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3737 Saltmarsh Lp 17-2437; PLUMBING
U CITY OF SANFOMD BUILD I ING & FIRE PREVENTI N PERMIT APPLICATI N Application No: - 1-4 -,2-11 10DocumentedConstructionValue: $ (c); Job Address: (0,02 Historic District: Yes [I No I Parcel ID: Residential ' CommercialE] Type of Work: New[T Addition R Alteration R FqRepair Demo Change of UseEl MoveEl Description of Work: f)LLVX_%bi.y1.C_ Plan Review Contact Person: Phone: Name Street: City, State Zip: Fax: Email: Property Owner Information Phone: Resident of Title: Contractor Information Name Phone: J Street: 9 7)-r Fax: 4rC')'4_- City, State Zip:State License No.: Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: 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 constru-,tion in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, Fools, 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: 5d' Edition (2014) Florida Building Revised: June 30,2015 Permit Application i- 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 reqL firedinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the.executed contract exceed the actual construction v iue, 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 i be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date Print Contractor/Agent's Name 1 Si D ate PATSUSI zr.,r MY COMMISSION #rr 120904 a•:.; P EXPIRES: August 25, 201E3 c{ y?' Bondad 7hru Notary PuMc Unde rrriMn c Contractor/Agent is Personally 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: New Construction: Electric - # of Amps 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 52 123 Miller Road 9701 Bachman Road ( Established 1973 FL 34669 Valrico, FL 33594 e Orlando, FL 32824 www.RJKielty.comiudson, Slate license # CF-0O20 4207-855-263627=863-5486 813-661-0707 4„ i forR.J. Page: 1 O 1 Proposal No: 717-13528 PLUMOING • HEATING 6 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 Ne 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 411 materials guaranteed to be as specified. All w ornpleted in a workman like manner according to standard practices. Any alteration or deviatio from specifications below involving extra will be exe ted only upon written orders, and will become an extra charge over and above the estimate. At agreements contingent upon strike eidents or del r control. Owner to carA fire, tornado, and other necessary insurance. Our workers are covered by workers compens n insuranc , ls— t 145 fully AUTHORIZEDSIGN E THIS PROPOSAL MAY BE WITHDRAWN IF NOT ACCEPTED IN'30 DAYS. We hereby submit specifi • " 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 1.29 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath Up 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Powder Bath 1 Toilet Gerber Maxwell 21-912`1.28White ,Elongated 1 Lav Gerber Maxwell 22-514 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 i Icemaker Line With Recessed Box 1 Dishwasher Hook Up utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Galion 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 - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made s outlined above. I agreetopayreasonableattorney's fees court costs in the event of legal action. A monthly service charge of 1 1i2% will be added after 0 days. Any sewer taps deeper than 41l2 feet or requires backhoe or dewatering will be an extra charge. SIGNED . t t a tc C ! Y \ C DATE OF ACCEPTANCE & PAGE 2: Branch: Hudson Last Edit By. Last Edit Date: 7/27120W CITY OF SANFORD a ==; BUILDING & FIRE PREVENTION ter, PERMIT APPLICATION Application No:qJ 7 Documented Construction Value: $ 3 g4 c Job Address: - ,137 ( { } )() Historic District: Yes No Parcel ID: Residential 0 Commercial Type of Work: New10Addition Alteration Repair Demo Change of Use Move Description of Work: 1? ,I 4 } 1,5'Q rn So r u i Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Title: Name ,, tt r I (1 ' fYl{f _Q) R, Phone: % 0 1 l` J i Street: ; 7 (~; ?" (G i };'d ( Resident of property? f1 City, State Zip: k-f': May _1 LR,_.) Contractor Information Name- t I 1')' C.{-r iC, En Phone: 110 % - i>`41./,' _cSS `%L-,n Street:%S7 _J Cckpn o .Z. Fax: 1401 1r,L "7 -Sq! City, State Zip:\' 1 r* Sr cK F 1 329,9 State License No.: _CC Oat- m_ of, Name: Street: City, St, Zip: Bonding Company: Address: Arch itect/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 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: 5i° Edition (2014) Florida Building Code Rcvised: Junc 30, 20i5 Pcmit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation 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 OwncrlAgent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID gnature of Contractor/Agent Date c F r krC n t ContractorlAgent's Name l3)1)7 Signature of Notary•State of Florida Date a009 Y'PO4r PAMELA S TERNUS Commission# GG 110622 Expires August 7, 2021 Wed nw Budget Nota7Servites Contractor/Agent is Personally Known to Me or Produced ID Type of ID Permits Required: Building Electrical Mechanical [] Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: 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: WYNA WASTE WATER: BUILDING: Revised: June 30, 2015 PcrmitApplication 7- AUG 10 2017 BY: — CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ri Z 4 37 Documented Construction Value: $ Job Address: ?S13^l S a a>3h L c p Historic District: Yes No Parcel ID: 17-20-31-502-g000-13too W1 ndham Preserve Lot Residential ® CommercialEl 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? t No City State Zip: Roswell, GA 30076 45 Contractor Information Z 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: Mulhem & Kuip Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fag: 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, beaters, 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: 5te Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application T 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'lordmance. 