFFI', ' I I PATTERN; ' REFERTO'' i"' CROWN STAPLE SpFF)T STAPLE DIAMOND PATTERN DETAIL. 7 i: r TRN NAIL PAINTED S. S. FASCIA &OARD SOFFIT & FASCIA i DETAIL 24F-1<& It 24F-4 1'tj' CROWN STAPLE ' FASCIA CAP; REffP. Nominal 1' 2- SYP TD SOFFIT FASCIA D'rAIL S F- CHANNEL Batten Anchored to Rafters with one 7d SOFFIT; MAX.' 24" 3/8.. 11 Ruts Shank{ fteNai4every WOOD -SDB57RATE Rafter, SOFFIT 'STAPLE' DIAMOND PATTERN ALC15001 FL12194-R3 9of12 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 tt" TRIM NAIL : FASCIA BOARD PAINTED IS, ,[ I, IA- SMOOTH SHANK ',,—FASCIA CAP ROOF NAILS SOFFIT CROWR STAPLE TRO MAIL FASCIA BOARD PAfNTEO SS.. ' f !.{ SOFFIT 8 FASCIA 24F-2 & l DETAIL 24F-5 i Rxj' CRAWN. STAPLE FASCIA CAP..REFER DETAILAIL FIT L FASCIA UE Nominzl. f'x2` 5YP Batten Anchored in SOFFIT: MAX. 24' F-CHANNEL. Raffers with on.'Id -- Ring Shank Nail at every Rafter WOOD SUBSTRATE 44I4 ALC15001 FL12194R3 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 I} TRIM NAIL FASCIA: BOARD PAINTED SS. 14GA1;"'T-NAILS ' Y , FASCIA CAP I SOFEtT t CROWN STAPLE l 11" TRhy NAIL - PAIN. fEO S,S. FASCIA BOARD t SOFFIT & FASCIA 24F- 3 DETAIL 2417- 6 r' teowti.sTAPLE I FASCIA CAP; REFER j SOFFIT 8 FASCIA l DETAIL Reminat 11a2' SYP F• CkANNEI Batten Aaihored to Rafters rith one 7d SOFFIT; MAX. 24' Rig ShankNa7. at every -' Rafter IIASONBY is 1 ALC15001 FL12194-R3 Page11 of12 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: TECHNtCAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation -Detail 1 TRIM NAIL ` .FASCIA. BQARO PAIwTEO S.S. I'xJ' CROWN FASCIA. CAP STAPLES SOFFtT USI4G A DIAMOND PATTERN; REFER TO CANTILEVEREO r ,— FASCIA CROWN STAPLE SOFFIT STAPLE r RAFTER 0I01.0N0 PATTERN- FASCIA BOARD ` r` SOFFIT % FASCIA rTRIM PAINTED s.S, A DETAIL24J-1 & • ERuwa STAPLE ` 24J- 2 .— I FASCIA CAP; REFER TO SOFFIT FASCIA DETAILS/ \ Namna, I" A SYr batonsSO a 5 scabbed beT.veen raters ano SOFFIT; MAX. 24' J- EMAwNEL 1. ( secure., %th one tlr 7tl ring - 1 shank natt n orgM n( 24, 7 I' through the rafter Into the end \ WOOD SUBSTRATE I or.g s batten or two L2 Is / jIr,'r?g Shank nad5fcc nails on I either side of Ore battem a: the battennafler in(ersecban. \ I i SOFFIT :STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK TechnicalServices, LLC of any product changes or. quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INC CREEKSoffits TECHNICALSERVICES. LLG Appendix C DESIGN WIND LOADS The following tables'provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category 1, 11, 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 1.609 of the F13.C. 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 direciionality factor, Kd = 0.85 7. V.itis.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. gig. 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 34. ALC15001 FL12194-R3 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. CREEKOw TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind-Pressures.for Soffits, in Exposure B.- Building TYPe Zone Mean Roof Hei ht ft Basie'Wind Seed m h 120 130. 140 1;50 160 _ 170 180 19p 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 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 Enclosed 60 20.5 24.0 27,8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46-8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 728.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 762.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66-8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.,8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 1217 14.7 16.9 19.2 21.7 24-3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26-4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 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 5 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 FL.12194-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. TECHNICAL SERVICES,:LLC ALUMINUM COILS INC Soffits Appendix G Desigrr:Win"d Pressures foirSoffits;in Ezposure'C;: Building Type Zone; Mean" Roof Hei ht ft Basle iNind S eed m h'i 120 130'` 140150 160." . 1'70 _180 190 200 20 21.7 25i4 29:5 33.8 38:5 43:5 48.7 54.3 602 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 4 40 25.0 29 4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 262 30;8 35.7 41.0 46L 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3, Loads) 25 27.9 32 8 38 0 43.6 49.6 56 0 62.8 70.0 77.6 30 29.1 34.2 39.6 45:5 51.8 58.4 65.5 73.0 80:9 5 40 30.9 1 -36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32 4 38 0 44.1 50 6 57.6 65.0 72.9 811 89.9 60 33.6 39:4 45.7 52 5 59,.7 674 75.5 84.2 93 2 20 13.9 16.3 18.91 21.7 24.7 27.9 31..2' 34.8 38.5 25 14.5 1Z0 19.7 22.6 25.8 29.1- 32.6 36.3 40.3 30 15.1 17.7 20.6 216 26.9 303 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5' 32,2 36.1 40.2 44.5' 50 16:8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20:5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive 20 13.9 16.3 18.9 21.7 24.7' 27.9 31.2 34.8 38.5 Loads) 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 1:5.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.05 40 16.0 18.8 21.8' 26.1 28.5 32.2' 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 20.5 217 27.2' 31.0' 35.0 39.2 43.7 48.4 ALC1.5001 FL12194-R3 3of4 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.. Jfi CREEK EM TECHNICAL SERVICES, LLC ALUMINUM COILS,. INC Soffits Appendix C Des[gri-Wind, Pressures;for Soffifs-in Exp osure D` Building Type Zone" Mean : Roof Hel" ht ft Basic Wihd S eed m 'h . - e , 120 1.30 140 150 160 ,: 1:70 1,80.. 190 = 200 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 54.1 760.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 1 -34.5 1 -40.0 45.9 52.2 58.9. 66.1 73.6 1 -81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads 20 32.1 37.7 43.7 50.1' 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 453 52.0 592 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 5 40 36.2 1 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51 A 58.9 67.1 75.7 84.9 94.6` 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 173 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35:9 40.2 44:8 49.7 4 40 18.8 1 22.1 25.6- 29.4 33.4 37.8 423 47.2 52.2 50 19.6 210 26.7 30.6 34.8 39.3 44.1 49.1 54A Enclosed 60 20.2 23`.7 27.5 31.6 35.9 4.015 45.4 50.6 56.1 Positive Loads). 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 5 40 18.8 22.1 25 $ 29-4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 1 26.7 30.6 34.8 1 39.3 1 44.1 1 49.1 1 54.4 60 20.2 23.7 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 61 G20-3. The manufacturershall 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 318" F-Channel 3/8" 318" J-Channel ALC 3/4"— ' l 1/8" HEM 1;5le° 1 j 3l4- FL12194-R3 ISOMETRIC VIEW 3!11"'RROR E ISOME PICCylEw; 3/8" PROFILE ALUMINUM COILS; INC Sous Appendix D 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. TIJCREEKTECHNICALSERVICES, LLC Fascia 7/8" 1/8" HEM 6"FASCIA 7' BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALCI5001 FL12194-R3 Page 2 of 4 This evaluation report'is provided for State of Florida product approval under Rule 61 G20-1 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 CGCC ao o YADE LCIPIEP ArTE-N (U SLV E) 41.=IRS FORMED IN SNAE DIRECnOWAS RIBS) 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 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 7/,B-' 3 1/,$," -3/8- 3 1/81, 5/16*1 < 112' 1/2' 1/IL21 r U3/4-- 3/8" 13.75" BLANK 3/8" PROFILE 50 TYR 25 TYP, 0.125 TYFII oa cc F1 aaao C.gff ev 11216W "IF"EMN A$ RIM) END OF REPORT ALC1,5001 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 assurancerance 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 Certificate of Authorization No. 29824EEK17520EdinburghDr Tampa,. FL 33647 TECHNICAL SERVICES, LL C (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5'" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FIL33634 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 Emily Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1.986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986" PRI Construction Materials Technologies. (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI 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 1710.92 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 0.0167inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3I8" J-Channel Preformed nominal 0.01.6-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. CREEKALUMINUM COILS, INC j 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 1.1.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. Ir- fUtt vrrn. 15' CEUIU vRir is': sai io rylFL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-:14 aluminum soffit Raneis 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 in2/lin.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 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 2015.08.27 No 74021 0 / :05:00 Yn.M,.am.,F bar, N. Pru, _ 1 O41OOI gip• STATE OF 'w ` p R C0 P ' N Zachary R. Priest, P.E. Floridaon No. 74021 Organization Not. Org ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing productsunderthis 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) APPENDCXA—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) ALCI5001 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. 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 LIMITATIONS and sections of this evaluation when using the table(s) below. I 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-4-inch o.c. Fastener Fastener Fastener Fastener Location l Location 1, Loc tion Location 1 c. 16" Q4 Soffit — 16-inch o.c. Fastener Fastener Location Location II 11 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. F CREEK TECHNICAL LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Loration l r-- Fastener Fastener ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Ap toyed S tems for 12=inch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel, 16F-# Approved Systems for 16-inch"Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang With.J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# I Ap roved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channei Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1).min. 318-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 12E-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3116- 40.0 24 inch o.c. o.c, inch head dia. trim nail spaced 364nch o.c. Max. Three (3) min. 3/4-inch x 114-Inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 1217-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48 spaced 24=inefi o:c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. Max. One. (1) 14 ga: 518-inch long T nail One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 4812F-3 16-inch Masonry spaced 8-inch o.c. Wood crown staple spaced 8-inch o.c; head dia. trip nail spaced 48- 64,2andsecuringeachpanellapincho.c. ALC15001 FL12194-R3 2of7 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 t a 11111 'y CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 124nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3!8 inch head diameter Wood 1/4-inch crown staple 0.072 inch.dia. xmin. 114-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c.. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wail Connection Eave Connection System Panel MDP No. Width psf) Substrate. F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nap with min. 3/16- 53.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-Inch crown x One (1) min. 1.75-inch x. Max. Three (3) 18 ga.114-inch crown 1- 1-inch leg staples spaced max. 0072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4 inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1.) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood I ,25-inch embedment spaced 24- Wood crownstaple spaced 16-inch 3/16-inch head dia. trim nail 325.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F 4 Max. Wood crown staples in diamond pattern Wood One (1) min 314-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch c.c. crown staple spaced 8-inch o.c. inch head dia. tripe nail 36.1 spaced 48-inch o.c. ALC15001 FL12194-R3 3of7 This evaluation report is provided for State of Florida product approval under Rule.61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC. soffits Appendix A Approved Systems for 164nch 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. 114 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- 43.3 16:inch spaced.8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. One (1) 18'ga. 1/4-inch crown x One (1) min. 1.75-inch x Three (3) 18 ga:1/4-inch crown x 1 1-inch leg staples spaced 4- 0.072-inch diameter 16F-6 16-inch Wood g staples in diamond patterninchleg Wood inch o.c. and securing each finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems.for 1.6-inch overhang wiMJ-Channel WaliConnection Eave Connection System Panel MDP No. Width psf). Substrate J-Channel Substrate Panel.Attachment Fascia Cap Attachment Attachment Three (3) min.3/44nch x 1/4-inch One (1) min. 1 3/4-inch 1fiJ-f Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 114-inch long x 0.072-inch dia. x 23.5 16-inch. spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1A-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC1:5001 FL12194-R3 4of7 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. Fes} CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wail 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 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced spaced 1fi-inch o_c: shank nail x 0.072-inch diameter, 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 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 9-inch 0.072-inch diameter 80/ 24F-2 12-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nailsg paced 1) 7d x 2,25- One (1) min. 1.75-inch inch o,c. 3/16-inch head spaced 164nch o.c. 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 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal1x2 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 80124F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6spaced8-inch o.c. 1)7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch 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 4-inch O.C. ALC15001 FL12194=R3 5of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ACREEKTECHNICALSERVICES, LLG' ALUMINUM COILS, INC Soffits Appendix A Approved Systems.for24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F=Channel Batten Ravel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18ga.1/4-inch Nominal 1x2 crown x 1-inch leg No,2 SYP staples spaced Three (3)18 ga. 1A- anchored to 12-inch`.o.c. securing One (1) 18 ga. 1/4- One (1) min_ 1.75-inch x Max: inch crown 1-inch rafterwith one each panel:lap inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond. pattern niinchx 7d ring One (1) min. 1.75-inch inch o.c. and Securing 3/16-inch head,spaced spaced 16-inch o.c. shank n x 0.072-inch diameter each panel lap 16-inch o.c 24- inch o.c. finishing nail with min. 3116- inch'head spaced 4- inch o.c. One ( 1) 18 ga.1/4=inch crown x 1-inch leg Nominal 1x2 staples spaced One ( 1) min. ,1 5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x'1-inch 0.072-inch diameter 24F- 5 16- inch 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 3116-inch head spaced 16- inch o.c, inch ring shank x 0.072-inch diameter each panel lap 16-inch ox. nail 24-inch o.c. finishing nail with min. 3/ 16-inch'head spaced 4- inch o.c One ( 1)18 ga. 114-inch crown x 1-inch leg Nominal 1x2' staples spaced No2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panet.lap ' inch crown x 1-inch 0.072-inch diameter 24F- 6 16- inch Masonry inch long T nail rafter one Wood leg staples spaced 8- finishing nail with min.. 80/-60 spaced 84nch o.c. 1) 7d x 2.25- One (1) min. 1.754hch inch o.c. andsecuring 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. 3/ 16-inch ,head ,spac'ed 4- inch o.c. FL12194- R3 e6'of7 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 s TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved; Systems for 24-inch overhang With J-Channel WallConnection Center Connection Eave .Connection System Panel MDP No. Width psf) Batten J- Channel Batten Panel, Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1 x2' Not SYP scabbed between rafters with one (1) One (1) 18 ga.114-inch Nominal. l x2 min, 2.25-inch x 7d ring shank nail crown,x 1-inch leg No. 2 SYP anchored to Three ( 3)'18 ga. 1/4-inch crown ht- nailed throw staffh ggthe rafter into the and sta less aced pp12- inch o.c. securing One (1) i 8 ga. /.- One ( 1); min. 1.75-inch 24J- 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 o.072-inch diameter finishing nail with min. 60 12- inch 1) min. 2.25- staples in diamond min: 2.25 inch x 7d One (1) min.1.75-inch leg staples spaced 3/16-inch head spaced inch x 7d ringpatterns P aced 1.6- ring shank nails toe x:0.072-inch diameter 8-inch o.c. 12- inch c.c. Shank nail, inch o.c. nailed either side of finishing nail with min. 24'- inch.o.c. thetrtteniten ateach attrattction. G 3116- inchheadspaced intersection. Max; 4- inch o.c. rafter spacing is 24- inch o.c. Nominal 1x2No.2 SYP scabbed between rafters with one (1) One (1) 18.ga.1/4-inch Nominal 1 x2 min: 225-inch x 7d ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 ga.114- inch crown straight-nailedahreugh the rafter into stapiesspaced 12 inch o.c. securing One 1 18 a. /<- g inchcrown x 1-inch One 1 min. 1.75 inch 24J-2 Max. rafter with one x 1-inch leg the end of the batten or (2) each panel Ian Wood leg staples spaced x 0. 072-inch diameter finishing nail with min. 53.3 16-inch 1 ) min_ 2.25- staples in diamond min. 2.25-inch x 7d One One (1 j min: 1.75-inch o:c. and 3/16- inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe g X0.072-inch diameter securing each panel 16-Inch o.c. hank nail` inch o.c. nailed eitheratidhof finishing nail with min.. lap 24-inch o. c. at the batten ateachbatten/rafter 3116- inch head spaced intersection. Max, 4- inch 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 nor imply warranty, installation, recommended use, or other productattributes that are not specifically addressed herein. CREEK TE HNICA'L.SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note Refer to the APPRoyEo SysTEms section of this. report for additional installation details of e selected system and maximum design pressures limitations. System No. I Installation Detail lllin.. 3, ." t,Gaddie.. nail wich min. enga sment (Por. woo.?. sul-'Ztrana? or ro. n. 7.G87" d %. T-nail as stub nsi"- i: i ;n . 51.Ea e .ga?=n rr£ ('.o- 'ncre[a or- L'I H e.aaatr,a=u). ap' -i at, noted Sbcr • F . ASCIA SLIP BOARD FASCIA TRIM 12F- 1 & I I I II \— SOFFIT (OVERHANG WIDTH VARIES) 12F- 3 "F" CHANNEL W4c , Con:crete oc Llit FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 1, 6 O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALCI5001 FL12194-R3 Page 1 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 thatare not specifically addressed herein. k44 $.' CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i EN `, SOFFIT STAPLE OPEN RAFTER DIAMOND PATTERN 3/4" x 1/4- DETAILCROWNSTAPLEStir USING A DIAMOND - gig °YS''f srs ` PATTERN FACIA BOARD FASCIA. CAP 12F-2 3/4" X 1/4" CROWN FACIA BOARD 1-3/4" TRIM NAIL SSTAPLE ON CENTER PAINTED S.S. 1-3/4" TRIM NAIL CHANNEL CAN BE PAINTED §cS. 45" FASCIA CAPINSTALLEDWITHTHEO:C. NAIUNG FLANGE UP OR 3/4" DOWN CROWN STAPLE SOFFIT— nta::. 32 . _.acn spa`:, WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALCI5001 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. CREEK TECHNICAL, SERVICES, LLC System No. Installation Detail. 12J-1 3/4" X 1/4" CROWN STAPLE -24 ON CENTER USING A DIAMOND PATTERN ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER, f1 34Tlf -`, SOFFIT STAPLE GIST ; ; DIAMOND PATTERN DETAIL FACIA BOARD `, —j L311r scrWrEN I STARES f f FASCIA CAP ri J—CHANNEL 1-3/4' TRIM NAIL] scn".ed to .soffit with on {i'i..*a r. PAINTED s.s.-48' 1!Z s 3./&.° head O.C.. aiame ter sere;,:,.. WOOD OR BLOCK SUBSTRATE SOFFIT—rcax. 12-inch .span 3/4" X 1/4" CROWN FACIA BOARD STAPLE '8'- ON CENTER 1--3/4" TRIM NAIL PAINTED S.S. FASCIA CAP 3/4" X 1/4' CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 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 notexpress 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 {' TRIMTNT NAIL IL' -FASCIA BOARDPAINTEDS.S. 1/ FASCIA CAP j { SCFFITT 1 1-q- CROWN STAPLE OPEN RAFTER L I FASCIA 8OARO a G9JE' ta+an 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT & FASCIA f"CHANNEL---,,-,' HANNEL DETAIL 1. :SOFFIT; MAX. 16' MASONRY 1 SUBSTRATE SPAN ALC1 FL12.194-R3 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. LA TECHNICAL SERVICES. LLG. m No. Instal 16F-3 ALC15001 Detail bi n. ?/5: ] di ai.! itia min_ I!- yn;agarnenr..;_c•s in: c:e7" dia. T-nail c r stub nail with min '. /2" en<...Jame-t_.:>r- ccncreeaa or h-lock vuk :,rr i_,. sracod as n_tci above- ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL blt:;:d wince- t. or Block, W 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 FL12194-R3 ALUMINUM COILS, INC Soffits Appendix B 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. s CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC. Soffits Appendix B System No. Installation Detail 1 f` z/»- SOFFIT STAPLE1OPENRAFTERtna i DIAMOND PATTERN 3/4` x 1/4' DETAILCROWNSTAPLES USING A. DIAMOND, 11 acerverr+/ F— STAPLES. PATTERN FACIA :BOARD FASCIA CAP 16F-4 3/4- X 1/4- CROWNJTRIMNAILFACIA STAPLE '8' ON CENTER 11-3/4' PFCHANNEL BOARD TRIM NAIL CAN BE. PAINTED S.S. 48' INSTALLED FASCIA CAPWITHTHEO_C. NAILING FLANGE UP OR X' 1APCROWNDOWNCROSTAPLE SOFFl_T—max. _6-_ nChWOODSOFI SUBSTRATE SOFFIT FASCIA DETAIL 5001 FL12194-R3 Page 6 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. Y 4CREEK a TECHNICAL SERVICES, LLC. ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I ?" TRIM NAIL .{` FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT I I'K:" CROWN STAPLE OPEN RAFTER I_ t FASCIA BOARD USING A D" OND 4"xt' CROWN STAPLES I SOFFIT & FASCIA PATTERN;, REFER. TO i DETAIL 16F-2 "& SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL <— --.- _......__ FASCIA CAP: REFER / TO SOFFIT L FASCIA // 3, DETAIL 8 F' CHANNEL ( 3/8A i, SOFFIT; MAX. 16" i SPAY WOOD \ / SI;flSTRA T E 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. yt CREEK TECl- NIC.41- SERVICES, LLC System No. j Installation Detail 16J-1 OPEN RAFTER 3/4' X 1/4" CROWN STAPLE 24- ON CENTER USING A DIAMOND PATTERN CHANNEL 1-3/4' TRIM NAIL— PAINTED S.S. 48" O.C. SOFFIT -max. lo`-inch swan. WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B i T r' Ts , SOFFIT STAPLE DIAMOND PATTERN D ETAI L FACIA BOARD j U 3/ir acrvseH) STAPLES / FASCIA CAP 4- 'X 1 /4' CROWN FACIA BOARD STAPLE "8" ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. FASCIA CAP 3/4- X 1/4` CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 8 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 ry TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail T}" NAL FASCIA BOARD PAINTED S.S. 1it 1-i CROWN. STAPLES UTER I-- FASpa CAP SOFFIT • TOPATTERN; AEFER TOREFER SOFFIT STAPLE 1-q" CROWN STAPLE DIAMOND PATTERN DEWL ` i T{' TRIM NAIL PAWTED S,S.- FASCIA BOARD SOFFIT & FASCIA DETAIL 2417-1 & t' 24F-4 I T v2- (ROHN STAPLE FASCIA CAP; REFERi Nomnat 1'x2'. SYP TO SOFFIT L FASCIA DETAIL 8_ \ f-CHANNEL Batten AntGored to Rafters vith one id SOFFIT; MAX. 2A" 318 Rig Shank Nall at WOOD SUBSTRATE I I. every Rafter I i SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Paqe 9 of 12 This evaluation report is provided for State of Florida product approval under Rule•61G20-3: The manufacturer shall notify" CREEK Technical Services, LLC of any product changes or quality assurance, changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,, installation, recommendeduse, 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 1 TRIM NAIL I ( FASCIA BOARD PPAINTED S.S. 1-4- SMOOTH SNACK -, ROOF. NAILS 11/-FASCIA CAP SOFFIT i 1"i2' CROWN STAPLEI t 1 I 1 y" iRM NAIL. FASCIA BOARD PAINTED S.S. I- SOFFIT & FASCIA 24F-2 & i DETAIL 24F-5 1'.1".CROWN STAPLE FASCIA CAP; REFER TO SOFFIT i FASCIA DETAIL Ncmin tI"x2' SYP Batten Anchored'to SOFFIT, MAX. 24"- F-CHANNEL Rafters with one tdIRing: Shank Nail at every Rafter WOOD SUBSTRATE II ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLCof 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. IF fCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS INC Soffits Appendix B System No. Installation Detail I }' TRIM NAIL fASCIA BOARD PAINTED S.S. 146A,i- T-NAILS i ! ; . FASCIA CAP' SOFFIT i I 1"4' CROWN STAPLE I I 1 " TRIM NAIL FASCIA BOARD. INTED S.S. SOFFIT & FASCIA PA 24F-3 & { DETAIL j I 1 1'r" GROWN STAPLE 24F=6 1. _ 'FASCIA CAP; REFER TO SOFFIT b F.ASCIA j OETAIL Naminat SYP Batten Anch0'e0 to. SOFFIT;'MAX, 24" F=CHANNEL .patters .11h one Td Ring Shank, NaR.,at every Ratter' MASONRY - IIi 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 TRIM NAIL \ FASCIA BOARD PAINTED S.S. 1 1-)}'CROWN STAPLES r7FA.0A CAP US14G A DIAMOND SOFFIT PATTERN. REFER TO TILEvEREO 1 ' CROWN STAPLE SOFFIT STAPLE OIAM010 PATTERN 6FTERRAF IbETAILi^ FASCIA BOARD SOFFIT & FASCIA 1 TRIM NAIL PAINTED S.S. DETAIL 24J-1 r>,}- CROWN STAPLE 24J-2 FASCIA CAP; REFER To SOFFIT D.FASCIA DETAILL: 3. Nomma! I" x 2" SYP bamne secured SOFFIT; -MAX. iA" 3-CHAN9EL Ath oen 1)7dfingsh.gk si one (7.? p shank I aJskraighk nallcdngilad through the miter the end WOOD SUBSTAA iE the o,t, on( ba eu o; two (2) I ring eringshanknailstceataDed on either sde bt the behem at Ine bd:lLnilaNel inleroQtOQn SOFFIT. STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page12 of12 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 CREEK TEcHNICAL SERVICES, LLG 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, 11, 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 or equal to;60-ft: 4. All calculations are based on an effective wind area of 10-ff or less. 5. Topographic factors such as escarpments or hills have beenexcludedfrom the analysis. 6. Wind directionality factor, Kd = 0.85' 7. V,;it is shown in the tables below. Design pressures are multiplied by 0,6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4'and'5 shall be defined as shown,below. Dimension "a" shall be 10%0, 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 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. Themanufacturershall 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 expressnor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix C DesignnWind,Pressures`for Soffits=in." Exposure'B Building Type Zone Mean Rbof Height ft BasicVlind S eed,"m h) 120 `. 130 140 ', 150 . 160 170 18Q , 19©; 200 20 16,9 19.8 22.9 26.3 30.0 33,8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 315 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 54.1Enclosed 60 20.5 24.0 27.8 32.0 36.4 41:1 46.0 51.3 56.8Negative Loads) 20 20..8 24.4 28.3 32.5 37.0 41,7 46.8 52.1 57.8 25 20.8 24.4 2&3 32.5 37.0 41.7 46.8 52.1 57.8 5 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 1 -56.6 62.7 50 24.1 28:2 32.8 37.6 42.8' 48.3 54.1 60.3 66.8 60 25,3 29,6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 169 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 4 30 10.8 12.7 14.7 16.9 19:2 21.7 24.3 21.1 30.0 40 1:1.7 13.8 16.0 18.3 208 23.5 26.4 29.4 32.5 50 12.5 14.7 1.7.0 19.5 222 25.1 28.1 31.3 34.7Enclosed 60 13.1 15A 17.8 20.5 23.3 26.3 29.5 32:9 36.4 L's), Loads), 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 16.9 192 21.7 24.3 27.1 MO 5 30 10.8 12.7 14.7 16.9 192 21.7 24:3 27.1 30.0 40 11.7 13.8 16.0 18.3 20,8 23.5 26.4 1 29.4 32:5 50 12,5 14.7 17.0 19.5 22.2 25.1 Mj= 31.3 34:7 60 13.1 1.5.4 17;8 20.5 23.3 26.3 29.5 1 32.9 36.4 ALCI5001 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,TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: CREEK111JT.ECHNICAL, 5'ERVtCES, LLC ALUMINUM COILS, INC Soffits Appendix C Design'Wind Pressures;fo Soffits7in,uposuce G . uiBlding , Type. Zone Mean ., Bfoo; , Height.( Basle Wind-S .eed mph) 12D 130140 150, 160.° 170 1,8019R 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 45A 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 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0' 46.6 52.6 59.0 65.8 72.9 Enclosed 60' 27.2' 31.9' 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative 20 26:7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 Loads) 25 27.9 1 -32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6' 45.5 51.8 58.4 65.5 73.0 80:9 5 40 30.9' 36.3 42.1 48 3 54.9 62.0 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 20 13.9 16.3 18.9 21.7 247 27.9 312 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 4 40 16.0 1.8 8 21:8 25.1 28.5 32.2 36.1 1 40.2 44.5 50 1,6.8 19.7 22.9 26.3 29.9 333 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27,2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19`.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 1 23.6 26.9 30.3 34.0 37.9 42;0 5 40 16.0 18.8 21.8 25.1 1 28r5 32.2 36.1 40.2 44:5 50 1:6.8 19.7 229 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 231 27.2 31.0 35:0 39.2 1 43.7 1 48.4 ALC15001 FL12194-R3 3of4 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. TECHNICAL SERVICES, LLC' CREEK ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure. . . Building- .. YRe Zone Mean' Roof Height,(ftj B`asictLYind Seed m h 120 130. 140 15D. 160i . 70 1$0. 190 ' 200 20 26<0 30.5 35A 40,6 46..2 52.2 58.5 652 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 77.54 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 1 -73.6 81.6 50 30 6 35.9 41.6 47.8 54.3 61,3 68.8 76.6 84:9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63:3 70.9 79.0 87.6Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 789.1 5 25 33 3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92A 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 1 -64.4 72.7 81.5 90.9 100.7 50 37.7 1 -44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8. 60 38 9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 1`6.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 4 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 1 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4Enclosed Positive 60 20,2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Loads) 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 5 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 ALC15001 FL12194-R3 4of4 Thisevaluationreport 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 thisreport is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. LCREEKTECHNICALSERVICES, LL-C 3/8" F-Channel 3/8" J-Channel 1 3/8" -D I a-- 3/4" —+- I r t/8 HEM 1 SIB" I 3/ ll4" 1 I+— 3/8" ISOMETRIC VIES 3/3' PROFILE SOMETRIC VIEW 318" PROFILE ALUMINUM COILS, INC Soffits Appendix D ALCI5001 FL12194-R3 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 throughoufthe ,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 TECHhit"CAL SERVICES, LILC Fascia 3/4" ALC15001 1/8'" -.HEM 6"FASCIA 7 BLANK 1!4" FL12194-R3 ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D 2of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK 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 15 BLANK 3 / 8 PROFILE REF. ao a ECG acc c_ l oa o WIQF LOUVER PAnT:RH (15)u srxn LOUVERS FORMED IN SWE' DIRECTION AS RW, ALUMINUM COILS, INC Soffits Appendix D ALC1500T FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK. Lij TECHNICAL SERVICES, LLC 12" T4 Soffit 5/16" V2" 1/2" 1 12" 3W/ 318, 1175" BLANK 3/8" PROFILE 12 TIP, ALUMINUM COILS, INC Soffits Appendix D s a ri oo o END OF REPORT ALC15001 FI-12194-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. 4/28/2017 Florida Building Code Online BCIS Home '., Log In User Registration Hat Topics I submit Surcharge i Stats & Facts i Publications I FBC Staff aCIS Site Map Links Search b a Product ApprovalorrIUSER: Public User r. Product Approval Menu > Product > Ag rnicatint7_t.ist > Application Detail FL # FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng,zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer ti 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. i 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 x43 a 'Sj Equivalence of Product Standards t a Certified B y Florida Licensed Professional Engineer or Architect ii FL13192 R4 Eauiv ASTM C1186 Equivalency Sioned.odf https://www.flori dabui lding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtskp/`2bGnUu47ogxm@H RnH II D4CXwhKRgKDf7RrxW wZsbgA%3d°/p3d 1/3 4/28/2017 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option D Date Submitted 08/17/2015 Date Validated 08/26/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Summary of Products': FL # 1 Model, Number or Name Description 13192.1 Gemplank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions I Approved for use in HVHZ: Yes FI-13192 R4 II ER RIO-2553-15 Plank metal wood odf Approved for use outside HVHZ: Yes FL13192 R4 II ER RIO-2557-15 Plank Shingle CMU odf Impact Resistant: N/A i FL13192 R4 Il ER RIO-2577-15 Plank to WSP Sheathing pdfDesignPressure: N/A FL13192 R4 1I Install CemPlank Siding.odf Other: For use in HVHZ install in accordance with NOA 15- I FL13192 R4 II NOA 15-0122 04 odf 10122.04. Verified By: Ronald 1. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal woodpdf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU odf j FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing odf i I FL13192 R4 AE NOA 15-0122 04 pdf l t i Created by Independent Third Party: Yes 13192 2 HardiePlank Lap Siding fiber cement lap siding_ Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 II ER RIO-2553-15 Plank metal wood odf Approved for use outside HVHZ: Yes Impact Resistant: N/A i FL13192 R4 II'ER RIO-2557-15 Plank Shingle CMU gdf E Design Pressure: N/A FL13192 -134 11 ER RIO-2577-15 Plank to WSP Sheathing FL13192 R4 II Install HardiePlank S!dinopdf Ddf: Other: For use in HVHZ, install in accordance with NOA 15- I FL13192 R4 II `NOA 15=0122 04 ode 0122.04• Verified By:.Intertek Testing Services NA Ltd. s i Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood odf FL13192 R4, AE ER RIO-2557-15 Plank Shingle CMU pdf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing odf FL13192 R4-AE NOA 15-0122 04 pdf I Created by Independent Third Party-: Yes 13192.3 1 HardieShingle Individual Shingles fiber -cement individual cladding shingles Limits of Use I Installation Instructions Approved for use in HVHZ: No FL13192 R4 lI ER RIO-2555-15 Shingle metal wood,pdf Approved for use outside HVHZ: Yes i FL13192 R4 I1 Install HardieShingle Siding odf Impact Resistant: N/A Verified By: Intertek Testing Services NA Ltd. Design Pressure: N/A Created by Independent Third Party: No Other: Evaluation Reports FL13192 R4 AE ER RIO-2555-15 Shingle metal wood pdf Created by Independent Third Party: Yes 13192.4 (HardieShingle Panel fiber -cement notched shingle panels (straight edge, ---1istaggerededgehalfroundedge) I Limits of Use Installation Instructions Approved for use in HVHZ: No FL13192 R4 II ER RIO-2555-15 Shingle metal wood pdf Approved.for use outside HVHZ:. Yes _ FL13192 R4 II' ER RIO-2557-15.Plank Shingle CMU odf Impact Resistant: N/A I FL13192 R4 II Install HardieShingle Siding pdf Design Pressure: N/A. i. Verified By: Intertek. Testing Services NA Ltd. Other: Created by Independent Third;Party: No Evaluation Reports FL13192 R4 AE ER RIO-2555-15 Shingle metal wood pdf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU odf Created by Independent Third Party: Yes 13192.5 ';Prevail Lap Siding 1 fiber -cement lap siding Limits of Use Installation Instructions --- Approved for use in HVHZ: Yes FL13192 R4 II ER RIO-2553-15 Plank metal wood pdf httpsJhvww.floridabuilding.org/prlpr—app dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxrimaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 2/3 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 1S- 0122.04. FL13192 R4 II ER RIO-2557-15 Plank Shingle CMU pdf FL13192 R4 II ER RIO-2577-15 Plank to WSP Sheathing Ddf FL13192 R4 I1 Install Prevail Lao Siding:odf FL13'192 R4 II 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-2553-15 Plank metal wood bdf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU.pdf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing odf FL13192 R4 AE NOA 1S-0122.04.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850=487-1624 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 a -mall address released In response to a pubiic-records request, do not'send electronic mail to this entity. Instead, contact the: office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication withthe licensee. However email addresses are public record. if you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 4S5, F.S., pleasedick here . Product Approval Accepts: EC,Ettk Credit Care Safe https: Nwww. floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHI(D4CXwhKRgKDf7RrxWwZsbgA%o3d%3d' 3/3 Aorida ProductApproval IardiePlank0 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-2557-1.5. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. r :a HardlePlank, ffff—M® Lap Siding JamesHardle EFFECTIVE SEPTEMBER 2013---.,.. INSTALLATION REQUIREMENTS - PRIMED Fir COLCRPLU5"' PRODUCTS welt vg,Ma1 mE forthe 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-HARD1E WRITTEN APPLICATION INSTRUCTIONS MAY LEADTO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, ViOLATE LOCAL BUILDING CODES, AND VOiD THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOUARE USING THE CORRECTHARDIEZONE"" PRODUCT INSTRUCTIONS. INSTALLATION OF HZ100' PRODUCTS OUTSIDE AN HZ100 LOCATON WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE"" APPLIESTO YOURLOCATION, VISIT WWW,HARDIEZONE.COM OR CALL 1-865-942-7343 (866 9HARDIE) STORAGE & HANDLING: CUTTING Store flat and keep dry and covered prior OUTDOORS INDOORS to installation. Installing siding wet or 1. Position rutting stationso tivatwindwill blewdust avrayfrom user 1. Cut only using score and snap, or shears (manual, electric or pneumatic). saturated may result in shrinkage at bull and others in working area. 2. Position cutting station In viefl-ventilated area Dints. Carry planks. on edge. Protect 2. Use one of Me Idlowirg malho&. a Best: I. Scoie and s1fap edges and carriers from breakage.. James ii. ideas (n nud, el dit or pneumatic) - NEVER use a poser saw indoors Hardie is not responsible for damage b. Better: i. Dust reducing dreular taw agipped with a NEVER use a circular saw blade that clogs nd carry the HardeBlade saw Wade tradeanark Caused by improper storage and handling Hatdie3lade'sawbtarle and HEPA vacuunrextrac6on NEVER dol sweep —Use wet suppression or HEPA Vaciurni or the product c. Ghost: I. Dust reducing areulrr saw Mill aHardidiladesaw blade onlytwa forlow to mpdeia'e ruff fig) rs 4 Important Note: For maximum protection PA,.st respirable dust prnrhfct pn)„hu? es tgartfie recommends dways:tsilg'BzsC lotiel cutting methods where feasible app p g p pco exposure infornahen is available MOSti roretlresIraoscanoetechwcatutctonvAll? above cutting practices to further educe dui ex ums AdcG6aal f L at vnwv yameshardio com le help yai detemlaw the most appropriate cutlrg method for yourlob requirements if concern still exists about exptmre lawls or you X f. danotconplywiththeabaseprardices, yousbxrlrlalwayseYmsdtaquaMedindua'trlalt?yglenstorconfactJainesHardie for farthermfcrmalion: guuue; 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 requirements. Irregularities inframingand sheathing.cart mirror through the finished application. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at w,vw. )anTellardie.com A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWraps Weather Barrier, a non -woven non -perforated housewrapt, which complies with building code requirements. e, When installing James Hardie products all clearance details in figs.'3-14must 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 (Nall Do not use HardiePlank lap Siding in fascia or trim applications. Construction Construction Do not install James Hardie products; such that they may remain in contact with standing water water-reslsl'rye bardef let- I ;tracing HardiePlank lap siding may be installed on flat vertical wall applications only. ply%vood or 24^ o.c.max. For larger projects, including commercial and multi -family projects, where the span of the osan atning wail is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design, These values can be found in the Technical Bulletin "Expansion Characteristics of i g I' ! James Hardie4 Siding Products" at wwiw.JamesHardie.com. DO NOT use stain, oiUalkyd base paint, or powder coating on James HardieO Products. INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options are required by code (as refe(eiKed 2009IRC R703.3.2) A. Joint Flashing (James Hardie recommendedt B. Caulking* (Caulking is not recommended Y for ColorPius for aesthetic reasonsastheCaulldngandColotPluswillweather ; differently. For the same reason, 1ash pillrg do not caulk nail headson " ColorPius products.) t C. "H" jointer cover Figure 2 Nal tine.(If nail line is not, s} : pr ent place a far or g between 3% 4" 1"fr6m top. Nail3;ri" from of plank) er16a pf plardc HtndteZona"' Hart3ePtank"siding ostal planks In moderate confactat biitt puts o fastener 66 Install a 1 1/4' starter;strip to t i obi ensure a consistent plankangle leave appropr fie gap between planks and trim, that caulk"' Note: Field painting over caulking may, produce a sheen, ttfferencemhencompared to the field painted PrimePlus. "Refer to Caulking section in these instructions. For additi final information on HaniieWrap weather Ranier, consult James llardle at 1-B66>411ardie or vmvi.ltardiewrap.con? WARNING: AVOID BREATHING SILICA DUST hmes HardiP products contain iespirablo crysta lire silica, which Is1mbasm to the State of Caifornh to cause cancer and is considered by IARG and NIOSH to be a cause of cancer from sane occupational swrces. breathing excessive amounts of respirable silica dust can also cause a disabling and polentLally fatal lung disease called sificos!s, and has been linked wth other diseases. Some StWies suggest smoking may inrremelhi:se.rMs.. fhrringinstritlationo(handling.( 1)vA)fL0ouldtxxareaswilhantpleventilation ;(2)usefil5rr.retmirtshtorsforcullingor,Qivrenotfm Rhle use..aHardieRlade'saw blatte and dust-roducingeitcu!arsow attached tu'a HEPA vacuum;.(3) warn others In dire immediate area; (4) wear a popLfly-titled, NOSH-app(ovod dust mask of rdsofater (e.9. N )S) in accordance with applicable gaenunentregulatwrtsundmanufactwo`Instruction tofurthetlimit respirable saicaaxposures, Duringcloan-up,useHEPAvacuumsorwetclowupmethods- novertlyswocp. Forfurther information, refer to our instalb iot u?struclio> and klatefial Sorely Data Shoe[ available at www.jan?eslfardie.com or by calling 1-800-9HARDIE (1-800-942-7343). FAILURE TO ADHERE 10 OUR WARNINGS, MSDS, AND INSTALLATION Il STrt'JCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. snA- HS11119-P1/4 6l13 CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout flashing Slabs, Path, Steps to Siding s Z-Flashing As"rJi wired pylRC.code > mmWl x 4" a s h Min 1/a $ r f k V n Do not caulk w Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry IFigure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension FASTENER REQUIREMENTS'* Blind Nailing is the preferred method of installation for Hard ePlanka lap siding products. Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please see JH Tech bulletin 17 for exemption when doing a repair). Pin -backed corners may be done for aesthetic purposes Only. Pin -backs shalt be done with finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails - Wood Framing Siding nail (0.09" shank x 0.221 " HD x 2" long) 11 ga. 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" HD) Screws must penetrate 3 threads into metal framing. Nails -Steel Framing ET & F Panelfasta'nails or equivalent (0.10" shank x 0.313" HD x 1-1/2" long) Nails must penetrate minimum 1/4"into metal framing. OSB minimum MV Ttga. roofing nail (0.1'L1" shank x 0.371" HD x 1.75" long) Ribbed Wafer -head or equivalent (No. 8 x 1 5/8" long x 0.375' Q. zr Figure 15OC ,r I 5 FACE NAILING Nails- Wood Framing 6d (0.113" shank x 0,267" HD x 2" long) Siding nail (0.09" shank x 0.221 " HD x 2" long) Screws - Steel Framing Ribbed Bugle head or equivalent (No. 8-18 x 1-5/8 long x 0.323'. FID) 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" Sding nail (0.09" shank x 0.221 " HD x 1-1 /2" long)' Figure 16 Minimum overlap r for Both Face__-T and. Blind Nailing J Nail LineBond Nall min 1 114" r Water Resistive 1t 11l4' min Harmer i r Overlap-_-` O.C4maz Jn- t V e are. ovtlap face nai - water -resistive f ba nler Laminate sheet to be removed immediately after installation of each course for Colot-Plus" products. When face nailing to OSB, planks must be no greater than 91 /4" wide and fasteners must be 12" o.c. or less. Also see General Fastening Requirements; alxl when considering alternative fastening options refer to James Hardie's Technical Bulletin USTB 17 - Fastening Tips for HardlePlane Lan Siding. H811119-P2I4 6/13 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 corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie' products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACQ and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contact of'ACQ or CA preservative -treated wood and aluminum products. Fasteners used to attach HardieTrim Tabs to preservative -treated wood shall be of hot tripped zinc -coated galvanized steel or stainless 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 wirer loads- NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie rechnical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding arid framing. Fastener heads should fit snug against sidling (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 nail. (fig, B) For wood framing, under driven nails should be hit flush to the plank with a hammer (For steel framing„ remove and replace nail). NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywood should only be, used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool.. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). silug flush Figure A PAINTING countersunk, fill & add nail Figure B DO NOT DO NOT under drive nails staple DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardiee' Products. James Hardie products musl be painted within 180 days for primed product and 90 days for unprimed. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Sack -rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges. James Hardie.twitch-up kits are required to touch-up ColorPlus products. CAULKING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written'instructi0ns. Note: OSI Quad as we[ as some other caulking manufacturers do not allow tooling. COLORPLUS"' TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when dandling and cutting James HardieS ColorPlusO products. During installation use a wet soft cloth or soft brash 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 rising the ColorPlus, Technology`touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePlank" lap siding with ColorPlus Technology: Laminate sheet must be removed, immediately after installation of each course. Terminate non -factory cut edges into trim where possible, and 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 C0101'Pldls product dealer: Nate: James Hardie dogs not warrant the usage of third party touch-up or paints used as touch-up on .tames Hardie ColorPlus products: Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardle,tourh-up will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIER' SIDING AND TRIM PRODUCTS WITH COLORPLUS"TECHNOLOGY When repainting GolorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Reprihiing Is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature. 00 NOT caulk nail heads when using ColorPlus products, refer to the Co!orPius touch-up section HS11119-P''J4 6/13 S COVERAGE CHARTIESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANK° LAP SIDING WIDTH SQ 5114 6114 71i4 7112 8 8114 91/4 9112 12 1 SO =100 sgft) exposure) 4 5 6 61/4 6 314 7 8 8114 103,14 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119 114 100 160 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart is meant as a guide. Actual usage is subject to variables such as building design: James Hardie does not assume responsibility for over or under ordering of product. RECOGNITION: In aocerdance win IMES Evaluation Report ESR-2290, HardleftnkO lap sidingis «cognized as a suilaUe alternate to that specified in: the 2006,2009;620121nternatonal Residential Code for One - and Two -Family Dwefrings, and the 2006, 2009; & 20121ntomat,mal Building Code,. HardiePlank lap siding is also recognized for application in the following: City et Los Angeles Research Report No. 24862, State of Florida listing FLg889, Dade County, Florida NOA No. 02-0729 02, U.S. Dept of HUD Materials Release 1263c, Texas Department of Insurance Product Evaluation EC-23, City of New York MEA 223.934, and California DSA PA-019. These documents should also be consulted for additional information concerning fhe suitabBAy of this product lor specific applications. 