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 o€Owner/Agent Date Signature of contractor/Agent Date Print Owner/Agent's Name lWat -so —'M 4R S i- Signa otary-State Florida Me A/4E WYShayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Expires 6/21 /2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID Robert Willets Print Contractor/Agent's Name Signature of otary-State of Florida Date y%f i Shayne Mangel SNOTARY PUBLIC o STATE OF LORIDA Contras t e'T o4im# G 1 a y Known to Me or Produced ID ype BELOW IS FOR OFFICE USE ONLY Permits Required: Building ® Electrical o Mechanical® Plumbing[ Gas[] Roof Construction Type: g-f Occupancy Use: iztf5 Flood Zone:, 5 E TTdrLk{ Total Sq Ft of Bldg: 21 1 -!! Min. Occupancy Load: of Stories: 2- New Construction: Electric - # of Amps l i Plumbing - # of Fixtures 1-7 Fire Sprinkler Permit: Yes No [R # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: J( 1ck UTILITIES: WASTE WATER: ENGINEERING: WMC— °k--1 -1] FIRE: BUILDING:-6F t,J•23•i"7 COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 3-7.010 'Aje, P j &&ovo-(T-L}, (-L Revised: June 30, 2015 :Permit Application REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 1"1- Zy3? Address: 3-z- 7 5—MI-—SZ't 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 ELECTRICAL Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLUMBING PERIVIIT07, Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMaIT;'' Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 AUG C N17 U td CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: L `1 J -7 Documented Construction Value: $ 10 Cl Job Address: '251 31 S a1 cr'St--, Historic District: Yes No Parcel ID: 17-20-31-502-0000-13bp Wyndham Preserve Lot Residential ® CommercialEl 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? : No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fag; 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 21M46-8001 Street: 20 South Maple Street, Suite 150 Fag: 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. 1 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: 511 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 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 locdl'brdinance. 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. 1 , OWNER'S AFFIDAVIT: i.certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of owner/Agent Date Print Owner/Agent's Name Wag 4 Q —M 0-!Ied s 1(8Signaturotary-State Florida Ixte 1 tWy4,, Shayne Mangei NOTARY PUBLIC o STATE OF FLORIDA Comm# GG113111 s%NCE19' Expires6/21/2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name 3"_, L,V -Maj:" 8l8h :4- Signature of otary-State of Florida U Date t vy}N9y Shayne Mangel o(*% NOTARY PUBLIC 01 .4 ti STATE OF LORIDAt ? Contraf i, beomm# GG 1 a -Known to Me or Produced ID 'hype BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: of Heads Fire Alarm Permit: Yes No UTILITIES: / WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application Revision Response to Comments Q-' Lc)-T 13 Lx City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # I `" , -L4 3 Submittal Date l O I I Project Address: C)- Contact: Ph: 140--- —ttZ) L) I C a( Fax: Email: h L 2, 91-4 hcr,-\eS . Trades encompassed in revision: El Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building SF 19•Zg•17 AW ASMTQN WOODS, September 22, 2017 Shayne Mangel STARLIGHT HOMES—ORLANDO 1064 Greenwood Blvd. Suite 124 Lake Mary, FL 32746 STARLIGHT H0MEI 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. office. If you have any questions or would like any further clarification, please feel free to contact our Respectfully, W A- Adam Weaver Vice President of Purchasing and Starlight Product Development Ashton Woods - Corporate Headquarters 1405 Old Alabama Road, Suite 200 1 Roswell, GA 30076 SXRFORA FIRE DEPARTMENT uA PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2437 Date: 10/04/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3737 Saltmarsh Loop Contact Email: Shayne.Mangel(a,starlighthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies of affected plan sheets and/or supplemental information as requested. Permit submittals will not be accepted without two copies. COMMENTS: 1. The plans include different elevations. The plans are required to be site specific. Only the specific elevation and any corresponding details or floor plans should be depicted on the plans. In addition, the index on the cover sheet should be revised to only include the specific pages that exist in the plans. FBC 107 2. The Electric Page specifies a 200 amp service while the electric load calculations specify a 150 amp service. Please either revise the electrical page or the electric load calculations to show the correct service size. FBC 107 3. The A/C condenser is required to be shown on the plans in the approved location as shown on the plot plan. All applicable plan pages and any electrical details need to be revised, placing the condenser at the rear of the house. Building Plan Pages require revision, not the plot plan. FBC 107 4. The 2°d floor framing plan, Sheet S3.1, doesn't include any truss id's for the mono trusses at the front of the house. Please revise accordingly. FBC 107 5. The spacing for trusses A5 on the building plans do not match the spacing shown on the truss layout from the truss manufacturer. Please revise either layout so both match. FBC 107 6. Please provide two (2) copies of a Service Riser Diagram indicating the service size and the bonding to the footer steel, in accordance with NEC 250.50. FBC 107 7. The Product Approval packages are required to be site/lot specific. There is product approval submitted for a sliding door, however no sliding door is being installed on the house. A swinging door is being installed at the rear of the house. Please provide product approval and corresponding installation instructions for the swinging door. FBC 107 Please Note: Two (2) copies of the Product Approval Specification Sheet is required for all permits. Only 1 copy has been submitted on all permits. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment arranged bV phone or email prior to arrival Respectfully, Steve Fiorey, CBO Residential Plans Examiner 1- 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.mange)@starlighthomes.com Property Address: 3737 Saltmarsh Loop Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1360 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: 0 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) ea a`' t y m i t FFICIALIJSE ONLY: 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 E The parcel is not in the: W 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# 17-2437 Reviewed by: Michael Cash, CFM Date: September 7, 2017 d 0 Application for Paved Driveway, Sidewalk or WalkwayIncluding Right -of -Way Use & 1 Y ctjo ;D Landscaping in Right -of -Way www.sonfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Pnone:4U/.6t38.b14U Fax:4tl/.b86.b141 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. AI[ requested information below as well as a current survey, site plan or plat clearly Identifying the Know what%below. 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: __3+ 2. Proposed Activity: 'Driveway Walkway (other: 3. Schedule of Work: Start Date 9 € " Completion Date ( t ( S EJ Emergency Repairs 4. Brief Description of Work: This application is submitted by. Properly Own r. Signature: VL Print Name,: 4/ Address:. Phone: Fax: f Email: a-Y-1 bhi, C. r:. ,lt t.,Pate: Maintenance Responsibilities!Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the Improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationfimprovement 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 councilpersons, agents, servants, or employ- ees ( appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect o l consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or Indirectly out of or connected with the use of the City's right-of-way. I have d 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: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date: v Date: November 2015 ROW Use Driveway.pdf Ng iTiil.1 D1ixosms N'so a t Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 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): 6d' The specific permit and application for work located at: 3- 13-1 Sg-ram -s 1 o. c,,,r< Street Ad ress) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC1522347 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The forego , ingmArument was acknowled6 before me this 2 da o l u ; 200 b lQ y y t , who is rson y known to me or o who has produced as identification and who did (did not) take an oath. No ' 1),hayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 eta1Expires 6/21/2021 Rev. 08.12) is Shayne Manget Yi {% NOTARY P NotaryPublic - State of vein Commission No. t;;,, ^4 STATE OF FLORIDA My Commission Expires: omm# GG113111cxPires 6/21/2021 THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Marv. FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole GI INT NAL.OYr SE11INOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BK 1 969 F's 343 (1F'ss ) CLERK'S T 2017080906 RECORDED 08/10/2017 11:11:.:; All RECORDING FEES $10.00 RECORDED BY hdw_vore Permit Number: Parcel ID Number. 17-20-31-502-0000-136 0 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter, 713, Floridattatutes, 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 13tp Address: 31 3"7 GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (if other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL $2746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalties of perjury, I declare that I have read the foregoing and that the facts stated in it are true to the best o wled a nd belief. ovmers Signature 1c _ lc Owners Printed e Florida Statute 713.13(1)(g): 'The owner must sign the notice of commencement and no one else maybe permitted to sign in his or her stead.` State of'V_-kor iZ1c_, County oft+tea The foregoing Instrument `wa'ssaack,nowledged before me this day of + 20 1- - by (!_I L' . rlU1 `t ,V1 Who is personally known to mJe___ Name of person making statement OR who s pro fted IdUtaigcation El typo of identification produced: qa el NOTARY PUBLIC STATE OF FLORIDA a• Comm# GG113111 ci9 Expires 6/21/2021 Notary signature REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: \ 6T Qu Project Name:t t:`I Ko-',, Q(t}Q Project Address: J-ZV3=r Sjr, y k LDpP 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 Korsterl Print Name of O ant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print Name f Gen. Contractor Signature of Gen. Contractor CGC1522347 Gen. Contractor License # CUE EQsfr y- Print Name of El. Contractor IF Signature of El. Contractor F _ _3C9 D El. Contractor License # CALLED INTO: Progress Energy Florida Power and Light on _/ Rev. 02/10/15) RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 136 - 1605 TL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: # ' T - 2 ,4 3 % Owner: eJurisdiction: 1t Design Location: FL, Sanford County:: Semine (lorid Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (2222.5 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1026.60 ft2 3. Number of units, if multiple family 1 b. Concrete Block - Int Insul, Exterior R=4.1 842.79 ft2 c. Frame - Wood, Adjacent R=13.0 353.13 ft2 4. Number of Bedrooms 3 d. NIA R= ft2 5. Is this a worst case? No 10. Ceiling Types (987.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 987.00 ft2 6. Conditioned floor area above grade (ft2) 1605 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 R 2 7. Windows(132.3 sqft.) Description Area 11 Ducts a. Sup: Attic, Ret: Floor 2, AH: Floor 2 R ft2 6 321 a. U-Factor: Dbl, U=0.34 132.27 ft2 SHGC: SHGC=0.26 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 30.0 SEERA4.00 c. U-Factor. N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiencyd. U-Factor: N/A ft2 a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.260 14. Hot water systems 8. Floor Types (987.0 sqft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 652.00 ft2 b. Conservation features EF: 0.950 b. Floor over Garage R=19.0 335.00 ft2 None o_ N/A R= ft2 15. Credits None Glass/Floor Area: 0.082 Total Proposed Modified Loads: 50.33 PASSTotalBaselineLoads: 52.53 I hereby certify that the plans and specifications covered by Review of the plans and Ji11E SrJJ' this calculation are in compliance with the Florida Energy Code. specifications covered by this calculation indicates compliance 0J ip0 with the Florida Energy Code. O PREPARED BY: 57 b - -Y1 Before construction is completed 4 DATE: this building will be inspected for compliance with Section 553.908 c 1 hereby certify that this building, as designed, is in compliance with the Florida Energ Code. Florida Statutes. fLG,00 W OWNER/AGE 'L BUILDING OFFICIAL: DATE: 7 0 DATE: /12. Za -r 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 R402.4.1.2. Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 Qn for whole house. 6/21/2017 3:05 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Lot 136 - 1605 TL Bedrooms: 3 Address Type: Lot Information Building Type: User Conditioned Area: 1605 Lot # 136 Owner: Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily TempVDesignLocationTMYSiteZone97.5 % 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 1605 13782.9 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 652 6063.6 Yes 4 0 1 Yes Yes Yes 2 Floor 2 953 7719.3 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 89.5 ft 0 652 ft2 0 0 1 2 Floor over Garage Floor 2 ___ 335 ft2 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area. Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1104 ft2 0 ft2 Medium 0.6 N 0.5 No 0 26.6 ATTIC v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 987 ft2 N N 6/21/2017 3:05 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 987 ftz 0.1 Wood WALLS Adjacent Space Cavity Width Height R_va'lie Ft In Et In A rp. Sheathing Framing RAbah le Fraction Solar Below Absor 0 1 E Exterior Frame - Wood Floor 2 13 35 6 8 1 287.0 ft2 0 0.25 0.6 0 2 E Exterior Concrete Block - Int Insul Floor 1 4.1 18 9 9 5 176.6 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 7 3 9 5 68.3 ftz 0 0 0.6 0 5 W Exterior Frame - Wood Floor 2 13 35 6 8 1 287.0 ftz 0 0.25 0.6 0 6 W Exterior Concrete Block - Int Insul Floor 1 4.1 35 6 9 5 334.3 ftz 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 37 6 9 5 353.1 ftz 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 ftz 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 45.0 ft2 1 ft 0 in 1 ft 0 in None None 2 S 7 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 ft 0 in None None 3 S 8 Vinyl Low-E Double Yes 0.34 0.26 19.3 ft2 1 ft 0 in 11 ft 0 in None None 4 S 8 None Low-E Double Yes 0.34 0.26 8.0 ft2 1 ft 0 in 11 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 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 406 ftz 406 ft2 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000382 1608 88.28 166.02 3433 7 6/21/2017 3:05 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 cfm 0.7 1 sys#1 HOT WATER SYSTEM System Type SubTpe 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 Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS V # Supply — Location R-Value Area Return - Air Location Area Leakage Type Handler CFM 25 TOT CFM25 OUT ON RLF HVAC # Heat Cool 1 Attic 6 321 ft' Floor 2 80.25 ft Prop. Leak Free Floor 2 cfm 48.1 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: N Coolingj j Jan [ ]Feb Mar Heatin(X] Jan [j Feb (j Mar Ventin [[ ]]]] Jan [[ ]Feb [[X Mar f X Ceiling Fans: A r I IM a Xj Jun j Jul X Augj Apr May 4 ]Jun ]Jul AugArMay (]Jun ]Jul Au Se SepSe j Oct X] Oct Oct Nov X] Nov X] Nov j Dec X] Dec Dec Thermostat Schedule: HERS 2006 Reference Schedule Type 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling (WD) Cooling (WEH) Heating (WD) Heating (WEH) AM 78 PM 80 AM 78 PM 80 AM 65 PM 68 AM 65 PM 68 78 80 78 80 65 68 65 68 78 80 78 80 65 68 65 68 78 78 78 78 80 78 78 78 78 78 78 78 80 78 78 78 65 65 65 65 68 68 68 68 65 65 65 65 68 68 68 68 78 78 78 78 68 68 68 68 80 78 80 78 68 68 68 68 80 78 80 78 68 68 68 68 80 78 80 78 68 68 68 68 80 78 80 78 68 68 68 68 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 38 0 0 1 - Electric Heat Pump 1 - Central Unit 6/21/2017 3:05 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 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: N/A SHGC: 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 1026,60 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 842.79 ftz 1 c. Frame - Wood, Adjacent R=13.0 353.13 ft2 3 d. N/A R= ft2 No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 987.00 ftz 1605 b. N/A R= ft2 Area c. N/A R= ft2 132.27 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 321 ftz 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 a. Electric Heat Pump1.000 ft. 0.260 Area 14. Hot water systems 652.00 ft2 a. Electric 335.00 ft2 ft2 b. Conservation features None 15. Credits 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: Q /, C>titQ Date: (- Address of New Home: 333a-- City/FL Zip: ( kBtu/hr Efficiency 30.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 None yoF-caE sr T 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. 6/21/2017 3:05 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 136 - 1605 TL 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/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to. the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/21/2017 3:05 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 136 - 1605 TL Street: City, State, Zip: Sanford , FL, 32773 Design Location: FL, Sanford Cond. Floor Area:: 1605 sq.ft_ Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Builder Name: Starlight Homes Permit Office: Seminole County Permit Number: Jurisdiction: Cond. Volume: 13783 cu ft. Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or otherinfiltrationcontrolmeasures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltrationcontrolmeasures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 6/21 /2017 3:05 PM 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: O VE Sp,1 j CDD ivE v5 EnergyGaugeS USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 136 - 1605 TL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakage 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) 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: 6/21/2017 3:05 PM EnergyGauge(bUSA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Project Summary Job: Starlight -Wyndham wrightsoft° Y Date: 6/1612017 Entire House By: Energy Air, Inc Plan: 1605 S Endeavour 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: wmv.energyair.com For: Lot 136 - 1605 TL, Starlight Homes Sanford, FL 32773 Notes: Desi nbinformation . 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 14446 Btuh Ducts 2243 Btuh Central vent (38 cfm) 1082 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 17770 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Coolingg Area (ft2) 1653 1653 Volume (ft') 14246 14246 Air changes/hour 0. 50 0.26 Equiv. AVF (cfm) 119 62 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO300000A AHRI ref 7835429 Efficiency 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 0.054 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 13692 Btuh Ducts 4007 Btuh Central vent (38 cfm) 738 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1. 00 Equipment sensible load 18436 Btuh Latent Cooling Equipment Load Sizing Structure 2828 Btuh Ducts 831 Btuh Central vent (38 cfm) Equipment latent load 1133 4792 Btuh Btuh Equipment total load 23228 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. 051 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.79 Capacity balance point = 33 ° F Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. r' Wrl htS0ft 2017- Jun-21 15: age 1 g Right - Suite® Universal201717.0.08 RSU17013 Page 1 ACCk ...Specific\Wyndham Preserve\ Lot 136 - 1605 TL.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: 1605 S Endeavour 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: www.energyair.com Pe4 0 • For: Lot 136 - 1605 TL, Starlight Homes Sanford, FL 32773 jCo oling E` ipment _ . qc X Design Conditions design DB: 92.6'F Sensible gain: 18436 Btuh Outdoor design WB: 75.9'F Latent gain: 4792 Btuh Indoor design DB: 75.0'F Total gain: 23228 Btuh Indoor RH: 50% Estimated airflow: 899 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Sensible capacity: 20104 Btuh 109% of load Latent capacity: 6015 Btuh 126% of load Total capacity: 26119 Btuh 112% of load SHR: 77% Heatin ,E ui ment Design Conditions design DB: 44.2'F Heat loss: 17770 Btuh Indoor design DB: 70.07 Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 28600 Btuh 161 % of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 899 cfm Output capacity: 4.7 kW 90% of load Temp. rise: 50 'F Meets are all requirements ofACCA Manual S. Entering coil DB: 77.8'F Entering coil WB: 64.1 °F Entering coil DB: 68.3'F Capacity balance: 33 'F Economic balance:-99 'F 2017-Jun-21 15:03:34 