2013James Hardie Building Products. All rights reserved. Additional Installation Information, TM, SM, and rJ denote trademarks or registered trademarks of James Hardie Technology Limited.,.7 is a registered trademark Warranties, and Wamings are available at of James Hardie Technology Limited www.jameshardie.com- r(.JamesHarq Panelfast is a registered trademark of ET&F Fastening Systems, Inc HS11119- P414 6113 MIAP11•DAM MIAMT-DADE COINTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room.208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 130AItD AND CODE ADIIIINISTRATION DIVISION' T(786)315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy James Hardie Building Product, Iite. 10901Elm Avenue' Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product ControlSection 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 -bade 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. DESCRIPTION: " Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Dravving,No. PNL, PLK & SOI+F, titled, "HardiePanet, CemPanel, Prevail Panel,; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CetnSoffit Panel; Installation Details Wood/ Metat Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by t to manufacturer, signed and sealed by Ronald I.Ogawa, P.E,, bearing the Miami-Daade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control 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 statetncnts:'ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710;9.3 on sofitt panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use; and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date maybe displayed in advertising literature. If arty portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA sitall.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 13-0311.07 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.P. NOA No. 15-6122.04 R'iii9Ab):: MlhMlDADEGOUNTY Expiration Date May 1,2017 Approval Date: April 9, 2015 P 031h12015 ,ge 1 James Iiardie Building Products, Ziuc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSofftt Panel; Installation Details Wood/Metal Stud Construction' , sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald 1. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" L Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marred -tip drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/201.2, with revision 1 dated 04/25/2013, sighed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423.3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F, STATEMENTS 1. Statement letter of code conformance to the 5ch edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald 1. Ogawa, P.E. 03 /3QIZ015 Carlos M._ Utrera, P.D. ProdLld Control Eaainiiler NOA No. 15.0122.04 Expiration Date: May 1, 2017 Approval Date: April9, 2015 E-1 Y1lALLPRODUCT DESCMPTIOt3 EhiG7} SEE HardiePanelO, CempaneM, & Stud spacing at 19' O.C. DETAILA Prevail® Panel Siding materials are I nonasbestos fiber-oement products VS" thick 15 p!y APA rated teed in accordance with ASTM f4+ Tr aG 1 ( ptywcod sheatiung in C1186 Grade It, Type A and meeting accoadance with Florida the requirements of the F tida r ° 4 i i. t Building n Building C. i4 guild' Cade Section Code -- Ma PANEL DIMEN_$110—S J6 S R W ier reistive Width Length Tr ic{aZess WALL Ac-cp Nioc/ ` f '! Cat barrier per Florida 4' 8,9,1 V 5116" dEIGH boast / ,G'17 jj j S1 Building Code Secion 1404.2 DESLGt1 PR SSlJR RA Pressure installa2 x4- S-P-F w studs -7-sign1 wood studs impact Resistant HardiePanel, Planks installed over 5/B" thick! 5 ply E— S CTIQN B-S Ce vail Pa D plywood sheathing Nailsat16° O:C. (typ:} Prevail Panel A. A rated 3/ 8" Minimum Edge Distance Siding D_ E-T9.LA Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanel; Cempanel; Prevail Panel Siding Water - resistive barrier per Florida Building Code Section rf 14D42 l5/ 81' thick 15 ply APA rated plywood sheathingfastened in accordance vAlb Florida Building Code Section 23223 2" X 4" S-P-F Wood Studs i he walland soffrt frames are to be designed by the Architect or Engineer of Record:in compliance with the Florida. Building Code. HARDIEPANEt,_CEMPaM--, nce the manufacturer s All installationshallbedoneinconformancewiththisNotCe..ofAccepta ,. installation recommendations, andtheapplicablesectionsoftheFloridaBuildingCodee Wood -studs wtere HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by anEngineerorArchitectperthe. Florida Building Code and the requirements of this N.OA sheathing s Note 1] VTthick / 5 ply APA rated plywoodshall be attached to the studs in accordance with Florida Building Code Section 2322-3• ood sheathing sapporteC The siding panelsshallbeinstalledover618, thick I 5 ply APA -rated plyw by a minimumof2'X4" S-P-F wood studs spaced a maximum of 16' O_C, Nate 2] Thesidingpanelfastenershallbea2` long, 0.223" head diameter, 0.092" shank diameter, corrosion resistantsidingnail; the fasteners shad be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5fa" Nck 15 ply APA rated plywood sheathing into Woodstudslocated at 16, O.C. Fasteners shall have aminimumedgedistanceof30' and a minimum clearance of 2" from corners. Creator. F- Gonzales HARDIEPANEL, CFMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, ! no. 1 gaol Elm Avenue Fontana, CA 92337 FSCM. NO VWG 140 - - ` REV A I I PNL- PLK-SOFF Date: 4/24/2013 ` SHF67 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 I. PR0DE2EVLSED sconvbims vh& th.- Eklift i I l Fastener Spacing per Florida 8Oding Code Section 2322.3 ERAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALLAND SOFFIT FRAMESARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEEROFRECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEA__T_ HW_ G NOMINAL 518" THICK/5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORID_ A BUILDNG CODE SECTION 2322.3 CLADQ,N THE PANEL IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0. 09Z SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS V' C.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing STA S/ ONA FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND,GRAV17Y LOAD ARE NOT PART OF THIS APPROVAL ( MUST 'PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) kb WALL. HEIGHI B D_EiA_ lt_A be FZwi" NALL LFNGTH Stud Spacing at 16" O"-C,. 3/8" Minimum s r w- SEE PRODJCT DESCREPTOifi HardiePanele, CempaneM, 8. PVevahS DETAILA Panel Siding materials are nonasbestos fiber -moment products tested in 5/8" thick ! 5 ply APA ratedplywoodsheathingfastened accordance with ASTM C1186 Grade It, to metal studs as described Type A and meeting the requirements o'. I', in Kole t the Florida Building Code. Hr Water -resistive LengthWidthLength Thickness No. , barrierperFlorida Building Code 4! 8,9,10' 5116, a STATE } Section 14042 D_ESIGN P 3,ESSl1_RE f2ATII tG Ii 209a, 3-5/8"X 1.5/8" Installation Des," Pressure Metal Studs -104 psf t Cstud QNA . "li4t= elHardiePan, Impact Resistant — Panel installed over 5/8" thlck / 5 ply APA rated plywood sheai`tirg NOS at 6" O.C. (typ:) Prevail Panel siding Sheathing fastener; as described in Note Z. Panel fastener, as described in Note 2 HardiePanel® Siding I vJater -resistive barrier per Florida Building Code Section 1404. 2 5/ 8" thick 15, ply APA rated plywood sheafhingfastened to metal studs as described in Note 1. 20ga, 3 5/8" X 1-5/8" "Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. FIAE, DIEPANE.L'NiFANEt P , 1IAtL PANEL SIDING IIySTALLATION DETAILS All insta[jaU6n shall be Cone in conformance with this Notice of Acceptance; the manufacturer's installation recommendations, and the applicable sections of the Florida.Building Code. It Metal studswhere HardiePanel, Cernpanel, Prevail Panel"Siding will be installed shall be designed by an Engineer or Architecz per the Florida Building Code and the requirements of this N. O.A. Note 1] 518" thick15 ply APA rated plywood sheathing shall be attached to metal studs at 6"0e at panel edges and all intermediate supports using a No.8-16, 0.315" head diameter X 1-114" long bugle head screw The siding panels shall be installed over 518" tnic:< / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3 5/8" X IZZ' Metal C--SW is spaced am a omum of 15' O. C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/S` 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 through the 5/8" thick/ 5 ply APA r atedplywood sheathing into metal studs located at 16" O,C. it studs shall have a minimum edge distance of 3/8" and a minimurn clearance of from comers. Phone: 909.356-63pc Fax 909-427-0634 Creator, E..Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, I= 10901 Elm Avenue Fontana, CA 92337 12E FScm No DVVG NO REV A I PNL-PLK SOFF 1 SCALE' '1f2- = T-0" ! Date.'424/2013 I SH_ET 3 OF 12 I 6.00 I I• 6.00in. P4t4i UCZ' Ev Fii Y& with 24e E3.xidm z 17 Mj:4—Z-oLdaa —CcM&01 sy FRIiMtNG NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 161' O.C. FASTENED WITH 5/8" 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 SHEA?Ii1NG . NOMINAL 5/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING N0:8-18, 0.315" HEAD DIAMETER 1-1/4' LONG BUGLE HEAD SCREW CLADDING THE PANEL IS FASTENED WITH NO. 8-18, 0.316 HEAD DIAMETER 1-518' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND !NTERMEDIATE.STUDS 6.00in. Cladding 1 1 1 /1 1 i Framing i 1' ! I l I•I I Sheathing II I I I - I • I , • rrrrii i.,,,, 1 GA t t ' 121 OF- SATE i F DR1 P. i•i — f, ON .- I: FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARENOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPAN EL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTIONJIMJamesHardieBuildingProducts, Inc. 10901 Elm Avenue Fontana, CA 92337 D'hone:'909-356-6300 FSCM NO CM' NO PNL-PtK-SOFF Fax 909--427-0634 A Creator. IE Gonzales SCALE 1— 1'-0" Date: 4124/2013 sHE>:r 4 OF 12 1 T I WALL HEIGHT ALL LENGTH SF-= Stud Spacing at 16' 0.C. DETA L A rated ethick / oply APA i Ill d D". d as cnc*' Ping with * ;FS cw 314" Minimum 'Edge Distance f 0 Sheathing fastener, as described in Note 1 Nails at 16" O.C: (tyP-) Siding fastener, as described in Note 2 i HardiePlank, Cemplank, Prevail' Lap Siding. 1. Water - resistive barrier per Florida Building Code Section 1404.2 1% 5/8" 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 wall and soffit frames are to be designed by the Architect or Engineer.of Record in comr) riancewith the Florida Building Code. sS1DNP6- B_ B sheathing in accordancevnth Florida BuJcfing Code FIR0DUGT DESCRIPTIP HardiePlankO, GemplankT, & Prevailm Plank Lap Siding materials are nonasbestos fiber -cement products tested in accordance 4vitn ASTM C9186 Grade It, Type Aand meeting the requirements of the Florida Building Code. section23223 PANELP-LMEt+lS_LQN_S- water- resistive Width Length Thickness barrier per Fiotida 59-1/2" 12' 5116" 8: ui1cling Code Section 14042 DESIGN PRE-S_SULRJI RUING 2" X 4" S-P-F Installation . Design Pressure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant - Planks installed over 618" thick / 5 ply 1- 1 /4" iau x 5/16" APA rated plywood sheathing thick starter strip H. 2DlPLAT±i.KGENfPLANK PR1.4LASIQINS,J`ISALLATiON DAA1LS AltinstalationshaIIbQdoneinconformancewiththisNoticeofAereptance, the manufacturer's installationrecommendations, and the applicable sections of the Florida Bolding Code.. WoodstudswhereIlardiePlank, Cemptank Prevail Lap Siding will be installed shall be designed by an EngineerorArchi2ectpertheFloridaBuildingCodeandtherequirementsofthisN.0-A. Note 1} 5l8" thick! ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3- Planksshallbeappliedhorizontai[y commencing from the bottom course of the wall with -l-iW wide lapsatthetopoftheplanksuchthattheexposureareaofeachplankiss8-114" vertically- Note2] The siding fastener shall be a 2-1/2" long, 0.223" head diameter; 0.092" shank diameter, corrosion - resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically and s O.C:nhan t l f fasteners are driven into wood studs through 5/8" thick 15 ply APA rated plywoodg, areplacedintheoverlappingareaapproximately314" from the bottom edge of the overlapping plank Verticaljoints shall be placed over studs. Theplanksshallbeinstalledover5/8" thick 15 ply APA rated plywood sheathing supported by a minimum of 2"Xm 4" S-P-F wood studs spaced a ma)dmuof 16" O.C. Fasteners shall have a minimum edge distance of 316'. Creator. E. Gonzales. HARDI£PLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, lnc. 10901 Elm Avenue Fontana, CA 92337 NO A I i PNL-PLK-SOFF SHEET § OF 12 Date: 4/24/2013 4 Fastener Spacing per Florida Building Cod Section 2322.3 0,78in as 0 n 0y=SwitbmVl10rid* wcr Itio f 3 'f/, 0i So.25iR. f 1 Fastener Spacing per Florida Building Code Section 2322.3 . rRAMiNG_ NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL SZ' TH[CK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDf NG PLANKS.OVERLAP 1-1/4" THE E)(POSURE IS s8-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2° LONG, 0.223" HEAD DIAMETER, 0.09Z' SHANK DIAMETER, CORROSIOta- RESISTANT SIDING NAJLS,•PLACED 3W UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 16 in. Cladding Framing Sheathing theWick 121 i g STATE OF '% AR-fta =(Z 0101Vat FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND ifl`{Y LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDJEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 hone: 909-366.6300SME I FSCM No I ' NO FaX 909-427-06' 1 A PNL-PLK-SOFF I ed' its WALL LENGTH SEE PRODUCT DESCRIPTiQN Stud Spacing at 15' O,C_ DETAILA HardiePlana, CemplankG, and B<--- i A Prevails Plank Lap Siding materials r ---. ___---------•---. / en i - t rated plywood are non products tested in fiber-cement with sheaf ling fastened ASTM C1186 Grade 11, Type A and to mtal studs as r described 9n Note 1 meeting the requirements of the f 1 I 6 10' 0' 1 r, Florida Building Code. YY VVatei-resistive WALLi I 1 _ barrier per Florida pLgN1K DIMEPISION$ FIEIGHT j j F c D > ` F 1; Bur7aing Code Width length Thicknessfird`!" a J' - .• YY S.-c*-on 14042 s 9-1/2" 12' i Pr«3uaCoamul i ' i i 20ga, 3-5/87X 1-5/8', DESIGN PRESSURE RATING U. Metal C stud Installation PressureDesign Metal Studs -92 pst i - iardiePlank Prevail s`S Q%` Cemplank, B F ^ C? — Lap Siding Impact Resistant - CTIC Planks installed over 5/8" thick / 5 ply3i4" Minimum Edge Distance Nails at 16" O.C. -: P•) g B.g t-1i4'taI1X APAstrithickstarterprated plywood sheathing stripDETAIL i HARDiF3l1NK CEMPLAIVK. PR_EVAIL_LI P $31]ING iNSTALLAF1QiJ DE gIE.S All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation i Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. described in Note 1 . Metal studs where HardiePlank, Cemplank; Prevail Lap Siding winbe installed shall be designed by an PRtt0UCT fT Engineer or Architect per the Florida Building Code and the requirements of this N.OA Y aw 'ft I tote 1I 513" thick / 5 ply APA rated plywood sheathing shall be at7actied to metal studs at 6"oc at panel It II - to t u ' a No &18 D 315" head diameterx 1-1/4' long bugle head screw Siding fastener, as agesan a in nn is a suppo smg described in Note 2 ' Planks shall be applied horizontally commencing from the bottom course of the wail with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is S 8-1/4" vertically. j • jNote 21 The siding fastener shall be a minimum No. 8•-18, 0,315" head diameter X 2-1W long` bugle head HardiePlank, screw aver metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding is f fastened s 8-1/4" D.C. vertically and 16" O.C. horizontally' fasteners are driven into metal studs through 518" Cemplank, thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" Prevail Lap Siding from the bottom edge of the overlapping plank. e Vertical joints shall be placed over studs. Water -resistive ' The planks shall be installed over 518"thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-518" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. f barrier per Florida Fasteners shall have a minimum edge distance of 318". Building Code Section 1404. 2 518" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3- 5/3" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed Phone: 909 356 630C Fax 909- 427-,0634 by the " Architect or Engineer of Record in compliance with the Florida Building Code. Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Producls, Inc 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM t+10 CrAG I40 A PNL- PLKSOFF SCALE 1/ 2" = 1 --0, 1 Date: 4/24/2013 I sl Ear 7 OF 12 1 6.001n. r.— i6 in. OC Claddina 6,00in. 1 Framing i l6.00in,OC I Sheathing l 0.75in.T ova Revtsm No. 121 n '" '-7 -- -- STATE OF FE21 MmIG '--,., ff ' NOMINAL20 GAUGE S-5/8"X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS 2AND BOTTOM THE WALL( ANDRSOOFFiTFRAMES ARE OTO BEDTIOMDESIGNED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) COMPLIANCE WITH THE FLORIDA BUILDING CODE S Ir 1EkUjNG NOMINAL5/8" 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 BUGLENMI HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING HEAD SCREW INSTALLATION DETAILS METAL STUD CONSTRUCTION CLADDIPIG PLAhfKS OVER 1-IA" THE DCPOSURE IS s8-114" James Hardie Building Products,.inc. THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315" 10901 Elm Avenue HEAD DIAMETER X 2-1/4" LONG CORROSION- Fontana, CA 92337 RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SIZE PSCen No owG No ry SHALL HAVE AT LEAST 3 FULL THREADS Phone_ 909 356-6300 PENETRATING THE METAL FRAMING), PLACED 3/4' UP Fax 909 427-063a A PNL-PLK-SQFF 1 FROM THE BOTTOM EDGE OF THE PLANK AT EACH Creator E. Gonzales SCAU 1" = 1'-0" Date: Q24/2013 SHEET a OF 12 STUD LOCATION WALL WALL LENGTH - Stud Spacing at 16" O.C. 3/8" Minimum Nails at 4" Q.C. Distance of rt'fastener, as ascribedin Note 1 HardieSoffit, Cemsoffjt iMiniMum 2" X 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. pRQaIIGT ! FLCRIPTIOI-i HardieSofHM & Cemsoffit& materials are nonasbestos fiber - cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SOF_FtT QIMENSIQNS Width Length Thickness 4' 8, 114„ A SIGN I ,EZS I&1E.aRaTtKInstallation Design Pressure Wood Studs - 70 psf Ilt[irirrir< 0 „1 No- 4 21 a STATE OF FLORVO.: SSIO N A - uuri'rf gARD11RsQFF_iT Cf 1UIsoFFI1}\NEI, LISTALLAJJQN DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturers installation recommendations, and the applicable sections of the Florida Budding Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.QA The soffit shall be installed over minimum Z%4" S-P-F wood studs spaced a maximum of 16" Q.C. Note 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at4" 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 30' and a minimum clearance of 2" from corners. SEE DETAIL A i 2" X 4" S-P-F wood Studs HardieSoffit, Cemsoffit S_ CJLQN6. PIUMUC i• REViSM Rkawrida Building CO& Aaceptano, No 13-0311,47va ns12617 HARDIMFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10801 Elm Avenue Fontana, CA 92337 DWG NO PNL PLK- SOFF Creator: E. Gonzales Is"E 12" =1'-a^ f Date: 4r24/2013 9OF12 REV 4.00in.l BoOdLV C, & - 0 s'tfmg C.oac tea 007 FRRAR NG NOMINAL 2 X 4" S-P-F WOOD STUDS 6" O.C. FASTENED WITH 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 CLADDING THE SOFFIT IS FASTENED WITH 2' LONG, 0-=3" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C..AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing* GA N0. 121 ` STATF OF FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OFT?-HS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) WALL LENGT-HI Stud Spacing at 16* O.C. ' a—_ I I I i+i I i•; WALL ' iHEIGHTi i' i r I I aa- I 3/8" Minimum DEI 1ItiA Nails at 6" O, C. (typ. Distance fastener, as ribed in Note 1 HardieSoffit, Cemsoffit 209a, 3-5/6" X 1-5/8" Metal Gstud LThe wall,and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida: Building Code. pkQQO CT—DESCRtIMO_N. SEE Hardiesoffite & Cemsoffin materials DEfAILA are ronasbestos fiber -cement products tested in accordance with,ASTM C1186 Grade Il, Type A and meeting the requirements of the Florida Building Code. 20ga, 3-5fS" X 1-5F8" S(?_FFiT 1Zf1N9NSIONS Width Length Thickness Metal Gstud 4, $, J„ HardieSoffit DES_IGI, \[ PF2ESSI)RE'RA I NG cemsaffit Installation Design Pressure Metal Studs -Wf 9P01 'r-Xe o 0. t. UU Llt SEGTIQN B=6 MODUC7fREVL%W a`s • cj PRODUCIrREVISM as—Toyiwwith thekk6ft `` as cocorn Wi& ike 1346Wa s ( ode ; 0. awmft c a ccpt nacxo !.3•a?, /•di 121 En 7 STATE OF JDN cam+ I +`` hARD( ESQFFIC.GEMSOF_F_IT_PANEL INS_T_ALLATIO@j_DETAILS ` AL N rltoo Ali installation shall be done in conformance with this Notice of AeceptanC!`'hS anufacturer's installation recommendations, and the applicable sections of the Florida Bvilding,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 KOA b The soft shall be installed over minimum 20ga, Nominal 3-5/8"X 1-5/8" Metal C-studs spaced a maximum of IV, O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diame,er X 1-1/4" long' ribbed bugle head screw (*or screw shall have at least full threads penetrating metal framing); ihe 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 ,:W' and a minimum clearance of 2" from caiTiers. Creator. E Gonzales HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSfUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Eim Avenue Fontana, CA 92337 FSW NO 12 T-0" G NO -REV PNL- PL.KSOFF 1 Date: 4F24I2013 ISHEET 11 OF 12 Cladding Framing 6.01in. J PR ODII.= REV U-W . w wVbwe ws b dw FbUftPRCDDIJC a D MLAIOIR o C lfjfffar ii rzo t3 3N. 1 i' C,AWA By Qe=rml No c A. STAB OP.: _, sslon e FRAMING. '''•'•Fir>rf J' NOMiNAL20 GAUGE 3-5/8" X 1-5/8"STEEL STUDS 16" O,C'. FASTENED WITH 518" 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 WITH THE FLORIDA BUILDING CODE CLADDING Mir HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18, 0.3'15" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETERX 1-1/4'LONG CORROSION RESISTANTRIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACESCREWS6" O.C. AT PANEL EDGES AND INTERMEDIATE 10901 Elm Avenue STUDS .Fontana, CA92337 Phone: 909-356-6300 SIZE FSCM rIo DWG No REV Fai<909-427-0634 A PNL-PLK-SOFF 1 Creator., E. Gonzales SCALE 1" = 71'-0" iDate: 412411013 SHED 12 OF 12 Florida Building Code Online Page l of 2 ni ida k 0r. F; 86Is Home i Log in User Registration [ Hot Topics Su6mlt Surcharge j Slats & Facts Publications FaC Staff i ECIS S,ta MapLinkg Search i Buslnes 62 , Product ApprouaiProfessionalli Regulation Product Approval Meno >. Pro4uct,or Aoalicatlon.Search>'Aoolicatior. List > Application Detail fay x 5tli' FL-# FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived Product Manufacturer Add ress/Phpre/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 of 3 Silverline Building Products Corp. One Silverline Drive North; Brunswick, NJ 08902 800)234-4228 Ext4544 Jon'berrian@sibp. cam on Berrian onberrian@sibp.com Windows Single Hung Certification Mark or Listing Window and Door Manufacturers Association Window and Door Manufacturers Association Standard AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/1.S.2/A440 Method 1 Option A 02/16/2016 FL # I Model, Number or Name I Description Year 2011 2008 http:/iv4,A,v'.floridabuilding.org/l)r/pr_app_dtl.aspx?param=wG> VYQ vtDgtvA%2bxinzkl... 2/1912.016 Florida Building Code Online; Page 2 of 2 19715.1 1 Series 2900/4900 Single Hung, Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ:Yes Impact Resistant: No Design Pressure: N/A Other: See Installation Instructions, SWD002, and Product Evaluation Report, PER3947, for design pressures and installation requirements. Extruded Vinyl Single Hung Window Certification Agency Certificate FL19715 RO C CAC 2-4-16 CCL-_iSt.Ddf Quality Assurance Contract Expiration Date 12/16/2016 Installation Instructions FL 19715 RO II SWf7002 SS 2016-02-03.ndf Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes Back lyext Contact Us :: 1940 North Monrce Street Taitahassee FL-12D2 Phanem 830-<87-1824 The State of Florida :s. an AA/EEO. ernpkayer. Qqy iohr2007-2013 2ilte of FloeLia :: Privacy .Statement;: Accessiblity. Statement :: Refund Statement Under Florida law; email addressesarepublic records. If you do not wantyour e-mail : address released in response: toga 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, p!ease contact 850.487.1395. *Pursuant to Section 455. 275(1), Florida Statutes; effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication withthe licensed However email addresses are puLiic record. If you do not wish'to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F. S., please click here . Product Approval Accepts: it—, —cc EM h-ap:// www. floridabuilding.orgl r/pr_app_dtl.aspx?p-,Irani--wGEVXQwtDgtvA%2bxmzkl... 2i 19/2016 INSTALLATION NOTES: 1. ONE (-) INSTALLATION ANCHOR IS REQUIRED.ATEACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE U<_TED- - - 3. INSTALL INDIVIDUAL. INSTALLATION ANCHORS W ITHI N A TOLERANCE OF it/2 INCH 1 HE DEPICTED LOCATION & SPACING IN IHE.ANCHOR LAYOUT DETAILS LE,, WI It tOUI CONSIOC'IIATION OF TOLLRANCLS). I OLCRANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR To THE NEXT. 4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHI MIS). MAXIMU M AL LDWABIF.SHIM STACK TO BE 3/81NCH. SHIM WHERE SPACE OF I/161NCHORGREATEH.00CURS. SHIM(S) SHALL. BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER., S. FIN INSTALLATION: FOR 'INSTALLATION . INTO WOOD FRAMING USE.48 WOOD SCREWS OR I GAUGE ROOFING NA1L5 OR 10J COMMON NALS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/8" EDGE DISTANCE, 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USEHB SELF - TAPPING SCREWS, OF SUFFICIENT LENGTH. TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATIONBEYOND METAL WALL. INSTALLATION SHALL MAINTAIN PAIN. 3/ 8"EDGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 410 WOOQ SCREWS OF SUFFICIENT LENGTH TO ACHIEVE .1.1/2 INCH MINIMUM EMBEDMENT INTO WOODSUBSTRATE. 8. THROUGH FRAME INSTALLATION:. FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY; USE 3/161NCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1-1J4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4" EDGE DISTANCE.. 9. THROUGH. FRAME INSTALLATION: FOR INSTALLATION INTO METAL'. STUD USE 410 SELF - TAPPING SCREWS OFSUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING'R11T 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, 12, FORHOLLOWBLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCEISMEASU RED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JONT INTO FACE SHELL OF BLOCK. 13. 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 BY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WLFH THE FOLLOWING PROPERTIES: A, WOOD- MINI MUMS SPECIFIC GRAVITY OF-0.55. B. CONCRETE -MINIM U MLOMP R ESSIVE STRENGTH OF 3000PSI, C..GROIIT-FILL FD CMU-UNIT STRENGTH CONFORMSTO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AND CROUTCONFORMS 10 ASTM C 476, MINIMUM GROUT' COMPRESSIVE STRENGTH OF 2CX70 PSI. D. HOLLOW BLOCK CM0 - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM. COMPRESSIVE STRENGTH OF 2000PSI. E. STEEL- MINIMUM YIELD STRENGTH OF 33KSI. MINIMUM WALL THICKNESS OP 47.8 MIL .(0,0478:" or 18 GAUGE). MIN. 1/2" EDGE DISTANCE. F..ALUMINUM - MIN' IMUMALLOY 6063-T5. MINIMUM WALL THICKNESS OF 1/ 16". MIN._ 1/2" EDGE DISTANCE, SILVERI SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW GENERAL NOTES! 1. THE PRODUCT SHOWN HEREIN 15'DESIGNED AND MANUFACTURED TO COMPLY WITH THE 5TH EDITION 2014) FLORIDA BUILDING CO DE EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE. FOLLOWING AAMAJWDMA/CSA101/ 1. S.Z/A440-DB/11 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETEIMASONRY, 2X FRAMING, AND METAL FRAMING AS A MAIN WIND. FORCE.. RESISTING SYSTEM CAPABLE Or WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF 1"H E ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. 1X AND 2X: BUCKS (WHEN USED) ,SHALL 'BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN, REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION, 4. THE IN5TALLAT10N DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL' CONDITIONS FOR A SPECI FIC. SITE. IF SITE. CON DITIO NS'CAUSE. INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, ALICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZAREAS. IN HVHZ AREAS, ONETIMIEPRODUCT APPROVALTO BE OBTAINED FROM MIAMI-DADF PER OR AHT, S. APPROVED: IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE, 6. WINDOW FRAME MATERIAL: PVC: 7, IN ACCORDANCEWTT' H THE`SFF EDIION FBC, WOOD COMPONENTS SHALL HAVE. BEEN PRESERVATIVE TREATED ORSHALL BE OF A DURABLE SPECIESAS DEFINED IN CHAPTER 23. S. GLAS5MEET5 THE REQUIREMENTS OFASTM E 1300 GLASS CHARTS'. SEE SHEET 6FOR GLAZING DETAILS. NON -IMPACT) TA Ri.E OF CONTENTS SHEET I REVISION SHIEETDESCkIPTION INSTALLATION A: GENERAL NOTES ELEVATION 3: ANCHORLAYCUTS 4 VERTICAL & HORIZONTAL SECTIONS {NAIL. FIN) 5 VERTICAL & HORIZONTAL SECTIONS (THROUGH FRAME). 6 HORIZONTAL SECTIONS, BUCK INSTALLATION, & GLAZING DETAIL MAX: OVERALL. 51ZE CONFTG. DESIGN PRESSURE' MISSILE IMPACTRATING WIDTH HEIGHT` 36" 94" O/X 35/ 35. PSF NON IMPACT 38" 15" O/X SOY -50 P5F NON IMPACT 38" 74' WX 50 - 50 P5F NON IMPACT 38" 77" O/X 35 J-35 PSF NON IMPACT 44' 62" O/X- 50 / -50 PSF NON IMPACT 48" 72°. O/X 35 / -35 PSF NON.I,W'A6T 48": 84" O/X 20J-20 PSF NON IMPACT 52" 72" O/X 251.23 P5F NON IMPACT 36" 83.75" O/ X (ORIEL) 35,/ -35 PSF NONIMPACT 48" 96" O/X (ORIEL). 20 / -20 PSF NON IMPACT 72" 62" OJX-O/X 35 -/ -35 P51F NON IMPACT 72" 84" OJX-0/X 35 / -35 PSF' MON IMPACT 76" 11.1 O/X= 0/X 50Y -50 PSF NON IMPACT 76" 76 72" 77" O/ X- O/ X O/ X•O/X 50 / - 50 PSF 25 / -25 PSF NON I. MPACT NON IMPACT 80" 1., O/ X-O/ X 35 / .35 PSF NON IMPACT 96" 74" O/X-O/ X 301-30 PSF NON IMPACT 108" 62 O/X-O/ X-O/X 50 / -50 PSF NON IMPACT 108" 72" C/X-O/ X-O/X e50 Y-50 PSF NON IMPACT 108" 84" OIX-O/X- OLX 25 / -25 PSF NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document FL#-, FL19715 Date: 20116.02.03 09A0: 44-05'00' Silver Line Il Andersen wraoows• oo oas ONE SP- VECLINEORIVE NORTH Mu_ Cc: W08902 vH ( T52)J S-Mo0 z oa C' N 5 Z NJZ H m L-Km LUz 1 v d g H Uj exio_ j k01 T- iL DWGg: Swb002 SHEET: 1 OF G MAX. FRI HEIGHT I V Ii 1 i i MAX. FRAM HEIGHT 9E MAX. FRAME WIDTH 48" ELEVATION MAX. FRAME WIDTH 96" ELEVATION TWIN SINGLE HUNG WINDOW QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL 2901.4901 RATINGS, SINGLE UNIT CONFIGURATIONS QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL 2902-4902 RATINGS, TWIN UNIT CONFIGURATIONS MAX. FR HEIGHT I MAX. HEiF MAX. FRAME r WIDTH-.48" ELEVATION SINGLE 'I'IUNG ORIEL WINDOW MAX. FRAME WIDTH 108' TRIPLE SINGLE HUNG WINDOW SilverLine b>Andersen KIM w le rtows •noorts ONE SILVEN.1 F.OLIVE NOR 416RUNS4 CK. NJ 08902 PHA. CISR)9J5-10UG 0 3 V M N " p mHz ccw x w T H m e N p i jGq rn d Wh o V li Z. NG ;#: S W b002 IEET: 2 OF 6 2" MAX, --{ 11" MAX. FROM --..._......._.._. O.C. CORNERS ii" MAX.,_ O C. I 2" MAX. FROM CORNERS TNOTE:'44" r 62" UNTT5 AT DP SD P5P SHA, PE ANCHOCE MAX 6"O.C, AT HEAD..TAAtR: AND SILL ANCHOR LAYOUT NAIL FIN -SINGLE HUNG WINDOW 2" MAX: FROM _ 4 1/2' MAX, CORNERS fl ) O.C. 41/2" A O.0 AXJ 2" MAX. -j— —^ 4112"-MAX.. FROM J (— CORNERS O.C. ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG WINDOW 1" MAX. FROM CORNERS 6" M O:C 1" MAX 1 FROM CORNERS 6" MAX. FROM -- 20" MAX. CORNERS I_.......... -____ __ O.C. 6" MAX. 6" MAX. FROM FROM ` I 123/4" MAX. CORNERS CORNERS r IY r—r O.C. 20" MAX O.C. L 6" MAX. FROM CORNERS ANCHOR LAYOUT THROUGH FRAME -SINGLE HUNG WINDOW t--- 16.1/21'' MAX. O.C. 6" MAX. FROM CORNERS 16 1/2" MAX: OCC. 6 MAX. 1 P/N 50-2995-2 FROM J SEE SHEET 5 FOR DETAILS CORNFR5 ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW 6" MAX; O.G. ANCHOR LAYOUT NAIL FIN -TRIPLE SINGLE HUNG WINDOW ANCHOR STRAP P/N 50-2995-2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT THROUGH ,FRAME -TRIPLESINGLE HUNG WINDOW SilverLine. 2" MAX. -j— —^ 4112"-MAX.. FROM J (— CORNERS O.C. ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG WINDOW 1" MAX. FROM CORNERS 6" M O:C 1" MAX 1 FROM CORNERS 6" MAX. FROM -- 20" MAX. CORNERS I_.......... -____ __ O.C. 6" MAX. 6" MAX. FROM FROM ` I 123/4" MAX. CORNERS CORNERS r IY r—r O.C. 20" MAX O.C. L 6" MAX. FROM CORNERS ANCHOR LAYOUT THROUGH FRAME -SINGLE HUNG WINDOW t--- 16.1/21'' MAX. O.C. 6" MAX. FROM CORNERS 16 1/2" MAX: OCC. 6 MAX. 1 P/N 50-2995-2 FROM J SEE SHEET 5 FOR DETAILS CORNFR5 ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW 6" MAX; O.G. ANCHOR LAYOUT NAIL FIN -TRIPLE SINGLE HUNG WINDOW ANCHOR STRAP P/N 50-2995-2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT THROUGH ,FRAME -TRIPLESINGLE HUNG WINDOW SilverLine. bYAiIdersen KII p96 WL'•p ONE STLVEe LDk:E OFTVE NOFTH BWN5WCCK: W 08902- PHk(7b2)435.lOCq li w 0, N H o n H+..oZ Zm¢ w.w Z. Z Z w m a Z h Lu v F, w< Q Lu a 4 U a m I I r ^ Z-- II a v V 4y n r n > ww '_• m JI co fV T U Z 0 DWG #: SW[)002 SHEET: 3 OF 6 CONCRE-TV MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY & 2X -- WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET FOR CONNECTION DETAILS 8 WOOD SCREW -- INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERSPERIMETER SEALANT O.A. BY OTHERS UNIT HEIGHT EXTERIOR 1 SEE GLAZING DETAIL.; SHEET 6 1 1 / 2" MIN. EMBEDMENT 4 3/8" MIN. EDGE DIST 1/4' MAX, SHIMSPACE 1 SASH REINFORC INTERIOR SEE SHEET 6 FOR REQUIREME SEE GLAZ DETAIL SHE INTERIOR VERTICAL SECTION EUO HEAD-2X WOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O. A. UNIT HEIGHT PERIMETER SEALANT i\ BY OTHERS I 1/4" MAX: EXTERIOR F2'NTSH u SHIM SPACE BY OTHERS 0 k8 WOOD SCREW ra INSTALLATION ANCHOR----- 3/8"MIN. EDGE DIST, ZX WOOD BUCK BY OTHERS SEE SHEET 6 FOP---- R d CONNECTION DETAILS CAULK BETWEEN a . CONCRETE/ MASONRY CONCRETE/ MASONRY G 2X i1/2" MTN, BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT q VERTICAL SECTION 4 SILL. 2X WOOD BUCK NAIL FIN EXTERIOR O. A. UNIT WIDTH 1/ 4" MAX. y MIN. 3/8" EDGE DISTANCE SHIM SPACE G 5 MIN. 3 THREADS G PENETRATION BEYOND 6\ METAL STRUCTURE 8 GR, 5 SELF-TAPPING'SCREW INSTALLATION ANCHOR METAL. STUD BY OTHERS, 5EE SHEET 1 INSTALLATION J NOTE 14 E q EXTERIOR FINISH BY OTHERS PERIMETER SEALANT BY OTHERS HORIZONTAL SECTION 4 JAMB - METAL STUD NAIL FIN SilverLine tnAndersen W YM 00 Vlb•OOO FS ONE 5TWERUNE O -,W NOR- BRVNSWICC, NJ 08002 FH; 1, 752) 435-1000 o.o l- NYg a. rn 0 VI Z O 7-LL U ii w . •awZ. m , 2 Lu m. U Q N N m 7m x O tiz O. r1 s t T T l) m N J F Qom: }y 5, U.Z a, 4 V DWG t1: SWD002 SHEET: 4 OF 6 16 WOOL) SCREW—, INSTALLATION ANCHOR CONCRETE/MASONRY BY OTHERS CAULK BETWEEN CONCAETE/MkSONR BY OTHERS 3/4" MIN. EDGE DISTANCE ?.X.WOOD SVCK/5TUD BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS SASH PEIT SEE SHEET 6 FOR REQUI SEE 11/2" MIN. DETAIL EMBEDMENT 1/4" MAX. PERIMETERSEALANT SHIM SPACE BY OTHERS O. A. EXTERIOR i INTERIOR UNIT HEIGHT SEE ' GLAZING DETAIL, SHEET 6 VERTICAL SECTION HEAD - 2X WOOD BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 fX- T—piop INTERIOR ANCHOR STRAP, AT TWIN & TRIPLE CONFIG. ONLY: SEE PLAN V1EW-ANCHOk STRAP O.A, UNIT P/ N 5O2995-2)' DETAIL AT RIGHT FOR INSTALL. L, REQ.1/4" MAX. PERIMETER. SEALANT BY OTHERS SHIM SPACE eXTEP10k FINISH MIN. 1 1/4" BY OTHERSV. a. 4 EMBEDMENT PRECAST SILL BY OTHERS 3/16" ITW TAPCON 4 4 INSTALLATION ANCHOR ea 1 3 MIN. EDGE DISTANCE VERTICAL SECTION SILL. CONCRETE/ MASONRY THROUGH FRAME 1/4" MAX. SHIM SPACE MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN. 112." EDGE DISTANCE INTERIOR 10 6R.! j SELF-TAVVIN6i SCREW INSTALLATION ANCHOR METAL TUBE/ STUD OP. APPROVED MULLION BY OTHERS, SEE SHEET I INSTALLATION NOTE 14 PERIMETER SEALANT EXTERIOR BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION JAMB - METALTUBE/ STUD OR APPROVED MULLION THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME, HOLES PROVIDED 4,6600—'-4.00001 TO ACCOM,OOATE #14 DIA. 2.0000- 2.0000- 0.0620- 0.5000( 2) 2.3750 2)—i 6.0000-1 INSTALLATION ANCHORS FROM ANCHOR STRAP TO PLAN VIEW --. ANCHOR STRAP (P/N 50-2995-2) OPENING. SEE ANCHOR REQUIREMENTS BELOW - ANCHOR STRAP ANCHORINGR.EqUlkEMENTS; A, FOR INSTALLATrOWib CONCRETE/MASONRY, USE (4) 3/16" ITW TAPCdN5 PER 5 1 RAP, MIN. 1-1/4" EMBEDMENT; MIN, 1-3/4" EDGE DISTANCE. B. FOR INSTALLATION TO METAL 57U, USE (4) #10SELF-DRILLING SCREWS,. GP. 5, PER STRAP, MIN 3 THREADS PENETRATION, MIN.3/4" EDGE DISTANCE. C. FOR INSTALLATION 6WOOD, USE (4)#10 WOOD SCREWS PER STRAP, MIN. 1-1/ 2" EMBEDMENT, MIN. I- EDGE DISTANCE. SilverLine byAnderSen QIIE wqr, 4nz Z z moZ iti . > U) a cs - V) 0411 ... [ Uj: :-gk-flOF EXTERIOR. INTERIORI i VERTICAL SECTION MEETING STILE INTERIOR 7ieSMALL' FRAME LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF. REQUIREMENTS REQUIREMENTS. HORIZONTAL SECTION 6 INTERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING I5 REQUIRED FOR THE FOLLOWING SIZE/RATINGSi 48 X 72, (O/X),. DESIGN PRESSURE 35 PSF 36 X 84, (O/X), DESIGN PRESSURE 35 PSF 38 X 74, (0/X), DESIGN PRESSURE */- 50 P5F 38 X 77. (O/X), DESIGN PRESSURE 35 P5F 72X84,(O/X-O/X),DESIGN PRESSURE +/-35PSF 76 X 72, (O/X-O/X),_DESIGN PRE55URE */- 50 PSF 108 X 62, (O/X-0/X-O/X), DESIGN PRESSURE /-50 PSF 10B X 72, (OIX-O/X-0/X), DESIGN PRESSURE t/-50 PSF IE - STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (0/X-O/X), DESIGN PRESSURE */- 35 PSF 0 - STEEL INTERMEDIATE FRAME'SMALL' REINFORCING. IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DE5IGN PRESSURE -/-.35 PSF NOTE: ALL GLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLA55 LOAD RESISTANCE. 5/8" O.A. LG. 6LA55. EXTERIOR f INTERIOR i oR (j MIN. GLASS V _ ILI BITE:1/2" i/8" SETTING'BLOCK GLAZING DETAIL NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAYBE ADJUSTED TO MAINTAIN 1" MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED I5 NOT EXCEEDED. 2. BUCK MAY BE FLUSHWITHFACE OF THE BLOCK. 1/ 4" ITW TAPCON ANCHOR 4" FROM CORNERS 16" MAX O.C. THEREAFTER ZX WOOD BUCK OF SUFFICIENT\ DEPTH TO FULLY SUPPORT j WINDOW FRAME. J_ BY OTHERS 1 1/4" MIN. EMBEDMENT. - _ 11/2" MIN. EDGE. M-'• r DISTANCE 2" MIN. EDGEI DISTANCECONCRET€I.MASONRY BY OTHERS BUCK INSTALLATION DETAIL SilverLine byAndersen I9711 W N DOWS.OU O ONE $ ILVERLINE OAIVE MoR,. GaVNsw=, w OR902 PH: [ 752) 435-1= v Imo- c i m M 3m H a <^ S.Za ow$x W Z h iSWU LL m 4X m No.. j; 0v;w.m n. W m CD N.- j O H m 7 x N n a. H ? Lu 0, a Q V) z u m M w i Z Y H 10 g Z a DWG \#: 5 YY dOOz SHEET: 6 OF 6 f V'llNDQVV & D a 5 A S T)O> allmark@ Certificate of AMS, INC. t IN A(til.iin{.Y178tivcWDMAConformanceandLicenseCCLCLiPiEi„ tGlgl'q 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-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psf 440-H-025.36 2900/4900/ 70 Series 101/t.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm 69241.01-109-47 7/17/2012 318/2017 9142127mm (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 9141930 mm (36x76 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025A2 2901/4901 101/l.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118xl905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/112017 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 WINDOW & DOOR MANUFACTUREIRSAS=AT11014 Hallmarkg Certificate of F AMS, tN'C. Conformance and License (CCL) vu" M A toe,a.ln. 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 1118x1575mm* (44x62in*)- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 2900impact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/LS.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219xl829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 101/l.S.2/A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm * (38 x 74in*) Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 201/2021203-94 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 1321 mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (--52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW A DOOR RIO 9 MANUFACTURERtS A lATION Hallmarkg Certificate of NNIS, INC., ' u ridrnd aistraabFc h fancygc s nt lq Wu"M" m A Conformance and.. License (CCL) Svse Mti ' 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-025.57 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.) Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf; Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/2901-4901 Single Hung Window 101/l.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-109-47 10/9/2014 8/6/2018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-1-1-025.62 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf'; Water Test Press 260Pa (5.43psf) 440-H-025.64 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72) * Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.65 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) * Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 101/l.S.2/A440-11Class R-PG20; Size Tested, 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x.2438mm (48 x 96) Type- H; DP +20/-20 psf; Water Test Press 150Pa (3,13psf) 440- H-025.67 2900-4900Series/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 psf; Water Test Press 360Pa (7.52psf) 440- H-025.68 2900-4900 Series/2901-4901 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 psf; Water Test Press 360Pa (7.52psf) WD- 20 10114109 Friday, May 13, 2016 Page 9 WINDOW & BOOR MANUFACTURERS ASSOCIATION allmarkg Certificate of AIvSz INC. E mA y: Administmav c N4anagcn t U M Conformance and License (CCL)=i. 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-025.69 2900-4900 Seri es/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109-47-r1 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.70 2900-4900/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)* Type-H; DP +501-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.19 2907TWI4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in)-H 440-H-027.20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in)-H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm* (72x84in*)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7/22/2017 1994x1524mm* (79x60in*)-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-027.23 2902/4902 Twin Single Hung Window 101/1 S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.25 2902/4902 Twin Single Hung Window 101/I,S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/l.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 +351-35 psf; Water Test Press 260Pa 5.43psf) WD-20 10/14/09 Friday, May 13, 2016 Page 10 ErVtNC3OW & 000B MANUMTMERS AS$OCtA'nON HallmarkikCertificate Of . A S, INC. 9WDMA Conformance and. License (CCL) Silver Line Building Products Mfr 1D: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-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 psf; Water Test Press 180Pa (3.76psf) 440-H-027.28 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) * Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.29 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)* Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.30 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psf; Water Test Press 360Pa (7.52psf) 440-H-027.31 2900-4900/2902-4902 Twin SH 101/ .S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.32 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)* Type-H; DP +501-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.33 2900-4900/2902-4902 Twin SH (Finless) 101/l.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-028.14 2903/4903/ 70 Series 101/I.S.2/A440-08 ClassR-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 2737xl575mm (108x62inrH 440-H-028.15 2900/4900/ 70 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 2900/4900/70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1/17/2017 2718x1575 mm* (107x62 in *-H 440-H-028.18 2903/4903 Series 101/I.S,2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516,01-109-47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 WINDOW & DOOR MANUFACTURERS ASSOCIATION Hall arkg Certificate of r AMS,INC. and License (CCL) Administrative Managrnscnt MWDMAConformance Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-109-47 11/7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; DP +501-50 psf; Water Test Press 360Pa (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-028.22 2900-4900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +301-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/t.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in)-H 440-H-029.07 4900/2900/70 101/l.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. 5.43psf) 440-H-029.08 2900-4900/2907-4907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psf) 440-H-030.16 2907TR/4907TR Series 101/i.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WINDOW & DOOR MANUFACTURERS ASSOCIATION Hallmarklk Certificate of AMS, INC. U- 7 y Admiuiumavc, ManagementWDMAConformanceandLicense (CCL) Swatem.4,1nc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540 Transom (Specimen 1) 101/I.S.2/A440-11 101/I.S.2/A440-11 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. Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) By: 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 c John UcFee, VP of Certification 11 /23/2015 4/27/2025 11/23/2015 4/27/2025 PDAM Hallmark r t, Rhonda Schot-7, Authorized Representative, AMS By: -If Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)6734828 www.wdma.com TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Of 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL19715 51h 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' ji III111/l//// DES F. o 0 7 0 C DP.• - : GNP ONA ;` 1I'I1HermesF. l orero, P.E. Florida No. 73778 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 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 1a of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 5th Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5th 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 5" Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date: 12/15/2015 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 #: CER1508). Performance Standards: The product described herein has been tested per: Referenced Data: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: 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 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates areas follows: Nailing Fin Installation: FL#: FL19715 Date: 12/15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. For concrete (Min. f'c = 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. f'c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 10/27/2016 Florida Building Code Online BCIS Home P Log In I User Registration i Hot Topic Submit Surcharge ( Stats & Facts # Publications t FBC Staff BCIS Site Map Links { Search A nda rrr rrr Product Approval USER: Public UserD E *c: vra yu m Product Approval Menu > Product or Aoplication Search > Application List > Application Detail 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 6 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL9174 R11 COI Cert of Ind Scates 2011 s.odf Standard DASMA-108 DASMA-115 Year 2002 2005 https://www.fl oridabui Idi ng.orglpr/pr_app_c tl.aspx?param=wGEVXQwtDqufl 1 J RfWxf6u7ojnl0heH %2bR KJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10127/2016 Florida BuildingCode Online Product Approval Method Method 1 Option D Date Submitted 04/06/ 2015 Date Validated 04/28/ 2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/ 2015 Summa of Products t --- A # Model, Numberor Name De! 9174.1 5120 / 6100 / 9100 #0228 19' 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: +26.90/- 30.80 Other: 9174.2 15120 / 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. Installation Instructions FL9174 R11 II 0228 318958 P7.pdf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuQQlementP16 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 R11 AE FL09174 r9 Affirmation for FBC 5th 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 Rll II 0229 318959 P8.odf FL9174 R11 II Track Supplement 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.pdf FL9174 R11 AE Eval Rent 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.1)df Created by Independent Third Party: Yes 9174.3 15120 / 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: Installation Instructions FL9174 R11 II 0230 318960 P10.Ddf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSupolementP16 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.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.4 5120 / 6100 / 9100 #0231 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. 