wrightsoft' Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCk ...Specific\Wyndham Preserve\Lot 136 - 1605 TL.rup Calc = MJ8 Front Door faces: N wrightsoft° Duct System Summary Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: ewna.energyair.com For: Lot 136 - 1605 TL, Starlight Homes Sanford, FL 32773 Job: Starlight -Wyndham Date: 6/16/2017 By: Plan: 1605 S Endeavour 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 0.155 in/100ft 0.155 in/100ft Actual air flow 899 cfm 899 cfm Total effective length (TEL) 181 ft 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 988 18 50 0.255 5.0 Ox 0 VIFx 9.8 100.0 ba2 c 123 4 6 0.204 4.0 OX 0 VIFX 17.4 120.0 st1 br2 c 1542 65 78 0.210 6.0 Ox 0 VIFx 13.3 120.0 st1 br3 c 1580 68 80 0.185 6.0 Ox 0 VIFx 26.8 125.0 st1 foyer h 2656 143 72 0.155 7.0 Ox 0 VIFx 31.0 150.0 st4 hall c 1032 26 52 0.188 5.0 Ox 0 VIFx 23.7 125.0 st1 kit -fam h 3611 195 185 0.161 8.0 Ox 0 VIFx 28.8 145.0 st5 kit -fam-A h 3611 195 185 0.168 8.0 Ox 0 VIFx 21.6 145.0 st5 m be c 320 15 16 0.260 4.0 Ox0 VIFx 7.8 100.0 m br c 1956 89 99 0.260 6.0 Ox0 VIFx 7.6 100.0 pdr h 213 11 8 0.158 4.0 Ox 0 VIFx 27.8 150.0 st4 wic - h 779 42 38 0.272 4.0 Ox 0 VIFx 8.1 95.0 Wc2 h 164 9 8 0.201 4.0 Ox 0 VIFx 19.3 120.0 st1 wic3 c 413 19 21 0.192 4.0 Ox 0 VIFx 26.1 120.0 st1 Sup n'I TrUfik,"Detail`Table0 Y4. Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st1 Peak AVF 192 247 0.185 558 9.0 0 x 0 VinlFlx st5 Peak AVF 389 369 0.161 495 12.0 0 x 0 VinlFlx st3 st4 Peak AVF 155 80 0.155 443 8.0 0 x 0 VinlFlx st2 st2 PeakAVF 155 80 0.155 443 8.0 0 x 0 VinlFlx st3 Peak AVF 389 369 0.161 495 12.0 0 x 0 VinlFlx Bold/italic values have been manually overridden 2017-Jun-21 15:03:34 wrightSOft° Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 fiCC(i ...Specific\Wyndham Preserve\Lot 136 - 1605 TL.rup Calc = MJ8 Front Door faces: N q, aReturnBranchDetail"Talile i Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) A FIR fpm) in) in) Opening (in) Matl Trunk rb3 Ox 0 753 746 0 0 0 0 Ox 0 VIFx rsb3 Ox 0 146 153 0 0 0 0 Ox 0 VIFx 2017-Jun-21 15:03:34 i wrightSOft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 ACCA ...Specific\Wyndham Preserve\Lot 136 - 1605 TL.rup Calc = MJ8 Front Door faces: N VIA Level 1 4' VTW Job M Starlight - Wyndham Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 1 Lot 136 - 1605 TL 5401 Energy Air, Ct RightSuite® Universal 2017 Orlando, FL 32810 17.0.08 RSU17013 Sanford, FL 32773 Phone: 407-886-3729 2017-Jun-21 15:03:40 m Preserve\Lot 136 - 1605 TL.rup www.energyair.com GRenner@energyaircom Job #: Starlight - Wyndham Performed for: Lot 136 - 1605 TL Sanford, FL 32773 level 2 AHU ON METAL STAND 2.5 TON 240V /5KW HP GQ4 VTR 38 CFM p Riser Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyaircom Scale: 1/8" = 1'0" Page 2. Right -Suite® Universal 2017 17.0.08 RSU17013 2017-Jun-21 15:03:41 m Preserve\Lot 136 - 1605 TL.rup RECORD COPY j v S. A N F 0 P, TN POINT OF MENCEMENT WEST CORNER OF THE ORTHEAST 1/4 OF ECTION 17-20-01 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4 OF SEC 17-20-31 co (BASIS OF BEARING) PCP w POINT OF ,— o BEGINNING 0 N89'40'51' E 416.00' 10' UTILITY SP 1'7 - Z`43'7 EASEMENT (P) Ok to construct single family home with setbacks and impervious area shown on plan. 37, q % ;i Endea v©r(T)_LN C Z c LOT 137 LOT 146 LEGAL DESCRIPTION CENTER S89'40'51 "W 330.00' f LINE SALTMARSH LOOP PCP 70 50' RIGHT—OF—WAY PRIVATE ROAD) ICONC CURB o OF7 PROPOSED 5' CONC SIDEWALK Sri N WALK I 40'51 "E 40" 00' 28 o WQ O N Q.I I 16.0' 6.0' 6.01, ORC 20.7 7. 3 PROPOSED 2 STORY RESIDENCE 3737 SALTMARSH LOOP M a) 1 1 M 1605 ENDEAVOUR ELEVATION T GARAGE - LEFT FFE= 30.8 6. 0! 28.0 5.0, 10. 0 o PATIO o A/ C 10. 0 PAD x ' a LOT 136 t AREA = 4, 400 S.F. 40. 00' S89040' 511W LOT 147 O O w WYNDHAM PRESERVE LOT 136 Proposed) mow N 00 vo +, 0) ri1 w n w vc E p U 0z c C/) n v rn C 4- l 0v y N a m J n 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. BUl' LDING LAYOUT NOTE: Contractor and owner are to verify all LOT 135 setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information 'shown hereon. Failure to do so will be at users sole risk. LOT 148 LOT AREA CALCULATIONS LOT = 4,400 SQ.FT. LIVING AREA= 652 SQ.FT. GARAGE = 406 SQ.FT. PORCH = 24 SQ.FT. DRIVEWAY 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY 48 SQ.FT. A/ C PAD = 9 SQ.FT IMPERVIOUS= 37.4 SOD = 2.756 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 = 519 SQ.FT. SIDEWALK = 248 SQ.FT. SOD' = 2,882 SQ.FT. 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.00"19'09"E., a distance of 379.64 feet; thence N.89040'51"E., a distance of 416.00 feet to the POINT OF BEGINNING; thence N.89°40'51"E., a distance of 40.00 feet; thence S.00019'09"E., a distance of 110. 00 feet; thence S.89'40'51"W., a distance of 40.00 feet; thence N.00019'09"W., a distance of 110.00 feet; to to the POINT OF BEGINNING. Containing 4,400 Square feet, more or less. rcr — ruui I men" LEGEND:ADUSSD-Access/Drainage/Utilities/Sidewalk LB -Licensed usiness BFP- Backflow Preventer Si 9fit Distance Easement S - Survey PRM-Permanent Ref. Monument R - Reported PCP -Permanent Control Point Description JDFP&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 f 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 EI-Electric Box FFE- Finished Floor Elevation Qj-Utility Pole CI — Curb Inlet 0—Guy Pole GTI— Grate Top Inlet g—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 CVX—Irrigation Control Valve P. K.—Parker Kolon Nail i'—Sign SIR — Set 1/2" Iron Rod LB7768 WCd—Gate Water Valve SPKD — Set P.K. & Disk LB7768 Gas Meter FIR — Found 1/2" Iron Rod LB7768 ii.„—Existing Grade FIP— Found 1/2" Iron Pipe LB7768 FPKD— Found P.K. Nail & Disk LB7768 a — Blow —off Valve Drainage Flow Direction FCM — Found 4"x4" Concrete 10.0 —Proposed Design Grade Monument FIRM LB7778 0.2 —As—Built/Existing Grade Note: Some items in above leaen may not be aDDlicable Description I Date I Dwn. Ck'd I P.C. I Order No. REVISED AC PAD 1 9/06/17 1 JE JJDL SURZYEYOWS NOTES: 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon 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) 34gF. OQE&gSgpl L a IL;y 1F0IFP nY) Qa mes D. Levin Surv0°o.•` LS6915 FLORIDAPROFESSIONALSUkV0Ro &1 W;PER NO. ...........5 NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL PREPARED FOIL• 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 136, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: ( 321) 270-0440 Fax: ( 813) 248-2266 Licensed Business No. LB 7768 Geopolnqt Surveying, Inc. Drawn: JE I Checked: JDL I P.C.: Data File:BrissonEast-Plat Date: 6/21/17 Dwg:BrLwnEast-Lot136 Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: ORD COPY PALLMER ®ELE Starlight Homes 1605 Endeavor, Wyndham Preserve LOAD CALCULATION August 9, 2017 1. HVAC LOADS 1NEC 2011- 220.82(C)(3) - (4)) ZONE COMPRESSOR SIZE 1 3.00 TON 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER 1 7.00 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS TOTAL LOAD FOR COMPRESOR @ 100% TOTAL LOAD FOR AIR HANDLER @ 65% TOTAL HVAC DEMAND LOAD 1 7 - 2 4 3 7 jILD/ G SANFORD O p RTt CONNECTED LOAD 5.40 KVA BLOWER MOTOR CONNECTED LOAD 0.67 7.67 KVA 13.07 KVA 5.40 KVA 4.99 KVA 10.39 KVA 11. GENERAL LOADS {NEC 2011- 220.82(B)(1) - (4)) LIGHTING 1605 Sq Ft @ 3VA/Sq. Ft 4.82 KVA Qty KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 3.00 KVA 1 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) 35.32 KVA IST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.13 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(B)) 20.13 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.13 KVA TOTAL DEMAND LOAD {NEC 2011 - 220.82(A)) 30.51 KVA MINIMUM SERVICE SIZE 127.13 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY Typical 150 Amp Electrical Diagram ' 1. Typical 150 Amp i Interior Panel 1 150 Am p Main 120VI240V 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL WNOVIIINEC 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp Concrete Encased Electrode SFO) 7-2437 RECORD COPY 17-243 0\-DING 7 OFPAR. Bolso Cascade Engineered Wood Products HER TFWoRal MLIFEWWA. I IN E I0101, kM!Ixli 1 11102 11 for produc#s manuafactured in lexantlrla [ enas]„ ouisiana ESG 07/21/2014 R 08/04/2015 It's the SIMPLE FRAMING SYSTEMO, 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 SYSTEMO So Simple? Q Floor and Roof Framing with BCI° Joists Light in weight, but heavy-duty, BCI® Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. Product Profiles, BCI® Architectural Specifications ......... 3 About Floor Performance, BCI® Residential Floor Span Tables, One Hour Floor/Ceiling Assembly ........................ 4 BCI® Floor Framing Details .......................... 5-6 BCI® Joist Hole Location & Sizing, Large Rectangular Holes ... 7 BCI® Cantilever Details, Web Stiffener Requirements ..... 8-9 BCI® Floor Load Tables ........................... 10 - 12 BCI® Roof Framing Details ........................ 13-14 BCI® Roof Span Tables ........................... 15 - 18 BCP1 Roof Load Tables 19 - 23 BCI® Design Properties, BCI®Allowable Nail Spacing ....... 24 Boise Cascade Rimboard Products/Properties ............ 25 Q Ceilings Framed with BCI° Joists The consistent size of BCI® Joists helps keep gypsum board flat and free of unsightly nail pops and ugly shadows, while keeping finish work to a minimum. Q VERSA -LAM® Beams for Floor and Roof Framing These highly -stable beams are free of the large-scale defects that plague dimension beams. The result is quieter, flatter floors (no camber) and no shrinkage -related call-backs. Q Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARD® OSB, BC RIM BOARD® and VERSA -RIM® (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floor/wall intersection. VERSA -LAM® Products, Specifications, Allowable Holes..... 26 VERSA -LAM® Details, Multiple Member Connectors ........ 27 VERSA -LAM® Floor Load Tables (100% Load Duration) ......... 28 VERSA -LAM® Snow Roof Load Tables (115% Load Duration) ..... 29 VERSA -LAM® Non -Snow Roof Load Tables (125% Load Duration). 30 VERSA -LAM® Closest Allowable Nail Spacing ............. 31 VERSA -LAM® Design Values. .......................... 31 VERSA -LAM® 1.8 2750 Columns, VERSA -STUD® 1.7 2650 .. 32 Computer Software; BC FRAMER®, BC CALC® ............ 33 Framing Connectors: Simpson, USP ................ 34 35 Lifetime Guarantee ........................... Back Cover Bo se C'a,cad e E ',r . Ea_ tern 'Pea f Dude • W20' 55 SC_IO—Joists VERSA -LAM® VERSA -LAM® VERSA -LAM® BCI® 4500s 1.8 BCI® 5000s 1.8 BCI® 6000s 1.8 BCI® 6500s 1.8 BCI® 60s 2.0 BCI® 90s 2.0 1.72650 1.82750 2.03100 1 1'/z T 1/IT T 1 /"T, 1+/ 1+/"T If— i 3f/z I 9'/z" h , 9'/z' 91/2" 11'/8' 11'/a" I I I 3'/2" 11'" 11'/8' , 14" % 14" + 3+/2 to 14" % 11'/8' /a 14" / 1416" 16" If to 16" to 7'/." j 24 16 14 16 16" I I I-- —YI I 13/." 2" 25/16" 29/1s" 25/16" 3Y2' 11/2", 1'/4", 31/2' 3Y2'to 5'W 11/2' 1%" Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3%", 5'/1' BCI® and VERSA -LAM® products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports 0 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 - Eastem Specifier Guide • 08104QG15 About Floor Performance Homeowner's expectations and opinions vary greatly due to the increase the joist depth, limit joist deflections, glue and screw a subjective nature of rating a new floor. Communication with the thicker, tongue -and -groove subfloor, install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level -bearing supports, and install a direct -attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the The floor span tables listed below offer three very different floor's performance. The most common methods used to increase performance options, based on performance requirements of the the performance and reduce vibration of wood floor systems is to homeowner. THREE STAR*** FOUR STAR**** CAUTION MINIMUM STIFFNESS (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 designcommunity In addition to providing a floor that is 100% Floors that meet the minimum building standard for residential floorjoists, 33% stiffer stiffer than the three star floor, field code L/360 criteria are structurally sound to than L/360 code minimum. However, floor experience has 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/" and 11%" 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. Joist BCI® Joist 12" 16" 19.2" 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.c4 O.C. O.C. O.C. O.C. O.C. 4500s 1.8 16'-11"; I 15'-6" 14'-8" I .13-7" i 11'-9" 11'-6" 11--6" 10'-0" j 10'-0" 9'-7" 18'-9" 16'-8" 15'-3" 13'-7" 11'-9" 5000s 1.8 1T-0" 16-0" 15-2" I 14'-l" 12'-5" 11'-6" 1V-6" I 10'-0" ( 10', 0" 9'-11" 19'-4" 17'-9" 16-4" 14'-7" 12'-5' 6000s 1.8 18'-2": I .16'-8" I 16-8" 14''-8" j._ 1.3'--4"' 11'-6" 1V-6" 10'-0" 10--0" I 10'-0" 20'-2" 18'-5" 17'-5" 15'-9" 13'-8" 6500s 1.8 18'-8" I 17'-l" I 16--1" I 160" j. 13'-0" 11'-6" 1V-6" 10'-0" ( 10'-0" 10'-0" 20'-8" 16-11" 17'-10" 16'-7" 14'_3" 4500s 1. 8 20'-0" 18'-4" I 17'4" I 15'-5" j 13'4' 15'-6" 14'-3" 13'-5" 1 12'-6" 114' 21'-10" 18'-11" 1T-3" 15-5" 13'4" 5000s l. 8 20'-9" 19'-0" I 1T-11" I 16-7" l 13'-4" 15'-0" 14'-9" 13'-11" 12'-11" 11'-9" 2&0" 20'-4" 18'-6" 16'-7" 13'-4" 6000s 1. 8 21'-7" I 19'-8" I 18'-7" 1T-4" 14-10" 16-6" 16-4" 14'-5" j 13'-5" 12'-1" 2T-10" 21'-10" 20'-0" 1T-11" 14'-10" 11 %" 6500s 1. 8 22'-2" I 20'-Y 19'-2" I ;17-19" 14'-10" 16-0" 16-10" 14'-11" ( 13'-10" I 12'-7" 24'-0" 22'-5" 21--1" 18'-10" 14-10'. 60s 2. 0 23'-7" 2V-6" 120'-4" I 18'-11" ; 16'-4" 18'-0" I 16'-9" 16-9" 14'-0" I 13'-3" 26'-l" 23'-10" 22'-0" 21'-0" 16-4" 90s 2. 0 26-7" 24'-Y 122'-10" 121'-3" i 19'-4- 19'-0" 18--10" 17'-8" j 16-5" I 14'-10" 29'-S' 26-10" 26-3" 23'-0" 19'-4" 4500s 1. 8 22'-9" 20'-7" I 18'-9" 16'-9" 13'-11" 17'-10" I 16'-3" I 15'-4" I 14'-3" I 13'-0" 23'-10" 20W" 18'-9" 16-9" 13'-11" 5000s 1. 8 23'-7" 21' 7 20'-2" I .1'8'-0" 1T-11" 16-6" 16-10" 16-11" I 14'-9" 13'-5" 26-7" 22'-l" 20'-2" 18'-0" 13'-11" 6000s 1. 8 24'-6" I 22'-5" I 21'-2" I '19'-0" 16-5" 19'-2" I 17-6" I 16-6" 16-4" I 13'-11" 2T-1" 2T-11" 21'-10" 19'-6" 16-5" 14" 6500s 1. 8 26-2" I 23'-0" I 21'-8" I 20'-2" 1S-5" 191--8" I 17-11" 16-11" 16 8" I 14'-3" 27'-9" 25'-2" 22'-11" 20'-6" 16-5" 60s 2. 0 26'-9" 124'-0" 23'-0" 21'-0" 16-4" 20'-11" I 19'-0" I 17-11" j 16-7" I 15'-1" 29'-7" 2T-0" 26-6" 21'-10" 16'-4" 90s 2. 0 30'-1" 127'-5" I 26-10" 24'-0" 19'-6" 23'-0" I 21'-4" I 20'-0" ( 18'-0" I 16-9" 33'-3" 30'-4" 28'-7" 26-0" 19'-0" 4500s 1. 8 26-2" 22'-0" I 20-;l" 1T-11" 14-1". 19'-9" I 18'-0" 17'-0" 15-10" 14'-1" 25-5' 22'-0" 20'-1" 17'-11" 14'-1" 6000s 1. 8 27'-0" 24'-T I 23'-4" 20'-10" 16-9" 21'-2" I 19'-4" 16-2" 16-11" 16-4" 29'-0" 25'-0" 23'-4" 20'-10" 16-9" 16" 6500s 1.8 2T-9" `I 25-4" I 23'-11" I 21'-1" j 16-9"' 21'-9" I 19'-9" I 18'-0" 17'-4" I 168" 30',-8" 26-11" 24-6" 21'-l" 15-9" 60s 2.0 29'-7" I 27-0" I 251-.6" 21'-10" 16-4" 23'-2" I 21'-l" 19'-10" 18'-5" I 16-4" 32'-8" 29'-10" 27'-4" 21'-10" I 16-4" 90s 2.0 1 33'-4" ' 30'-4" 26-7" 26-2" I 19-7'° 26-0" 23'-7" 22'-2" 20'-6" I 18'-7" 36-10" 33'-7" 31'-8" 26'-2" 19'-7" Span table is based on a residential floor load of 40 psf live load and 10 psf • Table values assume minimum bearing lengths without web stiffeners for joist dead load (12 psf dead load for 90s 2.0 joists). depths of 16" inches and less. Span values assume 23/32' minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - 7/8' plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC® sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. 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 safisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) On_e-H. o_ur__Fi.r_el-Resist.iveAss.e.m_b.l_y ICC ESR 1336 f "t 1 2 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. FIRE ASSEMBLY COMPONENTS 1. Min. 23/ 32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI® Joists at 24" o.c. or less. 3. Two layers %" Type X or two layers '/2" 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 %" sheathing STC=61 IIC=50 and 9'%" glass fiber insulation to fire assembly: Soise Cascade E4,. P • Eastern Specifier Guide • 0810412015 NOTE 1 • 1 When installing Boise Cascade EWP The illustration below is showing several suggested BCI® blocking or 2x4 "squash" block on each products with treated wood, applications for the Boise Cascade EWP products. side required when supporting a load -bearing use only connectors/fasteners It is not intended to show an actual house under wall above. that are approved for use with construction. A the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI® JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (1x4 min.) 8' on center max. Fasten at each joist with 2-8d nails minimum. Dimension lumber is not suitable for use as a rim board in BCIx' floor systems. f 0 1 BCI® rim joist. - See page 6. 0 BOISE CASCADE® Rimboard. See pages 6 and 25. For load bearing cantilever details, see page 9: BCh Joists, VERSA -LAM"' and ALLJOIST`r 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®, ALLJOIST®, and BCIO Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA-LAM'O, ALLJOIST® and BCI•' Joists are intended only for applications VERSA -LAM® header or an BCI® header. I%" knockout holes at approximately 12" o.c. are pre -punched. F15; See page 7 for allowable hole sizes and location. VERSA -LAM® LVL beam. Endwall blocking as required per governing building code. BCI® Blocking is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA -LAM®, ALLJOISTI, and BCI1 Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. SAFETY WARNING PRODUCT HANDLING TO AND AT JOB SITES 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. 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. Bmise Cascade EVVP • --astern Specifier Guide - 08/04!210' 5 LZ Additional floor framing details available with BC FRAMER° software 1160 MENEM 1 t 1 1 BCI® BCIo Joist rim joist. blocking. deRlm Dimension lumber 85 is not suitable for Nail Boise IS8 use as rimboard 6f. Cascade ' wi th BCIO Joists. Rimboard to BCIo Joists with Dimension lumber is not Blocking may be required 8dnail into suitable for use as rim perpendicular to wall, each flange. board with BCIo Joists. consult design professional Use of BCI° rimjoist requires 2z6 of record and/or local building official. wall for minimum ioist bearing.. t : 1 BOISE CASCADE® Top Flange or Face J be 8d nail Rimboard Mount Joist Hanger h side at ringSolid block Note: BCI®floor all posts joist must be I from above designed to carry 1Y2 minimum bearing to bearing - wall above when I II length (13/a" required for below. not stacked over 18" and deeperjoists) _ `-.,.. wall below. VERSA - LAM® To limit splitting flange, start nails at least 13'z" 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 natnil halnw ractnrac nriainnl nllnwahla For load bearing wall above Iwr ( stacked over wall below). Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. 1 , Load bearing Double Squash Block Vertical Load bKt] shear/ reaction value to cut end of BCI®joist. BCI® Joist shall not be used as a collar or rafter tension tie. 2 x 6 min. rafter. Rafter shall be supported by ridge beam or other upper bearing support 6 12 t1e„ Joist Spacing [in] Size12 16 1 19.2 1 24 2x4 4463 3 2x6 7013 5259 1438313506 wall above min max. 18" ( stacked over 1. Squash blocks are to be in full contact _ BCI wall below) with upperfloarand lowerwallplate. Heel depth BCI®Joist 2. Capacities shownareforadouble Depth blocking. squash blocks ateachjoist,SPFor table 2xblock. better. below) I„ 24 2x blocking required at bearing (riot shown for clarity). j Backer block Double BCI® Joist 1 "/ez' min. plywood/OSB rated sheathingas reinforcement minimum 12" Connection Sheathing or Install reinforcement with face grain horizontal. Install on wide). Nail with ;a rimboard both sides ofthejoist, tight to bottom flange. Leave Joist 10- 10d nails. Filler Block closure minimum 1/4" gap between reinforcement and bottom of Hanger ' (see chart below) top flange. Apply construction adhesive to contact 4 y Belo Joist surfaces and fasten with 3 rows of min. 10d box nails at blocking 6" o.c. Alternate nailing from each side and clinch. r required for Filler block. Nail with 10- 10d nails. Backer block required where top flange joist hanger load exceeds 250lbs. InstalltiPMtntnnflanOP_ Web - Filler ` sl Nailing 12" ' on -center Connection valid for all applications. Contact Boise Cascade FWP Fnoin— ino fnr cnerifir rnnditinnc cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered in all cantilever designs. End Wall Bearinq Minimum Heel Depth RoofPitch 6112 7/ 12 8/12 9/12 10/12 12112 2 x 4 43/e" 45/,e" 41/4" 41/4" 4'/4" 4'/4" 2 x 6 3'/e" 3'/,e" 25/,e" 2'/." Z9 fi' 2'/." LATERAL SUPPORT BCI®Joists shall be laterally supported atthe ends with hangers, rimboard, BCIl' 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 buildingofficial. MINIMUM BEARING LENGTH FOR BCI11 JOISTS Minimum end bearing: Ph" for all BCI®Joists. 31h" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report orthe Be CALC® software. NAILING REQUIREMENTS BCI® rimjoist, 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: 2-30d 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 s9ecification for shear transfer. BCI JJoist to support: 2-8d nails, one on each side of the web, placed 11h inches minimum from the end of the BCII 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 sPPacingthan IRC. Maximum bracing spacing for full lateral 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 the joist Wood screws may be acceptable, contact local building official and/ or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler BlockThicknes`s 4500s 5/s" or 1/4" Two 5A" wood panels or 1.8 wood panels 2x 5000S 1/4" or %" Two a/4" wood panels or 1.8 wood panels 2 x 6000s I'A" ortwo th" 2 x +'/is" or 1.8 woodpanels th" wood panel 6500s 11/a" or two5/a" 2x_+5/e"or 1.8 wood panels 4" wood anel 60s2.0 I%" or twotk" 2x_+7h6" or wood panels I ' h" 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 product should be covered and stored off of the ground on stickers. BCI® RIM JOISTS AND BLOCKING x' Vertical Load Capacity - Of) Depth in] Series, No W.S.It? W.S.m y%„ 4500s 1. 8, 5000s 1.8, 2300 N/A 6000s 1.86500s1.8 4500s 1.8, 5000s 1.8, 2150 N/A 117/8" 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: Notapplicable Boise Cascade EWP • Eastern Specifier Guide • 08/04/2015 BCI® Joists are manufactured with 1'/2" round perforated knockouts in the web at approximately 12" on center Minimum spacing = 2x greatest dimension of largest hole (knockouts exempt) see table below) O No holes (except knockouts) allowed in bearing zones D DO NOT cut or notch flange / >`° Yt a, O3 see table below) A 12/2" round hole may be If cut anywhere in the web. Do not cut holes Provide at least 3" of larger than 1%" clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/" g 7 8.' 8'/a 9: ' Round Hole Diamete'r'[in] 2 . 3 4 5 6`;- 6'/z 10 11 ~.12 13 Rectangular Hole Side 3 5' 6 7 n] p Any 8 1'-0" 1'-1" 1'-5" 2'-1" 2'-9" 3'-1" 3'-5" 9Yz" Span 12 1'-0" i 1'-2" 2'-2" T-2" 4'_2" 4'-8" 5'-2" Joist 16 1'-0" 1'-7" T-11" 4'-3" 5'-7" 6'-3" j Round Hole Diameter [in) 2 3 4 5 6 - 6'/2 N51 8 87/8 9 10 11 ' Y 12 13 Rectangular Hole Side i 2 3 4 7 8]- 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" T-7" T-11" 4'_3„ 5'-0" 5'-8" 11%d' ft] Joist 16 1'-0" 1'-10" iT-10" 3'-9" 4'-9" 5'-3" 5-9" 6'-9" T-7" i 20 1'-1" 2'-3" I T-6" 4'-9" 16-11„ 6,_7, T_2„ 8'_5, 9,_6" Round Hole Diameter [in] Rectangular Hole Side 2 3 4 5 1 6 6'/z 1 7 8 5 8% 1 9 I 10 11 12 13 3 3 6 6.fi. 8 9inlI a 1'-0" 1'-1" 1'-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" 11'-3" 1'-10" 2'-6" 2'-10" 3'-1" T-9" 4'-3" 4'-4" 5'-0" 5'-7" 14" Sppan 16 1'-0" 1'-1" ' 1'-8" 2'-6" 3' 4" 3' 9" 5'0" 5' 8" 5' 10" 6' 8" 7 5' Joist20 1'-0" 1'-1" ` 2'-1" 3'-2" 4'-2" 4'-8" E4'" 6' 3" 7'-2" 7'34 9'-4" 24 1'-0" 1 4 .2'-6" 3'-9" 5'-0' 5'-8" 6 3 T-6" 8'-7" 8' 11'-2": Round Hole Diameter [in] i 2 3 4 5 6 6%: 7 8 8'/a 9 10 11 12 13 Rectangular Hole Side - - _ 3 5 i 5 6 8 9 10 1 0 1 1 1 2 i 1 -2 1 3' 1 3 1 3" 1 7 1'-11 2'-0" 2 5 2 -9" 3' 2 3'-7" 12 i10111212 1 3' 1 6 ! 1 10 2 5 2'-11 13 -0" 3 7 4 2 4'-9" 5 -4" Any------ Span i 16" [ft] 16 1 -0 1 1" 1'-2" 1'-2" j 1'-8' 2' -1" 2' -6" 3' -3" T-11 4 0" 14-10" 5 7' 6'-4 7'-2" Joist -- 20 1'-0" 1'-1" 1'-2" 1'-2" 2'-1" 2'-7" 3' 1" 4'-1" 4'11" 5'-1" ` 6'-0" ; T-0" 8'-0" 8'-11" 24 1' 0" 1 1" 1' 2" 1'-4" 2' 6" T-1" 3 9" 4'-11" 5'-11" 6'-1" 7 3" 8 5' 9'-7" 10'-9" DO cut in web area as specified - Ova- 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'/" round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 1'/z" 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. Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist See M x Hole Size on h Chart forJoist Depth Minimum 2x diameter/ 1/2JoistSipan-- 01L I/ width of largest hole I as11 I I Simple Span Joist 6'-0'Min I 14NJIotes: /WI 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 EIhP • Eastern Specifier Guide • 08/04/2015 Maximum Hole Size Joist Simple Multiple Depth Span span 6" x 14" 6" x 12" 11%" 8" x 16" 8" x 13" 14" 9" x 18" 8" x 16" 10" x 17" 16" 11 x 18" 10" x 14" 12" x 16" Multiple Span Joist rr hole See Max Hole Size on hole Joist —I -- See for Joist Depth„", S Joist San San oWE Multiple Span Joist 12'-0'Min — i Multiple Span Joist 12'-0"Min t Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. o F y I` o ° o n Roof Total Load sf 35 1 45 1 55 Joist S acin in 16 19.2 24 16 19.2 24 16 119.21 24 24 0 0 1 0; 0 1 0 X 0! X X 26 0 0 0 1 0 0 X 0 X X 28 0 6 X, 6 X X X_ X X m 30 0 0 X J O X X X 1 X X 32 0 0 X 0 X X X X X o' 34 0 0 X10 X X XjX X v 36 0 X XX X X XX1X 38 0 X XIX. X X X;X X 40 0 X X X X X X! X X 42 0 X XjX X XXJX X 24 0 0 1 0{ 0 0 X 0 X X 26 0 0 1 0 0 0 X 0 i X X m 28 0 0 1 0 X X X X X 30 0 0 1 0 X X X X X 0 32 0 0 X 0 X X X X X o 34 0 0 X X X X X X X 36 0 0 XIX X X X X X 38 0 X' X X X X X X X m 40 0 X' X X X X X X X 24 0 0 0 1 0 1 0 1 0 0 (X X 26 0 0 0! 0 0 X 0 i X X 028 0 0 0 0 0 X X! X! X 30 0 0 0. 0 0 X X I X X o' 32 0 0 0!0 X X XiX X 0 34 0 0 X 1 0 X X X X X o _ 36 0 0 X J O X X X X X 38 0 0 X J X X X X X X 40 0 0 XJX X X X'--XIX 24 0 0 0" 0 0 0 O J O 1 X 26 0 0 0 1 0 0 0 O_X X 28 0 0 0 0 0 0 0! X X 30 0 0 0 0 0 X 0 X X 0.32 0 0_1 0 0 0 X 0 X X 34to 0 0 0 X X X! X X 36 0 X i 0 X X X' X X 38 0 X 0 X X X. X X 40 0 X 0 X X X? XX 24 0 0 0 1 0 0 WS 0 0 X 26 0 0 0 0 0 WS 0- 0 X 28 0 0 0, 0 0 X I o f WS J X 30 0 0 0 0 0 X o WS X 32 0 0 WS!; 0 0 X 0 1 X X oo: 34 0 0 WS . 0 0 X 0 X X v 36 0 0 W§J 0 WS X 0 X X 38 0 0 X 0 X X X j X X 40 0 0 X o X X_ X X X 42 0 0 X 0 X X X J X X 24 0 0 0 0 0 WS O 1 0 1 26 0 0 0 1 A 0 WS 0 0 1 m. 28 0 0 0' 0 0 WS 0 0 X 30 0 0 WS! —0-0 1 0 0 X 0 32 0 0 WS 10 0 1 0 1 X N 34 0 0 WSJ 0 WS X O X X 36 0-0 WS 0 WS X 0: X X 38 0 0 WS! 0 WS X X X X 40 0 0 1 !0 1 X X X;X 24 0 0 1 0. 0 0WWSO 0' WS 26 0 0 0 0 0 0 1 m 28 0 0 0 i 0 0 0 J 1 30 0 0 0 0 0 WS 0, 0 X 0 32 0 0 0 0 0 1 OtWS'X 0 34 0 0 WS 0 0 1 0 1( X 36 0 0 WS ; 0 0 1 0 X X 38 0 0 0-1 WS 0 0 X 0 X' X 40 0 O WS X XjXIII X vvI vv1-0w a DC n y HG of ' Roof Total Load sf 35 45 55 Joist S acin in 16 19.2 24 1 16 119.2 24 1 16 119.2124 24