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 0231 318996 P5.Ddf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 1I WDJambSuoolementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 9' 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 Installation Instructions FL9174 R11 II 0234 319022 P5.Ddf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 II WDJambSuDolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 https:/Amww.floridabuiIdirig.org/ pr/pr_app_dtl.aspx?param=wGEVXQwtDquf 1JRfWxf6u7ojnlOheH%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.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0235 319023 P6_pdf Approved for use outside HVHZ: Yes FL9174 -R11 II 319040 P1 Post.pdf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSuoolementPl6 s.Ddf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created, by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0232 318999 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 tI Track Supplement Chart P10.pdf Impact Resistant: No FL9174 R11 II 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 653.Ddf door. FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.8 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 HVHZ: No FL9174 R11 II 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.odf Design Pressure: +18.50/-20.70= Verified,. By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 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 HVHZ: No FL9174 R11 II 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.Ddf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Design Pressure: +30.00/-33.50 FL9174 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 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 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 HVHZ: No FL9174 R11 II 0237 319025 P6.pdf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Design Pressure: +39.20/-43.70 FL9174 Rll II 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 653.1)df FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes https:!/www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquFlIJRtWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 3/6 10/27/2016 Florida Building Code Online 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 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: +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. Installation Instructions FL9174 R11 II 0600 319026 P4.odf FL9174 R11 II 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 R11 AE Eval Rent 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing j 0601 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: +41.00/-46.30 Other: Installation Instructions FL9174 R11 II 0601 319027 P4.Ddf FL9174 R11 II Track Suoplement Chart P10.pdf 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.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 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: +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 5120/5140/6100/9100/9400/9600 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. Installation Instructions FL9174 R11 II 0602 319028 P5.Ddf FL9174 R11 II Track Suoolement Chart P10.Ddf FL9174 R11 II WDJambSuoolementPl6 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 R11 AE FL09174 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 II 0603 319029 P5.pdf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.1)df FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.15 1 5120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing I i #0604 1 available in top or intermediate section. j Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 II 0604 319030 P5.Ddf FL9174 R11 II 319040 P1 Post.odf FL9174 R11 II Track Suoolement Chart P10.Ddf FL9174 R11 II WDJambSuoolementPl6 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.Ddf FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 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 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0605 319031 P4.1)df Approved for use outside HVHZ: Yes FL9174, R11 II Track Supplement Chart PSO.Ddf Impact Resistant: No FL9174 R11 II WDJambSuoolementPl6 S.odf https:lAvww.floridabuilding.org/pr/pr_app_ol.aspx?param=wGEVXQwtDquBIJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 416 10/27/2016 Florida Building Code Online 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. 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.pdf FL9174 R11 AE FL09174.r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 19174.17 5120/5140/6100/9100/9400/9600 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 is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0606 319032 P6.pdf FL9174 R11 II 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuDDlementP16 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.Ddf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.18 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only - 0609 1 no glazing available. 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 is 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 is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0609 319035 P5.pdf FL9174 R11 II 319040 Pt Post.pdf FL9174 R11 II Track Supplement Chart P10.Ddf 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 R11 AE Eval Rept 9100 ri s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf 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 II 0608 319034 P4.odf FL9174 R11 II Track Supplement Chart P10.Ddf 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.pdf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf 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 Rll II 0607 319033 P5.Ddf FL9174 R11 II Track Suoplement Chart P10.Ddf FL9174 R11 II WDJam1bSuoolementP16 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.Ddf FL9174 R11 AE Eval Rent 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes BaUt 'Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approva l Accepts: hops://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquFl1JRiWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 56 10/27/2016 Florida Building Code Online W Rid Credit Card Safe https://www.floridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquFl1JRfWxi6u7ojnl0heH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 616 A Division of Overhead Door Corporation 5PT"111 O'WPj I I I MKI rer, 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 NorE s 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 16 800 9 7 1 6 p"8F No.51737 ' O STATE OF QZZ LOR IIII111t 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/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. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS 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)"oTE 3 100 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 No. 51737 If O Is STATE OF ; Ali SS,oNa 1111110 ? LORID 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fU2 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 7SO07 FL PE 51737 TX PE S6308/1`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/FT NOTES 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 110 13 1 16 800 1 10 13 1 15 r • No.51737 '\ r O STATE OF LORV jss ONA;``\ IIIII 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 56308/1`2203 Revision P16 SCHEDULE4 3/8" 0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT Nore4 2500 PSI CONCRETE NOTE i 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLED CMUN11E2 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 1 N/A 780 16 18 1 N/A 800 1 16 1 17 1 N/A No. 51737 O STATE OF 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16f /2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:01-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE S6308/1`2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT"oTE4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE 2000 PSI GROUT FILLEDCMU"oTEz 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 1 17 1 17 1 8 TFcp,ii No. 51737 O STATE Of tVZZ OR% .' ONN SS ONA; ? N 1111 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/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 REVISIONS Ware I0ton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 No. 51737 O STATE OF ;o k-: III Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56305/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. 1 6° MAX. FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2x4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2.6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYP. 6" MAX MINIMUM 24 q3 q HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4" 2-3/4" 2) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1 1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". DETAIL 1 MiNiMUM 2500 PSI CONCRETE NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT DOOR WIDTH MINIMUM 2.6 p3 CE HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 8" 4" 4) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 4 DETAIL 2 MINIMUM 2000 PSI GROUT FILLED CMU NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2400 LEIS. MINIMUM 2x6 K3 CL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4 1-1/2 J -1/2„ 4) 37 WITH LAG S MINIML 1-9/3 SUPPC DETAIL WOOD SUPPORT STIRI NOTE; MAXIMUM DESI CAPACITY OF 2430 L SHEET 1 OF 2 CHECKED DRAWING PART No. REV. JAMB CONNECTION SUPPLEMENT 324620 P16 REVISIONS Wayne® Balton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 p`j; aNaF No.51737 01 STATE OF ; 'mow OAF•,FLpRXOP 4% . S1ON A; N rlrl Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, Tx 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. MIN 2500 PSI CONCRETE MOTE; 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 RECORO FOR THE STRUCTURE 3/8' SIMPSON TITEN HD, 2-3/4" MIN EMBED. MIN 6" BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET- 1/4-20x9/16' TRACK BOLT AND 1/4-20 HEX NUT TRACK 2 3/4" EDGE I MIN 2 x 4 SPF (G-0.42) OR BETTER WALL STUD NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE ----\ HOLD BACK INTERIOR SHEATHING 5/16" LAG SCREW WITH 1-9/32" EMBED IN CENTER OF STUD (t 1 /4') FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4-20x9/i6" TRACK BOLT AND 1/4-20 HEX NU SHEET 2 OF 2 I I DATE I NAME I JAMB CONNECTION SUPPLEMENT DRAWING PART N0. REV. 324620 P16 The Genuine. The Original. Overhead Door Corporation 2501 S. State Hwy 121. Suite 200 Lewisville, TX 75067 Phone 4695497100 Fax 469 549 7281 v.%Nw. o v e r h e a dd oo r. co m April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 No. 7?N8 ; STATE of 00 4NAL 6g o/5 Overhead Door Corporation Asubsidiary of Sanwafioldings.CorpWatwn. ' HattonTODCQ 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 5140/9100/9600 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 Wind Loads Section 1609.1.2 ANSI/DASMA 115 - Windborne Debris testing Section 1714.5.3.1 ANSI/DASMA 108 - Static windload testing Test Procedures Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof') pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. C;C q tort 1 FL 09174-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 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-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. 5- 2 G/to/tt Drawings TABLE 1. FL09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 FL 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 202OW Rev P4 202OW 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 202OW 202OW 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 202OW-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 4 Wo/lt FL 09174-R7 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 %z" MDF decorative overlay. FL09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, Jo n E. Scates, P.E. Y Florida PE # 51737 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 51h Edition (2014) 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 5th Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, 'a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 W 11111 //11, No. 51737 O STATE OF ; • 41 ZZ 0.o SSIONAL1111111t NGffS, 1. SHORT PANEL NON —IMPACT RESISTANT GLAZING OPTION — 090" MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) #8x1' SCREWS INSTALLED IN 13 CA HORIZ ANGLE TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT 1} CA FLAG ANGLE OF 13.75' AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND—BORNE DEBRIS REGIONS. 16 GA MIN HORIZ. TRACK 2. LONG PANEL NON —IMPACT RESISTANT GLAZING OPTION — 5/160-5/8"' 090" MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH LAG SCREWS A 1/8" BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 ASOUTERFRAMEANDSCREWEDTOGETHERWITHAMINIMUMOFSHOWN) 10) /Bx1" SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 GA MIN VERT- UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. TRACK GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75" AND A MAXIMUM LENGTH OF 39'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND—BORNE 5/16x1-5/8" LAG DEBRIS REGIONS. GLAZED SECTION REQUIRES 18 GA J—STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF DRILUNG CRIMPTITE SCREW TO 1/4-200/16' TRACK - ATTACH THE J—STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT AND 1/4-20 HEX STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JB JAMB SHEET 2. BRACKET LOCATION 3. IMPACT RESISTANT GLAZING OPTION — IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4" MAKROLON—AR POLYCARBONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21' AND A MAXIMUM LENGTH OF 50.08'. GLAZING IS IMPACT RESISTANT AND ODES MEET THE REQUIREMENTS FOR WIND—BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS 15 GA STIFFENED ATTACHED TO U—BAR ON UPPER INTEGRAL RIB (SEE DETAIL G BRACKETSJAMBBRACACULESHEET2). 18 GA J—STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHELD FOR OFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. QUANITY, LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF AND TYPE DRILLING CRIMPTITE SCREW TO ATTACH THE J—STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR SUDE LOCK, 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/ 16' TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK SHOWN FOR 5. KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WIT FOAMED IN PLACE NOTE: (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN. SEE SHEET GA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U—BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1' DEPTH. ON DOORS WITH OTHER SECTION OUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 8. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION — .040' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) #8x1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND—BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOHN E. SCA TES. PE 3121 FAIRGATE DR. CARROLLTON, TX 15007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. SEE U—BAR NOTE ON SHEET 2 FOR U—BAR INSTALLATION A GA END CAP SHEEET SHEDET q 18 CA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SE( NOTE: ( 5) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS GREATER THAN 12'- 0". (3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0'. REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U— BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER, CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. CRT 3/8/06 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. J MODIFIED NOTE 8 TO dq STATE THAT LOUVERS ARENOTIMPACTRESISTANT. GRT 6/6/07 1 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2, GRT 4/17/08 i P8 ADDED IMPACT RESISTANT GLAZING. j ADDED TEXAS LICENSE 91 NUMBER TO TITLE BLOCK. CHANGEDLOUVERNOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 JAMB BRACKET SCHEDULE DOOR HEIGHT NO. OF SECTIONS NO. OF JAL48 BRACKETS EACH JAMB) TRACK TYPE LOCATION OF CENTERUNE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS A 2") 7'- 0' 4 6 01 JB), 13 (01), 25-1/2` (JB), 34" (JB), 45-1 4" (01), 63 (JB) 7'- 0' 4 6 FAT JB), 10" JB), 21-3/4" (JB), 29-3 4 JB , 42 (JB), 63-1 4 (JB) 8'- 0" 5 8 01 JB), 13" 01), 23" (JB), 34" JB), 47-1/4" 01), 58" (JB). 67' (01), 75' JB 8- 0" 5 8 FAT JB), 10' JB , 21-3 4' (JB), 29-3 4' (JB), 48" (JB), 57-14' (JB), 66" (JB), 75-1 2" JB B'-0" IGH LIFT/ROOF PITCHSEE NOTE BELOW NOTE: JB) FOLLOWINGDIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16" TRACK BOLT AND NUT. QI) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED TO ATTACH TO TRACK. ALL DOORS WITH HIGH UFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR HEICOUHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'- 0" ALL 207.2/-230.4 14'-0" ALL 181.3/-201.6 12'-0" ALL 155.4/-172.8 10'-0" ALL 129.5 —144.0 Wayne Balton 3395 ADDISON DRIVE PENSACOLA, FLORIDA^ 32514 STATIC PRESSURE RATINGS I APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN (PSF): + 25.90/-28.80 IMAX WIDTH: 16'-0" 1 1 DATE NAME TEST (PSF): + 38.85/-43.20 IMAX HEIGHT: 8'-9" JDRAWN 1 3/8/06 1 GRT IMPACT/CYCLIC RATED (YES/NO): YES IMAX SECTION HEIGHT: 21" ICHECKED 4/6/06 1 MRB MODELS 5120/ 6100/9100 SHEET 1 OF 2 DRAWING PART NO, REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (13) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UPWARD IN BOTTOM OF U-BAR / AND ATTACH THRU ENO CAP AT WITH (2) i/4-14xS/8" EACH END WITH (2) 1/4-14x7/8" / CRIMPTITE SCREWS SELF GRILLING CRIMP TE SCREWS I FOR STANDARD TRACK AND (3) 0 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH " °. ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14XL/8" CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH ENO USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END NTH (2) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/4-14x5/8" / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-14x7/8" SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOTE: DUE TO CLEARANCES REQUIRED TO 2" NYLON STORMGARD INSTALL SCREWS AT THE ENDS OF THE ROLLER MATH 0• U-BARS, ALL U-BARS SHALL BE 4-1/2" STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLICES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U-BAR OVER INTEGRAL RIB AND ATTACH WITH (6) 1/4-20x5/8" SCREWS (2 OF WITHCRIMPTITE2) 1/4- EWS WHICH ARE FACTORY CRIMPCRIMP SCREWS THRUTHRU PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (1 THRU FLANGE TOP LEAF, AND 1 OF OF U-BAR AND BOTTOM WHICH IS FIELD INSTALLED HINGE LEAF AND 1 THRU THRU PRE -PUNCHED HOLE WEB OF U-BAR AND IN U-BAR) INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WITH 3) 1/4-14x5/8" / D PLACE U-BAR OVER INTEGRAL RIB WITH CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE. SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-140/8" SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM BOTTOM OF THE BOTTOM U-BAR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-147/8" SELF DETAIL D HINGE LOCATION. USE (1) 1/4-204/8" DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. 080/4" MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/2" O.C. MAX 1/8" BEAD GE ACSSG4000I 1 SG4000AC I STRUCTURALSEALANT OR I 1 FACER JOHN E. SCA TES. PE NON-STRUCTURAL 3121 FAIRGATE DR. DECORATIVE INNER CARROLLTON. TX 750137 WINDOW TRIM — FL PE 51737 Tx PC 55308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. DETAIL E DETAIL A USED ONLY ON IMPACT GLAZED SECTION - 11 GA REINFORCEMENT , BRACKET ATTACHED NTH ( 4) 1/4-140/8" SELF DRILLING CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) lblamwel 1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J- STRUT & OPERATOR BRACKET. NOTE: J-STRUT & SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED ATTACH BOTTOM BRACKET T TO BOTTOM U-BAR WITH (2) { 1/ 4-14x7/8" SELF DRILLING CRIMPTITE SCREWS_ IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH ( 6) 3", 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN — 4) SECTION DOORS WITH ( 5) 3% 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN — DETAIL F U- BAR ATTACHMENT NOTES 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/ 4-140/8" SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP ( EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND D THIS SHEET), (2) 1/4-14x5/8" CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-144/8" CRIMPTITE SCREW APPROXIMATELY 8" FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0", THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U- BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'- 0", THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. NON- STRUCTURAL DECORATIVE OUTER WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER 1/ 4" POLYCARBONATE SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING, ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE 1 ATTACHED TO THE DOOR WITH 1/4-14x5/8" CRIMPTITE SCREWS. 3. 18 GA U-BARS SHALL BE STAMPED "46" APPROXIMATELY 8" FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES Sc Wayne® DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" TEST ( PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DR Dalton IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CH MODELS 5120/6100/9100 1151ON OF OVERHEAD DOOR COR PENSACOLA, FLORIDA1VE 32514WINDLOAD SPECIFICATION OPTION CODE 0230 850 474-9890 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U- BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION, CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/8/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LAIRTRACK DETAILSHEET2. GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHAN CEO LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED NIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION GRT 3/15/11 DATE I NAME 3/ 8/06 1 GRT ED 4/6/06 1 MRB SHEET 2 OF 2 DRAWING PART NO. REV. 318960 P10 SPLICE PLATE LOCATION e SEE SCHEDULE a 14" MAX 12° MAX 12" MAX I 12" \, / MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATES. PE 3121 FAIRCATE DR, CARROLLTON. TX 75007 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINOLOAD CONSTRUCTION DETAILS. EE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR RIVITS - 11 GA MIN CLIP SEE SCHEDULE- RSW 0.28" 2 13 GA MIN CONTINUOUS WALL ANGLE TRACK 3) 1/4"-20 TRACK DR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL 18'-0" 46.0 PSF/-52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF Wagne® REVISIONS 2 2 INCH TRACK -CLIPS -TEXAS NALL ANGLE 12 FOOT UPDATED 3PJ 6/11/03 3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR 4LL DOOR WIDTHS. CHANCED TEXAS WALL 4INGLE" TO "CONTINUOUS NALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL. CHANGED TO TI TEN HD ANCHORS CRT 4/2/07 4 CHANGED FORMAT, ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 8/21/07 5 UPDATED MODELS ISTED IN CHARTS. UPDATED SPLICE & CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #8 CLIP (REPLACED WITH q9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2 TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11/08 P10 UPDATED TITLE BLOCK CRT 6/2/10 DATE NAME DRAWN 1 8/21/07 GRT CHECKED 8/21/07 MRB SHEET 1 OF 2 DRAWING PART NO. REV. 307494 IPIO 2 3/4" t1" EDGE DIST E60XX MIN. 1/8 2-24 1 /8 V 2-24 MIN 3/16" I STEEL FOR G 5/16" x 1-5/ 8I WALL ANGL LAG SCREW OR EQUIVALENT INT MIN 2 x 6 N0. TRACK CLIP SPF (G=0.42) _. BETTER AT EAC1/4-20x9/ HOLE OR PAIR TRACK BOLHOLELOCATION. MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL \ 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL e . d o d.. e , a e cd c a ° CONCRETE MOUNTING DETAIL JOHN E. SCA TES, PE 3121 FAIRGATE DR, CARROLLTON, TX 75007 FL PE 51737 TX PE %309/f2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF NNOLOAD CONSTRUCTION DETAILS. WITH MIN. (1) 1/4-2Ox7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOOR 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'-O" 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 DOOR CLIP S FROM BOTTOM TO TOP SPLICEHEIGHPLATE # 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'-O" 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'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 18 MODELS 6100 8300 8700 1-3/8" TO 11-5/8" THICK DOOR HEIGHT CLIP S FROM BOTTOM TO TOP SPLICPLATE # 7'-0- 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 DOOR CLIP IS FROM BOTTOM TO TOP SPLICEHEIGHPLATE # 7'-0" 4, 4, 4, 4, 4, 4 6 8'- 0" 4, 4, 4, 4, 4, 4, 4 6 9'-0" 4, 4, 4, 4, 4, 4, 4, 4 6 10'- 0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 REVISIONS P2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANGED "TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TI TEN HD ANCHORS CRT 4/2/07 P4 CHANGED FORMAT, ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE h CLIP SCHEDULES. DLP 9/05/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #8 CLIP (REPLACED WITH g9 ACRO55 THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. GIRT 12/11/08 P10 ADDED MODEL 8700. UPDATED TITLE BLOCK CRT 6/2/10 Wayne® DATE NAME n DRAWN 1 8/21/07 GRT CHECKED 8/21/07 MRB SHEET 2 OF 2 3395 ADDISON DRIVE PE" 850)A474-9890 32514 DRAWING PART NO. 307494 REV. P1 oTRACKSUPPLEMENTCHART Florida Building Code Online Page 1 of 3 I Mi1$lH7o KSM{P 1fft` i`c t.-ceFiR6'• LiceMe eff tientlY} Rcgvlaie fairly: fix, w.,.Hze' .3,=' FE1 EoF7YileYAny ., rr r rr r •r Comments Archlved Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email M MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsltlinger@miwd.com Brent Sitlinger bsltlinger@miwd.com Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urlch, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FLIS332 R2 COI FLCOI.odf Standard Year AAMA/WDMA/CSA 1011I,S,2/A440 200S WJi1 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 OYes C)No C)N/A https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved FL # Model, Number or Name 15337.1 SERIES 420 ALUMINUM SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS FL15332 R2. COC FL15332-COMP,pdf Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 Description SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Installation Instructions FL15332 R2 II 08-00500C.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FLIS332 R2 AE 510807B.odf Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"X80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 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 FL15332 R2 AE 510805B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 II 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 Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02249A.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 FL15332 R2 AE 512969A.odf PRESSURE RATINGS 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 HVHZ: No FLIS332 R2 II 08-02250A,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 FL15332 R2 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Installation Instructions FL15332 R2 11 08-00499C.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL15332 R2 AE 510806B.adf Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://www.floridabuilding. org/pr/pr_app_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 FL15332 R2 II 06-00501C.Ddf 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 FL15332 R2 AE 510808B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 11 08-00502C.2df Approved for use outside HVHZ: Yes Verified By: Luis Roberta Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AF 510809B.9df PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00503C.Ddf 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 FL15332 R2 AE 510810B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Bach FNett Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824. The State of Florida is an AA(EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records, If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity, Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The 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 455, F.S., please cick here , Product Approval Accepts: edhick https://www.floridabuilding.orglprlpr_app_dtl. aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 N OTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLCRIDA BUILDING CODE. 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 OF RECORD. 3. 1X BUCK OVER MASDNRY/CONCRETE IS OPTIONAL. INHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWK HEREIN, WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINJM 6063—T5. 6. UNITS MUST BE GLAZED ?ER ASTM E1300-04 WITH SAFETY GLASS. 7, APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/15" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK To BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 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 ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. TOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. TOR ANCHORING INTO METAL STRUCTURE USE #10 SM.S OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BE OND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE 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. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE IN, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XD, XX, XP, PX, XIP, PIX I TABLE OF CONTENTS SHEET NOJ DESCRIPTION 1 ' j NOTES 2 — 3 I ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISIONS I REV I OFECRIP71ON I DATE I APPROVED A I ADDED FLANGE AND FIN INSTALLATICN I 12/10/13 I R— 1 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES V. L. NTS 08-02249 10 SIGNED: 1211612013 r •y\G E N SF9S' p T OF 1ORlOP. SfllNAL11N G I FI HI 6" MAX 95- MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #5 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX AX AME IGHT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 35.OPSF NONE WITH 2-1132" SILL SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.0/-2& 6PSF NONE WITH I-IR'SILL SEE CHARTS #3 AND #4 FOR OTHER UNITS RATINGS CHART#1 WITH2-1132"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED_ Design pressure chart (psr7 Single Panel and Total He" VA4A11(In) Frame 30.0 1 36.0 420 40.0 Height 72.00 84.00 96.00 in) PasPos Neg Pot Neg Pas Neg Pas Neg 8q,0 40.0 56.4 40.D 50.9 40.0 45.7 40.0 420 88.0 400 55.2 40.0 48.D 40.0 43.0 39.4 39.4 920 40.0 62'4 40.0 45.4 40.0 40.6 37.1 37.1 9&0 40.0 49A 40.0 43.1 38.4 38.4 35:0 35.0 CHART #2 WITH 2-1132' SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET i Design pressure chart (pso Single Panel and Total Framm Width (in) 30.0 35.0 42.0 48A 60.00 72.00 84.00 99.00 Pas Neg pas Neg Negk84. 58.4 0.4 50,9 50.9 0 42D 55.2 55.2 48.0 48.0 M437.1 39.4 52.4 52.4 45.4 45.4 1 37.1 49.8 49.0 43.1 43.1 0 3.0 REVISIONS DESCRIPTION OASE APPROVm ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. CHART #3 WITH 1-112"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. c= Arn= o c141=cT I Design pressure chart (pst) Single Panel and Total Frame Wdth (in) Franc. 30.0 36.0 42-0 48.0 Heght 60.00 720D 84.00 96.00 In) Pos Nag Pos Neg Pas Meg 84.0 25.0 47.8 . 25.0 41.7 25.0 34.4 88.0 25.0 45.2 25.0 39.3 M25.0m? 25.0 322 92.0 25.0 42.9 25.0 37.2 25.0 30.396.0 250 - 40.7 25.0 35.3 25.0 28.6 CHART #4 WITH 7-112"SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 CHART #5 Design pressure chart (pst) In) Single Panel and Total F-rane VVdth (In) FrameFes 30.0 36.0 42.0 48.0 Heigh 60.00 7200 84.00 96.00 In) Po Neg Pos Neg Pas Pas Neg 84.0 47.8 47.8 41.7 41.7 34.4 34.4 88.0 45.2 45.2 39.3 3.9 32.2 32.2 820 42.9 42,9 3T2 37.2 30.39&o 40.1 40.7 35,3 35.3 28.6 26.6 Number ofanchor locations requited FrarrFrsrre Single Panel and Total Frane VMh in) 30.0 6DA 1 36.0 72.0 - 42-0 84.0 46.0 95.0 in) HdS Jamb N&S I Jamb HeS Jamb H&S Jamb 84.0 4 6 5 8 6 6 6 6 88.0 4 fi 5 6 B 8- 6 5 92.0 4 5 5 6 6 6 5 5 96.0 4 6 6 6 6 e 6 fi MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN: DWG NO, R V.L. 05-02249 SCALE NTS DAB 10/30/13 5HEEf2 OF 10 5 P. I ILI0 i/ ENS MROF,'• xo FS;!ORvav, 'e. c a FIR HE 96" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX --{ 6" MAX 6" MAX 4X tME OHT 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 35.OPSF NONE WITH 2-IM" SILL SEE CHARTS #1 AND 42 SHEET 2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.01-28.6PSF NONE WITH I-IJ2" SILL SEE CHARTS #3 ANO #4 SHEET 2 FOR OTHER UNITS RATINGS REVISIONS REV DESCRIP110N I OA7E I APPROVED A I ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L. CHART#6 Number of anchor locations required Frame Single Panel and Total UnIt Width (in) Height 30.0 38.0 420 48.0 6n) 5720 S4.0 96.0 HAS Jamb HAS lamb NBS Jamb HAS Jamb 24.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 920 4 6 5 1 6 6 6 8 6 96.0 4 6 5 6 6. 6 6 6 5 3/8" =-- z 1/32" i 2 1/32" SILL ALUMINUM 6063-T5.055 THICK 5 3/8" 2" 1 1/2" SILL ALUMINUM 6063-T5.055 THICK MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION DRAWN: DWG NO. V.L. 08-02249 aCALE NTS I DATE 10/30/13 IsHEET3 OF 10 t11R11 'L oWW iiEIVS9s 0AA E` C RIOQ'• s ZONAL`ENG, 1/2" MIN, EDGE DISTANCE REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBE MENT BY OTHERS 1/4" MAX. 10 WOOD SHIM SPACE EMBEDMENT 1 S IM"SPACE SCREW I INTERIOR 1/2" MIN. EDGE DISTANCE LEXTERIORINTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL IEE SHEET 3 OR SILL OPTIONS MIN. ENT 10 WOOD J ' EXTE1 SCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS MI WINDOWS AND DOORS LLC 5111P, L /, CARROLLTON, TX 75006` 1001 W. CROSBY ROAADAPTER v C+E VS'_aP oo96" SERIES 420 SGD REINFORCED WITHO x 96"- FRAME INSTALLATION DETAI TATE OF,wO. DRAWN:DWG N0.= DALE 0802249 7S/ONA4NTSGATE10/30/13 4 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 L TO BE SET IN BED OF VULKEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT RY OTHERS TO RE DESIGNED INACCORDANCE WITHASTME2112 T- 7/8" MI EDGE DISTI f..._ 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS DESCRIPTION DAME I APPROVED ADDEO FLANGE AND FIN INSTALLAnON 12/10/13 1 R.L JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION M( WINooWw. cRoseY00oR5 LLC S R,I,Loo // CARROLLTON, TX 75006 4 •G N3 9cP SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS 5 7y • 7pr p7 DRAWN: DWG N0. REV F'c<pR1dP 08 A i's/QNAi' SCALE NTS °A 10/30/13 SO-S90F 10 REVISIONS 2 1/2" MIN. ' REV DESCRIPTION OAiE APPROVED EDGE DISTANCE A ADDEO FLANGE AND FIN INSTALLATION 12/10/13 R.L. p. 1 1/4" MIN. ada EMBEDMENT 1 1/4" MIN. CONCRETE/ MASONRY EMBEDMENT BY OTHERS 1/4" MAX. SHIM SPACE OPTIONAL 1901XBUCK -r J {{{ TO BE 2 1/2" a I SHIM SPACEM MAX. INTERIOR PROPERLY MIN. s" SECURED EDGE SEE NOTE 3 DISTANCE SHEET 1 °a 3/16" TAPCON 3/16" TAPCON CONCRETE/MASONRY ° BY OTHERS EXTERIOR INTERIOR N no o.a SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE o OR EQUAL EXTERIOR 3/16" TAPCON SEE SHEET 3 JAMB INSTALLATION DETAIL MASONRY/ FOR SILL OPTIONS OPTIONAL 1X BUCK TO BE PROPERLY CONGRETE/MASONRY INSTALLATION CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEEr 1 NOTES: e, 1 1/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 4'' a EMBEDMENT NOT SHOWN FOR CLARITY. f Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112n 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY Ro `J S R LOy'i, CARROLLTON, TX 75006 ` fir, GENS giP SERIES 420 SGD REINFORCED WITHOUT ADAPTER*' 025 *= FRAME INSTALLATION DETAILS p _ TAT IIfi z oRawN: DWG N0. REV % O s SCAU NTS DATE 10/30/13 08 3O T69OF 10 A iiS/111111 \ WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMING OR 2X BUCk BY OTHER; 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR ILA 11 Il INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETEA AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM Eli f2 f 1 3/8" MIN. EDGE DISTANCE REVISIONS DESCRIPTION DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L L1/ 4" MAX. IM SPACE INTERIOR I A= L 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE #10 WOOD WAL SCREWS ljjF SEE SHEET 3 FOR SILL OPTIONS MIN. RENT WOOD FRAMING OR 2X BUCK BY OTHERS EXrERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION LLCMIWINDOWS1001 I, i// W. CROSBY0RD CARROLLTON, TX 75OD6 SA C,HN S 9cP 0 5 *; SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96"' FLANGE INSTALLATION DETAILS yyo , STATE OF 'tugo/, sDRV. AWN: DWD ND.. REV 08-02249 A OASCALEDATESF{EET NTS 10/30/13 7 OF 10 M ETAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4" MAX. SHIM SPACE I 10 SMS OR SELF DRILLING SCREW INTERIOR SET IN VULKEM 116 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT SY OTHERS TO BE DESIGNED INACCORDANCE WITHASTM E2112 T- 7/B" MII EDGE DISTD L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS I," UAV REVISIONS DESCRIPTION I DATE I APPROVED ADDED FIANCE AND FIN INSTALLATION 1 12/10/13 1 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATTON MI WINDOWS AND DOORS LLC r N',1LIIIIy"/f RE>Y 0 9 i` 1001 W. CROSBY RD CARROLLTON, TX 75OD6 5 S • G Lj1 0,.695SERIES420SGDREINFORCEDWITHOUTADAPTER FLANGE INSTALLATION DETAILS s • TAT OF DRAWN: DWG ND. REV 08 49 A SOALE DATE SHEEPNTS10/3D/13 8 OF 10 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. a EMBEDMENT CONCRETE/ MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON EXTERIOR L-IJ 11 11 INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 3/16" TAPCON OR EQUAL SEE SHEET 3 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS A. 1 1/4" MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INS TALLAWN REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R_L. 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE MIN. ° EDGE DISTANCE 3/16" TAPCON CONCRETE/MASONRY BY OTHERSEl INTERIOR IN EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETEMASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS cRoea0R5 LLC 5 't/.." o. sYD CARROLLTON, TX 75006 ENS' -1 ':-J SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" BST a LFLANGEINSTALLATION DETAILS a s q , TAT OF -Q z 0 DRAWN: QR0lt. OWG NO, A i-%jO66a91NA \\\ SCALE NTS DaE 10/30/13 S¢90F 10 REVISIONS 1/4" MAX REV DESCRIPTION DATE APPROVED WOOD FRAMING BY OTHERS SHIM SPACE A ADDED FLANGE AND FIN INSTALLATION I 12/1D/13 I R.L INTERIOR E - u 1 5/6" MIN. EDGE DIST. 1 1/4" MIN. a nE TRIM d ' 1 1/4" MIN. EMBEDMENT INTERIOR EMBEDMENT 1 MASONRY/CONCRETE BY OTHERS B WOOD 1X BUCK BY OTHERS, SCREW EXTERIOR HOOK STRIP 1X BUCK TO BE 7/16' IN PROPERLY SECURED EDGE DISTANCE a 3/16" TAPCON JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE 1 1/4" MIN. EMBEDMENT METAL STRUCTURE 8 WOOD WOOD BY OTHERS SCREW FRAMING BY OTHERS INTERIOR TRIM TRIM 1/4" MAX. 1 3/8" MIN_ SHIM SPACE EMBEDMENT INTERIOR IDISEDGEDISTANCE HOOK STRIP HOOK STRIP 10 WOOD SCREW ID SELF DRILLING SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK INTERIOR EXTERIOR HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X SUCKMOOO FRAMING METAL STRUCTURE MI WINDOWSAND DOORS LLCW- VERTICAL CROSS SECTION ROXB7 RD J'`EIYIo.,/, WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS a-s. SERIES 420 SGD REINFORCED WITHOUT ADAPTER n,&?5 *- NOTES. 96" x 96" FATE clr = 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. AILFIN & HOOK INSTALLATION DETAILS OF = 2.PERIMETEAAND JOINT SEALANT SYOTHERS TOBE DWC ND. REV i'`''O[OR QA''\'\ DESIGNED IN ACCORDANCE WITH ASTM E2112 LDRAWN; 08-D2249 A EC G\\\ IIOjNAi`}`\ SoATE10/30/13 s"-10 OF 10 NOTES: THE PRODUCT SHOWN HEREIN IS DES:GNEQ AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMNG AND MASONRY OPENING IS THE RESPONSIBILITY OF -HE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER 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. FRAME MATERIAL EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH. SAFETY GLASS. 7. APPROVED IMPACT PROTEC'.IVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH :INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM 'WHERE SPACE OF 1/15" OR GREATER OCCURS. MAXIMUM ALLOWAB'_E SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WA -ER 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 ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING. INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 52. FOR ANCHORING INTO METAL STRUCTURE USE 710 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT _ENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14,:NSTALLATION ANCHORS SHALL BE 'INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS ANC ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 1/B" THICK MINIMUM I TABLE OF CONTENTS 1 ISHEET NO.I DESCRIPTION 1 NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS R=V'S10`15 DESCR%PTION DATE A??ROVED ADDED CKARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLA-IONS 12/06/13 R.L. SIGNED: 1210612013 MI WINooWw.cRosBY00oRS LLC T1R Lb 7j/, i CARROLLTON, TX 750D6 O`,\ N GENSF 9,p o kSERIES430/440 XIX SGD 143" x 96" REINFORCED NOTES F TAT OPp , i,'ns:CpRIOPDRAWN: Dri'0 N0. REV OS s00T5030F C 7s/10 Ai-`Ea4N scams NTS DATE 02/23/04 9 6" MAX 6" MAX 96" MAX FRAME HEIGHT 6" MAX 143" MAX FRAME WIDTH SERIES 4301440 XIX SGD EXTERIOR VIEW 6" MAX DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE +25.01-28.8PSF NONE WITH21132"SILL WITH 1 U2"SILL SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS SEE CHARTS #3 AND #4 FOR OTHER UNITS RATINGS 6 15/16" 2 1/32- 2 1/32" SILL ALUMINUM 6063-T5.055 THICK CHART #1 WITH 21132"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. RDASE0 PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/C6/13 R.L CHART #3 WITH 1 112"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frans Single Panel and Total From Width (in) Height 30.0 36.0 420 47.7 90.00 100.00 126.00 143.00in) Pos Neg Pos Nag Pos Meg 84.0 40.0 57,9 40.0 520 40.0 48.0 88.0 S40.58.6 40.0 54.6 40,0 4e.9 40.0 45.0 92.0 40.0 51,7 4D.0 48.596.0 40.0 49.0 4D.0 43.7 4D.0 40.0 CHART#2 WITH U32"SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET i Design pressure chart (pso From Hight Single Panel and 7olal Frame Width in) 30.0 26.0 470 1 47.7 le) 0.00 108.00 126.00 143.00 Ps Meg Mg Ps Meg Pos Meg 6 6.0 157. 5 79 52,0 52,0 480 48.0 1& 0 6 0 54 4664.040. 948.9 45.0 45.0 92. 0 59.0 59.0 517 40.1 461 42.3 423 56. 43.7 796.04DA40.0 1 1I1/Z" 1 1/2" SILL ALUMINUM 6063-T5.055 THICK pressure chart (psq Frame Design Single Panel and Total From Wdlh (in) Height 30. 0 5.0 42.0 126. 00 47. 7 in) 90. 00 Pos Nag 108. 00 PDs Nag Pus Nag 143. 00 Poe- Nay 8A0 25.0 47.8 25.0 1 41.7 25.0 37.4 25.0 34.5 88. 0 25.0 45.2 25.0 39.3 25.0 35.2 2. 92. 0 25.0 42.9 25.0 372 25.0 332 25.0 30.5 96. 0 25.0 40.7 25.0 353 25.0 31.4 25.0 28.8 CHART # 4 WITH 1 112' SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 CHART # 5 Desigrt pressure chart (pso From Single Panel and Total Frame Wdth (in) Height 30. 0 36.0 420 47.67 in) 90. 00 Pos Meg i 108.00 Pos Meg 126. 00 Pos Meg 143. 00 Pos I Meg 84. o 47.8 47.8 41,7 41.7 37.4 37.4 34.5 34.5 88, 0 452 452 39.3 39.3 352 35.2 32.4 324 92. 0 42.9 1 42.9 372 372 332 33.2 30.5 30.5 96. 0 40.7 1 40.7 35.3 35,3 31,4 31,4 23.8 28.8 Number of anchor locations required Frame Height Single Panel and Total From Width in) 30. 0 1 36.0 420 47.7 in)= 90. 0 HBS Jamb foe. H& S 0 Jamb 126. 0 H85 Jamb 143- HBS Jamb 84. 0 6 6 7 6 6 8 9 B 88. 0 8 B 7 e e B 9 6 92. 0 e 5 7 B B B 9 8 96. 0 6 6 7 6 6 6 9 6 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED ELEVATIONS F. A. 1 08-00503 SCALE NTS °ATE 02/23/09 SH-2 OF 9 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBEDMENT BY OTHERS 1 3/8" MIN. 1/4" EMBEDMENT MAX. SHIM i 10 WOOD SPACE 1/2" MIN. SCREW EDGE DISTANCE EXTERIOR INTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT 8Y OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD SCREW BE SET IN F VULKEM 115 CTION ADHESIVE L SHEET 2 SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS MIN. BENT 1 /4" MAX. FSHIM SPACE REVISIONS REV I OESCRVnON DATE HAADDEDCHARTS03/06/12 B REVISED PER NEW TESTING 10/15/13 C ADDED FLANGE INSTALLATIONS 12/06/13 INTERIOR a f l 1 EXTERIOR qm JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00503 EZ NTS DATA 02/23/09---sNEET3 OF 9 Sxkt iLIo f/, 1 i GEN3tgiP/ 0 51 •*= oo,• TATE OF REv ZOR10 C ONA - ie\"' METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESfGNED IN ACCORDANCE WITH ASTM E21 f2 1 /4" MAX. SHIM SPACE 7/8" MIN. 1S OR EDGE DISTANCE RILLING 4 #10 SMS OR SELF DRILLING SCREWS 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS I 1 /4" MAX. I SHIM SPACE INTERIOR EXTERIOR REVISIONS REV I DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 P.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. s I JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION Ml WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS PRAWN: OWD N0. F.A, 08-00503 SCALE NTS I DA7" 02/23/09 'NET4 OF 9 N gioi`` 51 o TATE OF ItNAME` CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED 2 1/2" MIN. EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L e ° a 1 1/4" MIN. C ADDED FLANGE INSTALLATIONS 12/05/13 R.L a6 0 EMBEDMENT 1 7/4" MIN. 1/4" MAX. a EMBEDDMMENNT— SHIM SPACE 2 1/2I MIN. O — t EDGE DISTANCE a El` >' INTERIOR 1/4" MAX. O SHIM SPACE 3/16" TAPCON 3/16" TAPCON Ll CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIORZJa SILL TO BE SET IN EXTERIOR A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL JAMB INSTALLATION DETAIL SEE SHEET 2 OPTIONAL I BUCK CONCRETE/MASONRYINSTALLATION FOR SILL OPTIONS TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES. a < 1 1/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, EMBEDMENT NOT SHOWN FOR CLARITY. y •n • e I 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE Q• 9 -• •< WITH AS c DESIGNED IN ACCORDANCETM E2112 VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE MI WINooWw.AND LLCRossDOORS CARROLLTON, TX 75006 J`SUF...LD GENS 9s J 0 5%t" SERIES 430/440 XIX SGD 143" x 96" REINFORCED fAk37F6J" FRAME INSTALLATION DETAILS STATE OF ' cFs'cC0R1DQ: G DRAWN: DWG ND. REV OB C DAZE NTS DATE 02/23/09 sNEET53OF 9 DOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD ---, SCREW EXTERIOR 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT i /ate MAX. SHIM SPACE 1 3/8" MIN. EMBEDMENT 1 1/2" MIN. EDGE DISTANCE INTERIOR 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK J BY OTHERS 1 3/8" MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCKW$TALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM F2112 REVSSIDNS REV I DESCRIMN DATE APFRUVED A ADDED CHARTS 03/06/12 R.L. 6 RENSED PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1 /4" MAX. SHIM SPACE INTERIOR EXTERIOR e JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NC. F.A. 08-00503 SCALE NTS - - 0- 02/23/09 ISHEL76 OF 9 FNSF 9s o;^ TATOF 0R0t G ` NA i METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM Eli 12 1 /4" MAX. SHIM SPACE OR 7/6 } MIN. LUNG EDGE DISTANCE IAN 10 SMS OR SELF DRILLING SCREWS 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL METAL STRUCTURE BY OTHERS SEE SHEET 2 FOR SILL OPTIONS 1 /4" MAX. SHIM SPACE REVISIONS REV DESORIMON DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: Dwo No. F.A. 08-00503 GALE NITS °ATE 02/23/09 --7 OF 9 n9i. GENg.s T SATE OF • \ s. s`dNA 11 a\\`` REVISIONS 2 1/2" MIN. REV DESCRIPTION DATE APPROVED MASONRY CONCRETE/ EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L BY OTHERS 4 S REVISED PER NEW TESTING 10/15/13 R.L a C ADDED FLANGE INSTALLATIONS 12/C6/13 R.L ae 1 1/4" MIN. Q - EMBEDMENTa. 1 1/4" MIN. 1/4" MAX. a' EMBEDMENT SHIM SPACE 4 OPTIONAL 2 1/2" MIN. 7X BUCK EDGE DISTANCE .° INTERIOR TO BE PROPERLY SECURED SECURED E NOTE 3 SHIM SPACE Oa ° " SHEET 1 3/15" TAPCON 3/16" TAPCON CONCRETE/MASONRY aEXTERIORINTERIORBYOTHERS 3/3 6' TAACON'? SILL 70 BE SET EN EXTERIOR A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL OPTIONAL 1 X BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETfJMASONRY INSTALLATION SEE SHEET 2 SECURED FOR SILL OPTIONS SEE NOTE 3 SHEET 1 MASONRY/ CONCRETE BY OTHERS NOTES: 1 1/4" MIN. i.7NTERlORANDEXTERIOR FINISHES, BYOTHERS, EMBEDMENT NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 J2 VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETE/ MASONRYINSTALLATION EDGE DISTANCE MI WINDOWS1001 W. AND ROSERD LLC CARROLLTON, TX 75006 S Ilta4f Xll v •\ G Eh gF9LS+ SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS d(` o. SAT OF+\ Y/ 1joNAL10\\\\ DRAWN: owc Na. OS REV 0 SCALE NTS D^h 02/23/09 SO T830F 9 1 5/8" MIN. EDGE DIST. A i TRIM c 1 1 /4" MIN. INTEROOR EEMBBETDMENT MASONRY/CONCRETE " BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED TAPCOTAPCO N EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY10ONCRETE INTERIOR H00 MIN. TENT ra - WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING REVISIONS REV DESCRfP71ON DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 6 REVISED PER NEW TESTING 10/13/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP J S SELF DRILLING SCRCR EW PANEL EXTERIORINTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAW DWO N0. F.A, 08-00503 scALE NTS DAZE 02/23/09 ISHEET9 OF 9 II1Q 7iJ, i qs TATE OF „r4 i c.S,-Iyg!f Florida Building Code Online Page 1 of 3 FL # FL15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived C:I 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@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Wt 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 3. King, P.E. lei Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Independence.pdF Referenced Standard and Year (of Standard) Standard Year AAMA/WD MA/CSA101/I. S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15000 R2 Eauiv FL - 15000 Eauiv of Standards.pdf https://www.floridabading.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 8/31 /2015 Florida Building Code Online Page 2of3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved of Products Method 1 Option D 05/29/2015 06/28/2015 07/OS/2015 08/19/2015 FL # Model, Humber 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 H INST 15000.1.0f Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.udf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 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 15000.2 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.2.odf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "T' 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 II INST 15000.3.0f Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.3.1)df additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors and sldelites, 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 Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.4.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 FL15000 R2 AE EVAL 15000.4.odf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "Y' part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https://www.floridab-ailding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 8/31/201 S Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 li INST 15000.5.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5 pdf 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. "Fiber -Classic° or "Smooth -Star" 68 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 Rz II INST I500D b Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.6.1)df 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.) Back Next Contact Us :: 1940 North Monroe street. Tallahassee FL 32399 Phone: 850-4a7-1824 The State of Florida is an AA/EEO employer. Coovrloht 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 a -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 map. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a persona[ address, please provide the Department with an email address wWch can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click%. Product Approval Accepts: W ,e'ehec6 IWE rCredit E https:llwww.floridabuiiding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 8/31 /2015 THERMAITRU 0 THERMA TRU DCIDRS I IS INDUSTRIAL DR„ EOGERT N, OH 4Z5117 FIBER CLASSIC" / "SMOOTH STAR" 8'0 OUTSWING w/& WOUT SIDELITES FIBERGLASS DOOR NON -IMPACT' GENIRAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code FBC) structural requirements including the "High Velocity Hurricane Zone" [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 "HVIIT' this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind bome debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. ffi 7. Outswing configurations using coastal sill item #39 under active doors, and all sills used under inactive 0- doors, meet water infiltration requirements for"HVHZ". f e. Outswing configurations using sill item #19 under the door do not meet the water infiltration ti 7 requirements for the "HVHT' and shall be installed only in non-habitoble areas or at hab[table locatlons protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sift is less than 45 degrees. 105.59 Max. avERALL FRAME WIDTH 3 5 2 0 b 3 a 6 SEE DETAIL "I f 2eSHEEFe5 DOUBLE W/SOELITES OUTING UNIT 37.50" MAX. OXXO OVERALL WIDTH 74-V MAX. OVERALL FRAME WIDTH D 5 D SEE DETAIL 5 SHE 6SHEET SINGLE OUTSWWG LINR DOUBLE 001 X Xa DESICxN PRE3 Ufi UNM PE 1NfT MOW SUXPACE $Otr 67,0SINGLE... 67.0 DOUBLE 47.0 47.0 SINGLE & DOUBLE 47.0 47.0 WITH SIDELITES Mg; 60.0 60.0 68m, MAX. OVERALL WIDTH 60.0 60.0 tg w z U Nz ^ m Z u am O D WUN '• z aZ oma 24t to e N.T.S. er; JK s: LFS WING NO.: FL-15000.3 ET f OF 12 55 1A 56 R z=z EXTERIOR 6 ;a:;_k r to z' 6 : p a rrar u d71 zoo 6 U N Z 00" MAX o zErn36.? m c \ 9 w DOOR INTERIOR t g o a0 PAt.[EL WIDTH M F m d (L uz 7 /HORIZONTAL CROSS SECTION DOOR PANEL c2 k.03P' x 7 F---0.336" I 1.545' EXTERIOR INTERIOR W c) O a n m P m LATCH STILE 54 TOP RAILU (SMOOTH STAR)(SMBOTH STAR) N z 41 Z p w o DOOR PANEL TA N n j Smooth Star 1'18 o 1.545' I— cL L v,:rF 57F ¢ F m Z Z Ll DATE: 02 24/i2 i G HINCE STILE 57 BOTTOM RAIL N.T.S. 2 VERTICAL CROSS SECTION scAm, 5J (SM007H STAR) (SMOOTH STAR) 2 DOOR PANEL °'" s' Oft 9r. LFS ? HAWING NO.: FL-15000.3 0 sNEET oK " EXTERIOR o Lj 5m MZ on z Zo INTERIOR 36,0(Y'MAX. 6z DOOR HORIZONTAL CROSS SECTION PANEL WIDTH \,3) DOOR PANEL L3 4.027 C 0 2 M EXTERIOR INTERIOR Ed 0 LATCH 'LE TOP RAIL FIBER LCTLASSIC) (FIBER CLASSIC) 1.208" 1.45" an DOOR PANEL Fiber Classic C3 DAM 02124112 HINGE STILE BOTTOM RAIL N.T. 7 (FIBER CLASSIC) (FIBER CLASSIC) SSMLF VERTICAL CROSS SECTION Mo. BY-. JK 10 DOOR PANEL GHK. ErY: LFS DRAWING NCL: m FL-15000.3 sHEu of 92 1 /7' GLASS EXTERIOR 25" STEEL IR INTERCEPT NTERIO SPACER 40 41 SEE NOTE 1 5" INSULATED GLASS W/ SMC _LITE FRAME GLAZING DETAIL 13.9375" MAX. PANEL WIDTH 7.125" MAX D.LO. WIDTH IIDII _ 1/2" MIN. GLASS THK. 1 /8., TEMPERED GLASS AIR SPACE 1/8„ TEMPERED GLASS 32 I 1/2 GLAS$ 1/2" MIN. ` Q. m BITE GLASS THK. EXTER40 7/8" 42 _ Uiux( k Q== GI TEMPERED z GLASS tmn lfllil zAIRSPACEo °n m z34 allo5STEEL1/8" z cjINTERTERCEPTTEMPEREDgEcg9moPACERGLASSc$ `od in2s EE NOTE I cz 5" INSULATED GLASS W/ 41 PVC LITE FRAME GLAZING DETAIL SEE NOTE 1 8 3a ,\ j 1A GI v, 33 34 a ¢ J o Q EXTERIOR EXTERIOR INTERIOR i wa J z w a nwNTERIOR SEE NOTE 1 I \ HORIZONTAL CROSS_ SECTION ^ r 3 4 SIDELITE PANEL Go 03 0 m 2,157' 2.589" v N d LL (( I l z n 6 q o jO7A WN [ 42 6h 2' o R a\_ PLASTIC LIP LITE FRAME PLASTIC LIP LITE FRAME a EXTRUDED PVC EXTRUDED SMC i h 1077I L91 2 VERTICAL CROSS SECTION d SIOEUTE PANEL NOTE: 07) j02/24/72 i i }, Spacing foritem 29 & 47 {lite frame screws) i is as follows: From the bottom up on sides; 6.5", SCALE: N.T.S. with (7) more spaced at 9.875" o.c. there are (2) Dwc. Br: JK o screws both top and bottom at 2.125" in from each CHK. V. LFS 3 42 SIDELITE TOP & BOTTOM RAIL 3B SIDELITE BLANK SIDE STILE corner. DRAWING No.: ° J FINGER JOINTED PONDEROSA PINE, SG=0.43 FINGER JOINTED PONDEROSA PINE, SG=0.43 FL-15000.3 SHEEP _aL of } 2 SIDELITE PANEL Smooth Star 60................ r 49GNc6.: 49 O yy-m g y o m48 s b 48 g. o n PI 16 15 51 .:a v rrufri o» °z 13 2!E 17 13 oNo a o a %Zd W 20 71 " co $mcw17 tm W 17 a moan 20 1 .. z z; r..;r. , : 42 20 30 e,. w..S 1in{,a.-r: 30 43 z ee 8 47 8 47 33 SEE NOTE i 4, U VHyc57 34 y oao NOTE: m 1. The sideUte is direct set into the y wSEENOTE2 SEE NOTE 2 46 62 jamb with (12) item #43 a #8 x 46 m_ a G1 2" pfh. wood screw. There are (4) INTERIOR EXTERIOR a wateachverticaljamb, from the o top down of 13.5 31 ", 48.5" & 3 VERTICAL CRO55 SECTION o INTER/OR EXTERIOR EXTERIOR INTERIOR 66". There are (2) at the header 5 Shown w/1x sub —buck a a SEE NOTE 2 46 62' of 4" from the outside corners of A the frame. there are (2) at the SEE NOTE 2 m sill, 4" from the outside corners. 46 62 47 2. Optional surface bolt; see design pressure chart sheet 1. [NTERIOR EXTERIOR o 30 N n 47 z w° o zn 6a — 47 n a}rvS ksS: 8 42 - 1A fa O o w39 r#:. v 4q 20 v 19 30 x1 a 14 Q 45 h 52 48 P 58 ogre 02/24/12 1 VERTICAL CROSS SECTION 5 outswing configuration 14 snA er: N.T.S. JKseeggenero! notes, sheetl for "HVHZ" water infiltration - \ / 4 VERTICAL CROSS SECTION CKK sr LFS 3 requirements / 2 1 VERTICAL CROSS SECTION owwiNc Na.: ° 5 Outswing configuration r 5 see genergi notes, sheetl FL 15000.3 for 'HVHZ water infiltration requirements sNEET 5 of 12 24 N7ERlOR 22 45 m8735 n 27 44 43 360=Z m INACTIVE ACTIVE ININTERIOR till I nJ 33 aa0! 13 34 W 43 SEE NOTE 1 d 0EXTERIORg1037 18 EXTERIOR a o w 1 HORIZONTAL CROSS SECTfON(-2-' HORIZONTAL CROSS SECTION m U 49 16 o 17 45 o a35n 44 36 46 J INTERIOR a INTERIOR O Gi a Lo EXTERIOR ACTIVE 33 43 SEE NOTE 1 34 DETAIL 15'MIN. OPTIONAL SURFACE BOLTS IN ACTIVE PANEL m 73 C-SINK SEE DESIGN PRESSURE CHART) o m a om O n 48 z a DATE; 02/24/72 i1-114"MIN. NOTE: SCALE: N.T.S. FMB. (TYP) 1. The sidelite is direct set into the jamb with (12) item #43 a #8 x 2" pfh. wood screw. DWG..ar: JK m HORIZONTAL CROSS SECTION There are (4) of each vertical jamb, from the top down of 13.57, 31", 48.5" & 66. There CNK 6Y: LFS + are (2) at the header at 4" from the outside corners of the frame. there are 2 at the DRAWNS NO.: Msill, 4" from the outside corners. FL-15000.3 0 sn¢T 6 ov 12 a 48 r''' 1i49 73 17 1S'MIN. C -SINK X- a 4a`r O INTERIOR z' o m i '• of ro 7 FFrn n1t 10. h o° rim Em zmeo mna 1 1. The sidelife is direct set into the jamb with (12) o JD v item §43 a #8 x 2" pfh. wood screw. There are 73 4) at each vertical jamb, from the top dawn at o 7 6 13.5', 31 ", 48.5" & 66". There are (2) of the 0 1-114" Mf N. 27 18 header at 4" from the outside corners of the o: 0 w EMB (nPj frame. There are (2) at the sill, 4" from the ao outside corners_ n EXTERIOR 4 (0 m W 1 HORIZONTAL CROSS SECTION 7 N o ¢ 48 1-1/4" MIN. 0 EMB. (TYP) 49 m 15' MIN. 17 13 45 6 C-SINK 44 43 B INTERIO R2 7 8 e nG 7 oN j41 INTERIOR 10 ACTIVE G1 33 7A 36 i i 34 ie ' 43 w c SEE NOTE 1 35 0 0 z EXTERIOR 4, 21 DATE 02/24/12 9 i6 12 43 SCALE: N.T.S. owc. BY. JK 'm 10 2 HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SECTION EXTERIOR LFS 3 orsAwwG Ho.: a FL-15000.3 0 7 7 i8 SHM 7 OF 12 MASONRY 2X BUC 4, 4" 4" I I ' ` MULLIONII II I I II I l SHOWN FOR Q Il 49 II REFERENCE II j IIDMULLION JAMBS II SHOWN FOR I I EI EI REFERENCE 11 II 1I II II II 11 I1 II Il II jl Jj ASTRAGAL II II II SHOWN FOR II II II II II II II II REFERENCE If II EI 11 fl it II II II II II DOUBLE W/SIDELITES HUCK ANCHORING MASONRY OPENING CONCRETEANCHOR NOTES- L Concrete anchorlocations at the comers maybe adjusted to maintain the min. 2X BUCK edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR _:: ANCHOR MIN M.IN CCEA 2AAtCE M. IN CLEARANjCg, TYPE SIZE EMBED'MEN7 TO MASONRY 7O ADJACENT:': ITW TAPCON ELCO ULTRACON® 3/4" 1-1/4" P' 4" 7T a vMASONRY OPENING & P DHEA II 2X BUCK II I p ASTRAGAL SHOWN FOR REFERENCE II II II II II dR-17 4" II II MULLION II II SHOWN FOR g I ( REFERENCE I II TYP. HEAD JAMBS I II 11 II it II II II II II T x^ I1II MULLION Lq (i SHOWN FOR I II REFERENCE 11 II II II DOUBLE DOOR INSWING BUCK ANCHORING MASONR) OPENINC 2X BUCK OZF q rrtt riiui z o m 2 g tE o a maa L 0 U x r d r o m r Z U DATE:02/24112 z° SGLE: DWG. BY.. fl( m CHK. ei: LFS ? DRAWING NO.: O: FL— 7 5000.3 C SHEEP _8. OF 12 n MASO NRY7 OPENING FRAME —\ 2X BUCKS SEE DETAIL "3" VIEW B" - ' "A' DOUBLE DOOR W/SIDELITES CONCRETE ANCHOR NOTES. 1. Concrete anchor locations at the cornets may be adjusted to maintain the min. edge distonce to morfarjoints. 2. Concrete an ch or loca tions noted as'MAX. ON CENTER" musf be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table. AN NOR A-Cfi6SR MIN :.Mlri G4Rk]VEJ hNtj CkEARANC> Slb EHIBjpMENi TD .-o"wNRY TOADJAGENT ?. ITW iAPCOPE® 1/4" 1-1/4" 2" 4" ITW TAPCON® 3/16" 1-1/4" 3" vvVVL/J4RCYY IlVJIMLLl IlVIV IVVICJ. 1. Maintain a minimum 5/8" edge distance, I" end distance, & 1"o.c. spacing of Wood screws to prevent the splitting of wood. I 7' MASONRY OPENING FRAME 2X BUCK - N_ SEE DETAIL "4" D2 TYP. SEE NOTE 1 VIEW "C"—"C' WW11,11 m m I-Oi, 3" 3" I1 11 I zo 13 W12X BUCK INSTALLATION 51 W/1X BUCK INSTALLATION TYP. HEAD JAMBS 43 TYR O 4 -r SILL III t It C" LV SINGLE DOOR W/SIDELITE 13 13 DETAIL "3" 43 0 43 50 IDE n 51 AF r'' rrrriltit p\ N o nmz p N _. v p xZQ 3 Z m °cw q c c0 m caaexi, E a° k ro n VIEW "A" —'A" w59 S DETAIL "I' SURFACE BOLT STRIKE AT THE SILL 13 W/2X BUCK INSTALLATION 60 W/1X BUCK INSTALLATION 73 W/2X BUCK INSTALLATION SCAM N.T.S. owc ere JK DETAIL "4" ASTRAGAL STRIKE 31 W/1X BUCK DETAIL "2" INSTALLATION SURFACE BOLT PLATE AT HEAD cHK. er. LFS DFAMNG No.: FL-15000.3 SHEET 9 or!2 E p 9 SEE DETAIL "3" Ll VrEW "B B,. "A" J' 4" I Ii I1 I f61 SEE 13 W/2X BUCK DETAIL "2" 4INSTALLATIONW/1X BUCK OPEGNING INSTALLATION a TYP. HEAD ° JAMBS 00 FRAME 2N 2X BUCK SEE 14 TYP. SILL DETAIL "i " — SEE / DETAIL '4" A" TINSTALLATION I— X BUCKTALLATIONxBUCKMASONRY OPENING HEAD — ¢ n JAMBS U? Li O FRAME — — 2X BUCK — 14 TYP. SILL SEE DETAIL "5" n g Z N• z am rriln on°mi L a Sty z < zZm M tig nd 9dLae o 5 0° 2 ScLIa a o aOf m w E) Fw " I t 11 t It It III t— o o it V a d DOUBLE DOOR CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain fhe min. edge distance to mcrtarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortorjoints, additional concrete anchors may be required to ensure the MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchortable: ANEHOR..'ANOHDR hfila................ MItJ CGERANCE MiN C4 ARANCe; SIZE. FAi181)JrUfV1 TOI4SASC3NRY TOAD....... -,. EQGE.,. Irn TAPCON® a" Irn TAPCON 3/16' 1-1/4" 3" 1-1/2" ry V,"L.KC"Irv" IHLA I IVIN rNU It": 1. Maintain a minimum 5/8" edge distance, i"end distance, & J"o.c, spacing of wood screws to prevent the splitting cf wood. IEW C—C VIEW A —A' SINGLE DOOR 5$ 58 ti v 13 o ry W/iX BUCK 3,o53INSTALLATION30n W/2X BUCK 12 13 .DETAIL "1" o a INSTALLATION f 0 SURFACE BOLT STRIKE AT THE SILL i3 W/2X BUCK1D DETAIL "3" INSTALLATION 60 W/1X BUCK 10 INSTALLATION DE7AII_ "5" 30 0 SEE NOTE 1 W/1 X BUCK 53 r ° z INSTALLATION 50 afire 02/24/12 13 W/2X BUCK SCAM N.T.S. W/2X BUCK 12 INSTALLATION owc. BY: JKINSTALLATION 31 W/1X BUCK cwc. M. LFS DETAIL "4' DETAIL "2" INSTALLATION FiRwwc No.: ASTRAGAL & SURFACE BOLT FL-15000.3 STRIKE PLATE AT HEAD SHM7 10 OFlg_ i C 18.88" 38.38" 20.63"- 16,5' 14.38" 1'• z dm o 9 o E mt! x Z. aU TOP N w M a ^ o a v\ w d 9z 27 cwd 27 TYP, 27 TYP. TYP. x 4.5" wa m N wm F- 3 25" 3.25" ffi0 0.75' 1.910" a a U0ti m0.75' 0.063" a N zd 24A SEE NOTE 1 r s N 0 4 0 a 0 O Z) Z FFm W Z I Q F G z Z O NOTE- ASTRAGAL DETAIL DATE 02/24/72 x_ SCALE N.rs. s owa BY., JK m 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP cNrun 3 LFSMWINGANDTHEBOTTOM. NO, FL- 15000.3 N 0 SNEE7 11 OF 12 Ifem DESCRIPTION Mot 1 FIBER CLASSIC (FC) PANEL SKIN .110" MIN. THK. FIBERGLASS BY THERMA-TRU with field strength F min. =6000 pi FIBERGLASS 1A SMOOTH STAR (SS) PANEL SKIN .070' MIN. THK FIBERGLASS BY with yield strength F min. = 000 si FIBERGLASS 2 FC TOP RNL WOOD COMPOSITE 3 FC LATCH STILE coo COMPOSITE 4 FC HINGE STILE PONDEROSA PINE SG=0.43 W000 5 FC BOTTOM RAIL WOOD COMPOSITE 6 1 POLYURETHANE FOAM 1.9lbs. DENSRY FOAL{ 7 SHORT REACH COMPRESSION WEATHERSTRIP FOAM 8 LONG REACH COMPRESSON WEATHERSTRIP FOAM 9 4' x 4- H .097" THK. STEEL 10 110 x 3 4' LG. PFH WOOD SCREW STEEL 11 1X WOOD BUCK SC >= Q.55 WOOD 12 110 x 2' LG. PFH WOOD SCREW STEEL 13 8 x 2-1 2" PFH WOOD SCREW STEEL 14 1 4' x 1-34' IPW PFH CONCRETE SCREW STEEL 16 2X BUCK SG >= 0.55 WOOD 17 MAX. 14" SHIM MATERIAL WOOD 18 KWIKSET PASSAGE LOCK - WMW MjEs 19 BUMP FACE THRESHOLD ALUM. OD 20 HEADER & SILL PONDER054 PINE SG=0.43 WOOD 2t STRIKE JAMB PONDEROSA PINE SG=0.43 WOOD 22 HINGE JAMB PONDEROSA PINE SG=0.43 WOOD 23 KWIKSET DFADBOLT - SIGNATURE SERIES 780 24 HURRICANE ASTRAGAL ALUMINUM 4A I ASTRAGAL FLUSH BOLT STEEL 248 ASTRAGAL FLASH BOLT RETAINER ALUMINUM 27 10 x 1-112' LG. PANHEAD SHEET METAL SCREW STEEL 29 5- 18 x I-3 4 PHILUPS FLATHEAD SCREW FOR ITEM 3 STEEL 30 SURFACE BOLT STRJXE PLATE STEEL 3f 3 16' x 3-1 4' ITW PFH CONCRETE SCREW STEEL JZ i B THK. CELLGLAZING TAPE STN(-Il TAPE) PLASTIC UP LETE FRAAEE PVC PVC 34 PLASTIC LIP UTE FRAME SMC SMC 35 BLANK JAMB PONDEROSA PINE, SG=0.43 WOOD 36 SIDFLDE SIDE STILE PONDEROSA PINE SG=Q4J WOOD 37 110 x 1-3/4' LG PFH WOOD SCREW STEEL 39 HIGH WATER DAM THRESHOLD ALUM. 40 S1LtCONE CAULK DOW 795 SILICONE 41 8- 10 x 1-1 2' PLASCREW FOR ITEM 34 STEEL 42 SIDEUTE TOP & BOTTOM RAIL PONDEROSA PINE SC=0.43 WOOD 43 8 x 2' LG. PFH WOOD SCREW STEEL. 44 3 8' x J 8' QUARTER ROUND RNGER JOWTED PINE WOOD 45 1" L. x .040' DLL BRAD TRIM NAA STEEL 46 TIES SURFACE BOLT 1454 6.0' L x . 55' THK STEEL 47 1 4-20 SEX BOLT W 1 4-20 FEMALE END x 1-3 4' L STEEL 48 MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 49 14' x 2-3 4 PFH ELCO OR MV CONCRETE SCREW STEEL 50 ASTRAGAL STRIKE PLATE STD 51 14 x 3-3 4' LW PFH CONCRETE SCREW STD 52 i 4" 4'fiW PFH CONCRETE SCREW STEEL 53 1 4 x J-1 4" TTW PFH CONCRETE SCREW STEEL 54 SS TOP RAIL WOOD COMPOSITE 55 SS LATCH STILE WOOD COMPOSITE 56 SS HINGE STILE PONDEROSA PINE, SG=0.43 WOOD 57 SS BOTTOM RAIL WOOD COMPOSITE 58 3 16' x 2-1 4 iTW PFH CONCRETE SCREW STEEL 59 3 I6 z 2-J 4 (i1Y PFH CONCRETE SCREW STEEL 60 3 16 x 3-1 4" EPN PFH CONCRETE SCREW STEEL 62 1 SPACER WQOD 4.563' b K 20 21 WOOD FRAME 22 35 FINGER JOINTED PONDEROSA PINE, SG=0.43 4.5a' 2.36a' cl R HIGHDAM THRESi[OLD 39 ALUMINUM/ WOOD THRESHOLD 050" WALL TYP. 79 BUMP FACE ALUMINUM/WOOD THRESHOLD 050" WALL TYP. NOTE: USE OF THIS COMPONENT (DOES NOT MEET THE WATER REQUIREMENTS FOR HIGH VELOCITY HURRICANE ZONES". 30 SURFACE BOLT STRIKE PLATE (125"STEED 8.000' a rJ 0 46 SURFACE BOLT OYES. 5" STEEL) Ji 8 a cz0 b W b w kN N Nrndm u c9oN > h 0 n z p m o 0 0 maaNF h ¢ i a - i 0 5 z L DAM 02/ 24/12 Er c SCAB N. T.S. DWG. er: JK CMK. BY: LFS '. FL-15000. 3 Er 12 or 12 R , R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813,659.9197 Florida Board of Professional Eutoneers Certificate of Authorization No. 9813 Product Catego Sub Category Manufacturer Product Name Therma Tru Corporation Fiber Classic" t "Smooth Star" Exterior Swinging Exterior Door 118 Industrial Drive 8'0 Outswing w/ and w/out Sidelites Doors Assemblies Edgerton, OH 43517 Fiberglass Door Phone 419 298-1740 Non -Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation based on Rule Chapter No. 61G20-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is lin compliance with the.5th Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ), 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product Is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the FBC. 5, For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15000.3 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #39 under active doors, and ail sills used under inactive doors meet water infiltration requirements for "HVHZ". 8, Outswing configurations using sill #19 under the door do not meet the water infiltration requirements for the "HVHZ" and shall be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FL-1$000.3 for size and design pressure limitations. Supporting Documents: 1. Test Report No. TEL 01460337-A,B,C TEL 01460336-A,B,C STTS00001 154427- 107362 ATi 67508.01-106-18 ETC 01-741-10701.0 ETC 01 -741-10703.0 ETC 01-741-10593.0 TEL 06-1031-3 TEL 06-1031-4 Test Standard ASTM D635-03,ASTM D1929-96 ASTM D2843-99 ASTM Q635-03, ASTM D1929-96 ASTM 02843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 Testinct Laboratory Signed by Testing Evaluation Lab.,Inc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,Inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,Inc. Testing Evaluation Lab.,Inc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. Drawing No. Prepared by Signed & Sealed by No. FL 15000.3 RW Building Consultants, Inc. (CA#9813) ,,etlif"1SeAi Ay„ L ndon F. Schmidt, P.E. Calculations Prepared by ', = s,,, Sinned & Sealed by Anchoring RW Building Consultants, Inc. (GA #9813)' t '= 'rtndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. Quality Assurance Certificate of Participation issued by National Accreditation and Management 1*1 % Institute, certifying that Therma-Tru Corporation is manufacturing products o within a quality assurance program that complies with ISO/IEC 17020 and Guide 53. Lyndon F. Schmidt, P.E. FL PE No. 43409 2/ 2/2015 Sheet 1 of 1 THERMA TRU DOORS 11 a INDUSTRIAL DR., EDD£RTDN, OH 43S17 FIBER CLASSIC" / "SMOOTH STAR" 8'0 INSWING w/ & w/OUT SIDELITES FIBERGLASS DOOR NON -IMPACT" GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edifon (2014) Fiohda Building Code (FBC( structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as fisted and spaced os shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used In areas outside of ihe'HVHP' requiring ward bome debris protection this product Is required to be protected With an impact resistant covering that complies with Section 1607.1.2 of the FBC. S. For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. This product does not meet the water infiltration requirements for the "HVHT'. Inswing units shall be installed only in non-hubdable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TABLE Of CONIM SHEEP# DESCRIPTION 1 Typical elevations, design pressures & general notes 2 Door panel details Smooth star) 3 Door panel detaTis Fiber classic) 4 Sideite panel details & glazing details 5 Vertical cross sections 6 Horizontal cross sections 7 Horizontal cross sections B Buck Anchoring 9 Frame anchoring 10 Frame anchoring 11 Astragal details 12 Bill of matedaEs & Components F 0 0 37M' MAR. OVERALL FRAME WIDTH D D SINGLE INSWING UNIT X 1a5.5a' MAX OVERALL SEE DETAIL "A'/ 1 SHEET 6 5 DOUBLE W/SIDELITES INSWING UNIT oxxo 74.50' MAX. OVERALL.........{{{ FRAME WIDTH I D D II SEE DETAIL "A'/ Ll SHEET 6 5 DOUBLE INSWING UNIT xX 61'O'MAX. OVERALL WIDTH SEE DETAIL 'A"/ I 2 SHEET 6 5 5 SINGLE W/SIDELITES INSWING UNIT OXO OFII iYP Ufil 1' O ls r 13'fTflStiR hGE fi T 4s SINGLE 67.0 67.0 DOUBLE 47.0 47.0 60.0 60.0 SINGLE &DOUBLE 47.0 47.0 60.0 60.0WITHSIDELITES Br. JK L BY: LFS ANG No, FL— 7 5000.4 s _.L or 72 55 56 < p, 3 zEXTERIOR666 fit 36.00'MAX. 0 Zdt; DOOR WERIOR (L PANEL WIDTH 4 c; z L rl-\ HORIZONTAL CROSS SECTION DOER PANEL 4M7 ------ w 0.336' EXTERIOR INTERIIS 0 zl- Z( 1.545' OR M : C w Q-0 i_-_ TIBM - m 0wC3 5, 7 M ti 55 LATCH STILE TOP RAIL SMOOTH STAR) (SMOOTH STAR) z IA DOOR PAN LLn n Smooth Star 1.18" 4 d VERTICAL DATF- 02/24/12 HINGE STILE scup, N.T.S. I BOTTOMPAIL —2 SMOOTH S &_.2_ 11 CROSS SECTION STAR) ( SMOOTH S_rR) uWG. fff. JK III DOOR PANEL CXK, BY: LFS DRAWING NO.; FL- 15000.4 SHEET 2 7 QFj2 EXTERIOR ' x 3 E 4 2 rc`:O`— Fq6 If lull Z0 1) INTERIOR + M N 9; L amoLaE 36.W' MAX. _ ° 1 HORIZONTAL CROSS SECTION E o z DOOR 3 DOOR PANEL = g aPANELWIDTH 2 3 4.622" x a Mo EXTERIORXT m z r E.Lr E ER !OR o 0 ETCH STILE 2 TOP RAIL a a p ® (FIBER CLASSIC) (FIBER CLASSIC) m 0 Pr a P N 1.2aa" 1.as' C Ln DOOR PANEL 4 Fiber Classic " n ; tiw'•+" 5 _ i 0 J 0 2 4 HINGE STILE 5 BOTiOM RAIL r VERTICAL CROSS SECTION Dire 02 24 12 a FIBER CLASSIC) (FIBER DOOR PANEL Scue N.T.S_ ° CHN. BY: LFS 3 DB LNG NO.: K N FL-15000.4 0 SKE[ 3 OF 12 N SIDELITE PANEL Smooth Star 112"GLASS 1/2" MIN. GLASS THK. SITE 40 1/8" EXTERIOR G1 TEMPERED GLASS 25" STEEL IRNTERIO INTERCEPT SPACER 40 41 SEE NOTE 1 5" INSULATED GLASS W/ SMC UTE FRAME GLAZING DETAIL 13.9375" MAX. PANELWIDTH 7.125' MAX. D.L.O. WIDTH C AIR SPACE 1/8", TEMPERED GLASS 1/Z'GLASS an 40 112" MIN. GLASS THK. 1 8F90G1TEMPERED GLASS L.25" STEEL INTERIOR INTERCEPT SPACER 40 29 SEE NOTE 1 5" INSULATED GLASS W/ PVC LITE FRAME GLAZING DETAIL SEE NOTE 1 1 HORIZONTAL CROSS SECTION 4 SIDELITE PANEL T tZ z = 1 2152' 2.589 a O (d 4I-+-1.676" --- ci w X 126" ul o. P1ASTlC UP LITE FRAME %:1 P1AS'17C LIP LITE FRAME EXTRUDED PVC EXTRUDED SMC AIR SPACE 1 /8'. TEMPERED GLASS EXTERIOR i 1D77' —` 1.077' l L VERTICAL CROSS SECTION I __t I 4 SIDELITE PANEL NOTE, 11 1_ /d 1. Spacing for item #29 do #41 (life frame screws) II II is as follows: From the bottom up on sides; 6.5", 1.531"f 1,531"—I with (7) more spaced at 9.875" o.c. there are (2) screws both top and bottom at 2.125" in from each 42r1 SIDELITE TOP & DOT'fOM RAIL _ , SIDELITE BLANK SIDE 571LE corner. FINGER JOINTED PONDEROSA PINE, SG=0.43 L J FINGER JOINTED PONDEROSA PINE, SGe0.43 WM N.T.S. aW BY, JK CHK. sr: LFS DRAWING No.: FL- 15000.4 SHED 4 OF 12 1T 44 45 z 20 42 33 SEE NOTE 1 w ITE 2 34 EXTERIOR INTERIOR SEE NOTE 2 z y 31 14 a° 1 VERTICAL CROSS SECTION 5 EXTERIOR AV INTERIO 1 1 VERTICAL CROSS SEC770N 5 SEE NOTE 1 40 v Zyzfn z' I : V•'•. rn o m n c /I o°nmi U N •• a x Z -e ov a Z m Ue IL 4 r 26 ic IL c E oZ u IM 0 pp 17 0 L cry rlY ! S Q IT I 5• m 20 EXTERIOR INTERIOR U f= SEE o i' NOTE 2 oI47 3 VERTICAL CROSS SECTION rm 'i 5J Shown w/1x sub —buck z v 0 OPTIONAL SURFACE BOLTS ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) f I I I I 121 Iy NOTE: 0 w 0 1. The sidelite is direct set into the jamb with (12) m item #43 a #8 x 2" pfh. wood screw. There are (4) z at each vertical jamb, from the top down of 13.5", 31", 48.5" & 66". There are (2) at the header at 02 24 72 sMF_, N.T.S_ 4" from the outside comers of the frame. there are 2) J13 0 08 x 2-1/2" pfh. wood screw at the sill, 4" from the outside comers. DWG. SY: JK CM W. LFS DRAWING ND.: FL-15000.4 2. OPTIONAL SURFACE BOLTS ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) SHEET S DFJ_2 38 C-SINK NO TE: gEXTERIOR SEE NOTE 1 1. The s;delite is direct set into the jambj ire, i rrrrrnttt n a 43 with (12) item #43 a #8 x 2" pfh. wood z o m o screw. There ere (4) at each vertical 47 h N z s jamb, from the top down of 13.5, 31 46.5" & 66". There ACTIVE e 0 F m zF. are (2) at the header 9 5 W at 4" from the outside corners of the t o_ c frame_ there are (2) # 13 a #8 x 2-112" r' U: pfh. wood screw at the sill, 4" from the ozE outside corners. cz INTERIOR y a a 36 45 ap 46 o N 41 29 44 35 DETAIL "A' a= a.y 17 76 OPTIONAL SURFACE BOLTS ON ACTIVE PANEL 1-1/4"MIN. SEE DESIGN PRESSURE C)-JART) EMB. (TYP,) m INTERIOR L 1 HORIZONTAL CROSS SECTION o a 0.18' MIN. 22 35 a. a ro C-SINK 24 EXTERIOR 43 8 7 SEE NOTE 1 34 27 B 7 43 33 m yztio INACTIVE ACTIVE 10 G1 o y XT RI 4 0z a w W 13 INj RIOR 36 44 o¢ m z 9 10 37 45 z a DATE: 02 24 12 i scut N.T.S. 1N7ERIORT8 DWG. en JK m 1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION cNx, a: LFS d DRNAND N- n FL- 15000.4 a I C J 6 SHEET 6 Or N 1-1/4 MIN EMB. (TYP.J 17 EMB. (TYP.J Q : sL.' n 13 17 15'MIN C-SINK MIN 7 13 C-SINK x y 00 f7 ` a ai n EXTERIOR 1' O(OU a 7 7 8 L dr' 8 N '+ z e. a O U XZ< S=o 9m.WEXTERIOR10Q a " m a a 0- 9z rn2O a n INTERIOR W i3 10 Co= o V) i6 27 9 i2 16 38 N 38 18 ( _2 HORIZON-FAL CROSS SECTION r INTERIOR 7 m_ z a a a 2 1 HORIZONTAL CROSS SECTION 35 IS' MIN. 21 r'C-SINK 1 m 7 43 34 SEE NOTE 1 EXTERIOR 7 33 43 V) O1 1A 8 a V) Nj rn i a NOT a wF 1. The sidelite is direct set into the jamb with (12) 36 item #43 a #8 x 2" pfh. wood screw. There ore (4) 44 a 3 at each vertical ''jomb, from the tap down at 13.5", 13 z 31", 48.5" & 66". There are (2) at the header at z o° 4" from the outside corners of the frome. there ore DAv: 02/24/12 °z 2) #13 a #8 x 2-1/2" pfh. wood screw at the o say.E: N.T.S. _ sift, 4" from the outside corners. IN RIQR 18 owc. SY: J7( m' 3 HORIZONTAL CROSS SECTION cnk ar: LFS 3 7 Dr-0 M.: FL-15000.4 0 SHEEr 7 OF 4" 4 I t I I II Il II II 38 II II MASONRY OPENING TYP. HEAD IIJAMBSASTRAGALII SHOWN FORIII REFERENCE II II II II 2X BUCK II II II MULLION I MULLION—' II I IISHOWNFORSHOWNFOR II REFERENCE II REFERENCE II II II ir 6 21 Il II II it cA DOUBLE DOOR W/SIDEUTE5 BUCK ANCHORING 4 MASONRY OPENING 2X CONCRETE ANCHOR NOTES: I- Concrete anchorlocalions at the comers maybe adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX ON CENTER" must be adjusted to maintain the min. edge distance to mortarloints, additional concrete anchors may be required to ensure the "MAX ON CENTER" dimension are not exceeded. 3. Concrete anchor table: N MIN CLEARANCE:: MIN CLEARANCE TYPE : IZE EMBEDMENT.:. TO MASONRY TOA flw 2" 4" TAPCONQ ELCO ULTR CONO 1/4!' 1. 4" MASONRY OPENING 2X 411 - II II Il TYP. HEAD II JAMBS 11 II II MULLION 11 SHOWN FOR II REFERENCE II II II II MULLION -Al I II SHOWN FOR 11 REFERENCE II II II II II If II SINGLE DOOR W/SIDELITES BUCK ANCHORING 4 o(n* bt- is 12' FFF=F=F= II vi o - Vll TYP. HEAD JAMBS ASTRAGAL SHOWN FOR REFERENCE o r II g as II II GO 7 DOUBLE DOOR BUCK ANCHORING Cl 6 MAS OPI 2X SINGLE DOOR BUCK ANCHORING DATE; 02124112 saw - N.T.S. DWG. BY. JK_ HK. Btt LFS DRAWING NO-: FL— 15000.4 SHEET 8 o:_12 MASONF OPENIN FRAN 2X BUC SEE DETAIL vloy "8`-"8 SEE DETAIL 2` 13 W/2X BUCK INSTALLATION 39 W/1X BUCK INSTALLATION TYP. HEAR & JAMBS 0 BUCK TYR K SEE DETAIL ' "\ 41P, IILL,,\ J L DOUBLE DOOR W/SIDELITES CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2 - Concrete anchor locations noted as "MAX ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: TYPE 317E............ EMBEDMENT GEtdF ITW TAFC0N6 114P 7. 41- ITW a TAPCON 3/16" 1-114' 31, 7-1 /2" I IYUU11,1.11CIY 111,111ILLP1111114 NLIM,1; J. Maintain a minimum 5/0'edge distance, 1"enddistance, & 7"o.c.spacing of wood screws to prevent the splitting of wood. 3' THESE (2) ANCHORS- REO'D ONLY WHEN DP > 47 PSF MASONRY-J OPENING FRAME-\ 2X BUCK SEE DETAIL 114- 13 W/2X BUCK IINSTALLATION 39 WIX BUCK INSTALLATION 0 TYP. HEAD & JAMBS 0 BUCK SEE Typ. 1 DETAIL 9 5" II 11=10INN 0- Al IT........ 1111JI111 Z 0 0 0 n z o - Z, E. 1 E 0 I VIEW "Q'-'V' ,C VIEW 'A"- A" SINGLE DOOR W/Ui EL 73 49 30 3 W/2X BUCK 3 0 31 INSTALLATION 31 13 W/1X BUCK 48 37 91 INSTALLATION ip!n: 10 DETAIL "3" DETAIL 'Y' 10 ASTRAGAL & SURFACE BOLT STRIKE PLATES 0 HEAD 10 Q, TAIL '5' 13 31 31 0 ii 30 t 30 DETAIL 'i " DETAIL "4" SURFACE BOLT STRIKE PLATE @ THRESHOLD 0 M 02/24/12 kLE: N.T.S. 0, Sn JK- C 9r. LFS NWING NO.; FL-15000.4 Tr 9 OF 72 r S B.. „A„ I I I I l I SEE DETAIL "2" W/2X BUCK MASONRY 77 INSTALLATION OPENING J9 W/1X BUCK a INSTALLATION TYP. HEAD & — ?n U JAMBS ^ O FRAM E N 2X BUCK SEE 14 TYP. SILL DETAIL 'I" SEE DETAIL I 1 t t 1 1 VIEW DOUBLE DOOR CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor lcble: ANCHOR AN!CHOIt hifM MIN C} AkA1NCE hA1N'CI AR4 fG : 7]'PF 701NA30tJkY 70ADIACENi, ; WZE.-Mt317lrItENT ITW ® TAPCON 1 4" 1.1/4" 2" 4" ITW TAPCON® 3/16" 1-1/4" 3" 1-1/2' YVV4 JLRGYY lIVJ IILI.IIIVIV IVVIW. I. Maintain a minimum 5/8" edge distance, I" end distance, & I" o.c. spacing of wood screws to prevent the spfiftfng of wood. DETAIL Z m 2 VIEW "C"—"C" W/2X BUCK 73 INSTALLATION W/tX BUCK MASONRY 39 INSTALLATION OPENING Typ• HEAD JAMBS FRAME Q 2X BUCK SEE O DETAIL 5" 14 TYP. SILL IW SINGLE DOOR W/1X BUCK 3 0 INSTALLATION W12X BUCK INSTALLATION 13 10 DETAIL "3" DETAIL "5" W/IX BUCK 50 INSTALLATION W12X BUCK 73 INSTALLATION DETAIL "4" VIEW ",A" —A" IN z OtO o U l"V z i g EQo z $za 0 4, 0 0. v 'u: e c az 49 30 30 W/2X BUCK 13 0 31 INSTALLATION 31 W/1X BUCK INSTALLATION 48 DETAIL "2" ASTRAGAL & SURFACE BOLT STRIKE PLATES ® HEAD 37 31 0 30 0 30 DETAIL "1" SURFACE BOLT STRIKE PLATE THRESHOLD 1: N.T.S. BY: JK L BY: LFS WW. NO.: FL-15000.4 TY 10 or 7 2 7:: .4 z` o pi 95.25 o n m z U N •• q 18.88—18.38" 2063".18.5' 14.3B" Z azUEmoo V\ V a E 0 ni 27 27 lYP' 27 a TYP. TYP. wa m W tF 4 r- 4S' 4.5' a o 3.2s" 3.2S' 7, tO.7s° 1.910" a a m z' 0.75' LC) u 0 N O 24 SEE NOTE 1 V Np L' F 24 Wf O N o 0 z o ASTRAGAL DETAIL aolc 02/24/12 SCAL: M.T.S. NOTE: Pxc. er: JK m' 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP CHk ar LFS $ AND THE BOTTOM. DRAm G Ha: FL-15000.4 fl a SHM 11 OF 12 d Item DESCRIPTION Material f FIBER CLASSIC (FC) PANEL SKIN 0.11' MIN. THK. FIBERGLASS BY THERMA-TRU with yield strength Fy(mh)=6,000 psi FI0GLA55 IA SMOOTH STAR SS SASH & PANEL SKIN 0.07 MIN. THK. FIBERGLASSBYKRMA-TRU with yield strength Fy(min.)=6,000 si FIBERGLASS 2 FC TOP RAIL WOOD COMPOSITE 3 FC LATCH STILE WOOD COMPOSITE 4 FC HINGE SOLE PONDEROSA PINE, SC=0.43 WOOD 5 FC BOTTOM RAIL WOOD COMPOSITE 6 POLYURETWE FOAM (1.9lbs. DENSITY FOAM 7 SHORT REACH COMPRESSION WFTHERSTRIP FOAM 8 LONG REACH COMPRESSION WEATHERSTRIP FOAM 9 4" x 4' HWGE .097' THK SIta 10 10 x 3 4' LG. PFH WOOD SCREW STEEL 11 MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO AD 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 12 110 x 2' LG. PFH WOOD SCREW STEEL 1J 8 x 2 1 2 I.G. PFH WOOD SCREW STEEL 14 4' x 2-1/4* TIN PFH CONCRETE SCREW STEEL. 15 SIDELITE BOTTOM BOOT .090' EXTRUDED WNYL NNYL 6 2X BUCK SG >= 0.55 WOOD 17 MAX. 1 4' SHIM MATERIAL WOOD 18 KWiKSET PASSAGE LOCK - SIGNATURE SERIES 19 SELF ADJUSTING INSWING SADDLE THRESHOLD ALUM. OD 20 HEADER PONDEROSA PINE, SG=0.43 WOOD 21 STRIKE JAMB PONDEROSA PINE SG=0.43 WOOD 22 HWGE JAMB PONDEROSA PK SG=0.43 WOOD 23 KWIKSET DE40BOLT - SIGNATURE SERIES 780 24 HURRICANE ASTRAGAL ALUMINUM 24A ASTRAGAL. FLUSH BOLT STEEL 248 ASTRAGAL FLUSH BOLT RETAINER ALUMINUM 26 1X BUCK SO >= 0.55 WOOD 27 ItO x 1-7 2' LG. PANHEAD Sh'EET METAL SCREW STEEL 28 INSWING DOOR BOTTOM SWEEP WMYL 29 6-16 x 1-3 4' PMLUPS FLATHEAD SCREW FOR ITEM 33 STEEL 30 SURFACE BOLT STRIKE PLATE STEEL 31 110 x 2-112' PWWPS FLATHEAD WOOD SCREW STEEL 32 1 8 7W. CELLULAR GLAZING TAPE SK-11 TAPE 33 PLASTIC LIP LHE FRAME PJC PvC 34 PLASTIC LIP LITE FRAME SNC SMC 35 BLANK JAMB PONDEROSA PINE, SG=0.43 KOO 36 S@ELITE SIDE STILE PONDEROSA PINE, SG=0.43 WOOD 37 110 x 1-3 4' LG. PFH WOOD SCREW STEEL 38 1 4' x 2-J 4' PFH ELCO OR ITW CONCRETE SCREW STEEL 39 1 4' x 3-3 4"ITW PFH CONCRETE SCREW STEEL 40 SIDCONE CAULK DOW 795 SILICONE 41 8-10 x 1 1 2' PL45CREW FOR REM 34 STEEL SIDELRE TOP & BOTTOM RAIL PONDEROSA PINE, SG=0.43 wow 4J 8 x 2' LG. PFH WOOD SCREW STEEL 44 3 8' x 3 8' QUARTER ROUND FINGER JOINTED PINE WOOD 45 1- L. x .040' 04 BRAD TRIM NAIL STEEL 46 KS SURFACE BOLT 1454 .25 STEEL SITE 47 1 4-20 SEX BOLT W 1 4-20 FFMAIF END SEEL 48 3 16' x 3-1 4' IT{Y PFH CONCRETE SCREW STEEL 49 ASTRAGAL STRIKE PLATE STEEL. 50 1 4x 3-1/4" ITW PFH CONCRETE SCREW STEEL 54 SS TOP RAIL WOOD COMPOSITE 55 SS LATCH SNLE 1 WOOD COMPOSITE 56 SS HINGE SIZE ONOEROS4 PINE, SG=0.43 WOOD 57 SS BOTTOM RAIL i WOOD COMPOSITE B.00f1' n 46 SURFACE BOLT (IVES .25" STEEL) 4.663" b 5i 2021 WOOD FRAME 22 35 FINGER JOINTED PONDEROSA PINE, SC=C.43 3.730' a TL _ I 19 SELF ADJUSTING SADDLE THRESHOLD ALUA4LNQMZViNYL .045" WALL ALUM 080" THK. WALL VINYL TYP S'' 4f 41 sll i •- I'!' Yx7j14 I p+ Oo Oo V 30 SURFACE 80LT STRIKE PLATE (.125" STEEL) 192IY' o 28 INSWING DOOR BOTTOM SWEEP VINYL .080" MAX. WALL, 035" MIN. WALL 21A1' T5 INSWING SIDELITE BOTTOM BOOT 0.09" EXTRUDED VINYL WALL SCALE: N. 7.5. owc. ex: JK CHK. sr. IFS FL-15000. 4 rr 12 oF12 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Vahico, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Category Sub Category Manufacturer Product Name Swinging Therma-Tru Corporation Fiber Classic" / "Smooth Star" Exterior Exterior Door 118 Industrial Drive 8'0 Inswing w/ and w/out Sidelites Doors Assemblies Edgerton, OH 43517 Fiberglass Door Phone (419)298-1740 Non -Impact" Scope: This Is a Product Evaluation report Issued by R W Building Consultants, Inc, and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma-Tru Corporation based on Rule Chapter No. 61 G20-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations; 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the FBC. 5, For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15000.4 require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meet the water Infiltration requirements for the "HVHZ". Inswing units shall be installed only in non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is less than 45 degrees. 8. See drawing FL-15000.4 for size and design pressure limitations. Supporting Documents: 1. Test Report No. TEL 01460337-A,B,C TEL 01460336-A,B,C STTS00001 15427-107362 ATI 67508.01-106-18 ETC 01 -741-10701.0 ETC 01-741.10703.0 ETC 01-741-10593.0 TEL 06-1031-3 TEL 06-1031-4 Test Standard ASTM D635-03,ASTM W 929-96 ASTM D2843-99 ASTM D635-03, ASTM D1929-96 ASTM 02843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 Testinq Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc, ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,inc. Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A, Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E, Wendell W, Haney, P.E. Wendell W. Haney, P.E. 2. Drawing No, Prepared by Signed &Sealed by No. FL 15000.4 RW Building Consultants, inc. (CA 49813) e ` '-'>`?^.', • ":%:> Lyndon F. Schmidt, P.E. 3. Calculations Prepared by v' Signed & Sealed by Anchoring RW Building Consultants, Inc. (CA 49813) Yndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. 4. Quality Assurance Certificate of Participation issued by National Accreditation and Managemeni. _:° Y Institute , certifying that Therma-Tru Corporation is manufacturing products Lyndon F. Schmidt, P.E. within a quality assurance program that complies with ISO/IEC 17020 and FL PE No. 43409 Guide 53. 2/212015 Sheet 1 of 1 FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION r BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00002439 Date 10/31/17 Application pin number . . . 977668 Revision number . . . . . . . 1 Other Fees . . . . . . . . . 01-LIBRARY IMPACT FEE 54.00 O1-PARKS IMP-RS SINGLE 1086.29 O1-POLICE IMP-RS 07-2017 374.90 O1-SEM CNTY RD IMPACT FEE 705.00 O1-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 O1-BLDG DCA SURCHARGE 27.27 O1-BLDG DBPR SURCHARGE 41.72 Fee summary Charged Paid Credited Due Permit Fee Total 102.00 00 .00 102.00 Other Fee Total 12881.09 12852.82 .00 28.27 Grand Total 12983.09 12852.82 .00 130.27 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 17-00002439 Date 10/31/17 Application pin number . . . 977668 Revision number . . . . . 1 Property Address . . . . . . 3743 SALTMARSH LP Parcel Number . . . . . . . . 17.20.31.502-0000-1370 Application type description NEW SINGLE FAMILY HOME DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 244281 Application desc NOC on file Owner Contractor STARLIGHT HOMES FLORIDA LLC STARLIGHT HOMES FLORIDA LLC 1064 GREENWOOD BLVD STE 124 LAKE MARY FL 32746 407) 708-0161 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . , , , . RESIDENTIAL USE GROUP Flood Zone . . . . . . . . NONE Other struct info . . . . . PLUMBING FIXTURES 17.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 2345.00 Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 1010438 Permit pin number 1010438 Sub Contractor R J KIELTY PLUMBING INC Permit Fee . . . . 102.00 Issue Date . . . . 10/31/17 Valuation . . 6850 Expiration Date 4/29/18 Qty Unit Charge Per Extension 17.00 6.0000 EA FIXTURES,WATERHEATR,DRAIN,TRAP 102.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich@sanfordfl.gov Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 O1-APPLCTN FEE -BUILDING 25.00 O1-APPLCTN FEE -PLUMBING 25.00 O1-BLDG PLAN REVIEW 735.00 02-CURB CUT/DRIVE - S/F 40.00 O1-FIRE IMP-RS 7-2017 373.91 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . 17-00002439 Date 10/31/17 Revision number . . . . . . 1 Property Address . . . . . 3743 SALTMARSH LP Parcel Number . . . . . . . 17.20.31.502-0000-1370 Application description . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . Property Zoning . . . . . . PUD Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 1010438 Permit pin number 1010438 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 322 UNPB PLUMBING UNDERGROUND 10-1000 311 PL03 SEWER 20 312 PL04 TUB SET 1000 313 PL05 PLUMBING FINAL / / r7-ar3y TRI-COUNT' TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656- 9656 ORDER NO: REPORT NO: REPORT OF IN -PLACE DENSITY TESTS PROJECT (1f'.? n 7 r r'E' SOir- s o PROCTOR I SPECIFkCATION: S 7 CONTRACTOR - `: " y `-'`"' OPTIMUM MOISTURE: i I % REPORTED TO: IJ{ t tt MAXIMUM DRY.DENSITY: LOCATION: ! MATERIAL: DATE TESTED: ; 17 LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCENT Or MAX. DENSITY MOISTURE. PERCENT INCHES lbs. cu. ft. lbs. cu. ft. to - yY - i! , l F. c.. lku ; fopfl hv_ rPCP _ S89'40'51"W _330.00' -- CENTER SALTMARSH LOOP PcPJ LINE 50' RIGHT—OF—WAY O CONC CURB (PRIVATE ROAD) N PROPOSED 5' 0 0 CONC SIDEWALK N89'40'51 "E WT40.00, 288 10' UTILITY EASEMENT (P) ui N O O SETBACK LINE TMP)----- 6.01, 6.0, LOT 138 LOT 145 280 00PROPOSED 2 STORY RESIDENCE 3770 SALTMARSH O LOOP O 1826 VOYAGER ^ n ELEVATION - S GARAGE - LEFT LOT 136 FORMBOARD O FFE= 31.00 6.01, 28:0 6.0' r 137----- LOT 4,400 S.F. ± rcr -roof cqw LB-Licensed usinemen' LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk ssBFP- Backflow Preventer Sight Distance Easement S - Survey PRM -Permanent Ref. Monument R Reported PCP -Permanent Control Point D - Description FP&L-Florida Power & Light P - Plat FFE-Finish Floor Elevation D. B.-Deed Book M-Water Meter O. R.-Official Records Book D4 -Water Valve P. B.-Plat Book J'-Fire Hydrant Pg.- Page RC® -Reclaimed Water Meter Elev. - Elevation RCD4-Reclaimed Water Valve Conc.- Concrete Cable Box BP - Brick Paver m -Telephone Box SW - Sidewalk m-Electric Box FFE- Finished Floor Elevation O-Utility Pole CI - 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 O-Storm Sewer Manhole NCS- No Comer Set (Falls in Water) O-Sanitary Sewer Manhole SF - Square Feet EHHo -Electric Handhole D. U.E.-Drainage/Utility Easement COO -Clean Out FMGD - MAG NAIL & DISK XVD4-Irrigation Control Valve P. K.-Porker Kalon Nail 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 LB7768 I1 -Existing Grade FIP- Found 1/2" Iron Pipe LB7768 CI -Blow -off Valve FPKD- Found P.K. Nail &Disk LB7768 ^^ _-Drainage Flow Direction FCM - Found 4"x4" Concrete 10 0 -Proposed Design Grade Monument PRM LB7778 10.2 -As-Built/Existing Grad Note: Some items in above legen may not be applicable) 1 Description I Date I Dwn.ICk•d I P.C.IOrder No. TV. V, V S89' 40'511W oA, w o oN o W v ar U ovZ • o Cn v v y V7 w M cI0 oOo N C'4 Nm J n WYNDHAM PRESERVE LOT 137 PB 81, PG 93) Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' LOT . 146 I LOT 147 DINMNSION NOTE: Proposed building dimensions shown hereon are of the exterior. 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, aid 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. BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc: of any deviation from information shown hereon. Failure to do so will be at user's sole risk. 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" 5. This Specific Purpose Survey is for the location and elevation of the formboards only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 137, according to the plat SURVEY) of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida This certifies that a stn Has made under my.4 Practice set fortA ) Surveyors & Mappfzw code, pursuaig to l m; 416re, 555 Winderley Place, Suite 109 WG,i gbe scribedproperty Maitland, FL 32751 6Y Standards of 9 6 'Professional Phone: (321) 270-0440 i t(5 17 ol^jo rd--Administrative Fax: (813) 248-2266 72. 027: M46b Statutes. Licensed Business No. LB 7768 F GeoPoint Surveying, Inc. J eS evinerfe, IDA PROFESSIONAL SURVEYOF NOT VAUD WITHOUT THE SIG MAPPER NO, LS6915 Drawn: MTP Checked: JDL P.C.: Data Rle:BrissonEost-Plat TURE AND THE ORIGINAL Date:11/ 08/17 Dwg:134ssonEad-Lctl37 Order No.: Fn Sl1RVFYnR . ANn MAPPFR SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: — CITY OF SANFORD 4 BUILDING & FIRE PREVENTION xy PERMIT APPLICATION Application No: Documented Construction Value:=$ LA-0 W Job Address: ;_Li J -= 7 tr Y l L Historic District: Yes No Parcel ID: t_1 - 31-5DD -0(11 O -- U- 7 Q Residential P7 Commercial Type of Work: New z Addition Alteration Repair Demo Change of Use Move Description of Work: 4 rAC N a,3 ('0-)fSt M C-h Cn t Q I ( a Plan Review Contact Person: X'-)1n C_ Title: . /`7T`,,M I a Phones i -2u%`' Fax: t l ( -7S C n Email; n l'c-. e ilk I Name Street: City, S Property Owner Information Phone: Resident of property? : FAO IJ Contractor Information Name C..- K.t iJPhone: U,l y;qp Street: St- 0 : e• Fax: ( Uri) J ' aRA "ISFOr City, State Zip: cl- ?'OT :'O State License No. 09C Name: Street: City, St, Zip: Bonding Company: Address: 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. i understand that a separate permitmust 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: 51° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application y 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 compliance with all applicable laws regulating construction and zoning. Signature of owmer/Agent Date Print'Otmer/Agent's Name Signature of Notary,State of Florida Date H. I Si * ature of Contractor/Agent Date 7 ontractor/Agent's Name t' l Notary PubtieSUM Of Florida Connie Lee Kulp My Commission GG 148896 Expires 10120/20 w vvg y. Owner/Agent: is Personally'ICntrac or gtiown toMeorCoentvvisV .. Persona- ••- _lly 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 Permits Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: of Heads Fire Alarm Permit: Yes No UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2ti l5 Permit Application 1 M5Cc (I r AHRI Certified Reference Number: 9162305 Date: 11/29/2017 Product: Split System: Heat Pump with Remote Outdoor Unit -Air -Source Outdoor Unit Model Number: CH14NB030*0**A* Indoor Unit Model Number: FB4CNP030L Manufacturer: CARRIER AIR CONDITIONING Trade/Brand name: CARRIER AIR, CONDITIONING Series name: 14 SEER HP Manufacturer responsible for the rating of this system combination is CARRIER AIR CONDITIONING Rated as follows in accordance with AHRI Standard 2101240-2008 for Unitary Air -Conditioning and Air -SourceHeatPumpEquipmentandsubjecttoverificationofratingaccuracybyAHRI-sponsored, independent, third partytesting:r Cooling Capacity (Btuh): 28600 EER`Rating (Cooling): 11.50 SEER Rating (Cooling): 14.00 Heating Capacity(Btuh) @-47 F: 28600 Region IV HSPF Rating (Heating): 8.20 Heating Capacity(Btuh) @ 17 F: 17100 Ratings7ollowed by asterisk (') indicate a voluntary rerate of previously published data, unless accompanied with WAS, which indicates an involuntary rerate. DISCLAIMERAHRIdoesnot endorse the product(s) listed on this Certificate and makes no representations, warranties or guarantees as to, and assumes no responsiblilty for, the product(s) listed on this Certificate. AHRI expressly disclaims all liability for damages of any kind arising out of the use or performance of the product(s), or theunauthorizedalterationofdatalistedonthisCertificate. Certified ratings are valid only,for models and configurations listed in the directory at www.ahridirectory.org. TERMS AND CONDITIONS This Certificate and its contents are proprietary products of AHRI. This Certificate shall only be used for individual, personal and confidential reference purposes. The contents of this Certificate may not, in whole or in part, be reproduced; copied; disseminated; entered into a computer database; or otherwise utilized. in any form or manner or by any means, except for: the user's Individual; AIR-CONDITIONING, HEATING, personal and confidential reference... & REFRIGERATION INSTITUTE CERTIFICATE VERIFICATION The information for the model cited on this certificate can be verified at www.ahridirectory.org, click on `Verify Certificate" link we make life better - and enter the AHRI Certified Reference Number and the date on which the certificate was Issued, which is listed above, and the Certificate No., which is listed at bottom right. 131564428790856813 2014 Air -Conditioning, Heating, and Refrigeration Institute CERTIFICATE NO.: PCP _ S89'40'51 "W _ 330.00, CENTER SALTMARSH LOOP 3 158.0o' LINE 50' RIGHT—OF—WAY 0)_ PCP CONIC CURBS ( PRIVATE ROAD) 'o i 6 N 5' CONCRETE 0 0 z SIDEWALK SIR R N89'40'51 "E SMGD 0g 0 00 289 10' UTILITY gQg 88 EASEMENT (P) j--- - — V;-- - ---- N U0 O CONCRETE WALK LOT 138 LOT 145 16.0'-- 6.0, PORCH 6.0 28.0 SETBACK LINE O TYP) 0 O 2 STORY O RESIDENCE o SALTMARSH- o' 3 OP 374 LOT 136 O FFE= 31.03 O O 6.0' 28.0 6.0' O 15.3 rn 2.7 PATIO r• O Z PAD 9.9 LOT 137 AREA = ra)' 1 4,400 S.F. 0 1 SIR 1 40. 00 ' SIR S89040'51 "W rLB-roof tqw ment LEGEND: ADUSSD -Access/Drainage/Utilities/SidewalkLB -Licensed sterBFP-Bockflow Prevenevers Si9 ht Distance Easement S -Survey PRM -Permanent Ref. Monument R Reported PCP -Permanent Control Point D -Description FP&L-Florido Power & Light P -Plat FFE -Finish Floor Elevation D.B. -Deed Book M -Water Meter O.R.-Official Records Book N-Water Valve P.B. -Plat Book 17-Fire Hydrant Pg.-Page RCM -Reclaimed Water Meter Elev. -Elevation RCM -Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk EI-Electric Box FFE-Finished Floor Elevation O-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 O-Storm Sewer Manhole NCS -No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U.E. -Drainage/Utility Easement COO -Clean Out FMGD-MAG NAIL & DISK CVD4-Irrigation Control Valve P.K. -Parker Kolon Nail Sign SIR -Set 1/2" Iron Rod L87768 WI>4-Gate Water Valve SPKD-Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2" Iron Rod LB7768 Existing Grade FIP-Found 1/2" Iron Pipe LB7768 a -Blow -off Valve FPKD-Found P.K. Nail & Disk LB7768 —I-Drainage Flow Direction FCM-Found 4"x4" Concrete 10.0-Proposed Design Grade Monument PRM LB7778 ' 1M-As-Built/Existing GradNote: Some items in above legend may not be applicable Description I Date I Dwn.ICk'd I P.C.IOrder No. LOT 146 1 LOT 147 SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights -of -way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of VYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1" = 20% 7. All boundary line dimensions are field measured unless otherwise noted. WYNDHAM PRESERVE LOT 137 PB 81, PG 93) Building Setbacks Setbacks: Per construction plans for WYNDHAM, PRESERVE",_ City_ of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. BUELDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. 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 Y DESCRIPTION: LOT 137, according to the plat of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey: 2 14 2018 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. GeoPoint Surveying, Inc. Drawn: MTP I Checked: JDL I P.C.: Data File:BrissonEast-Plat Date:2/16/18 Dwg:Bris,onw-Lain Order No.: — SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: oo"J'ames D. Leviner LS6915 FLORIDA PROFESSIONAL SURVEYOR & MAPPER NO . .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL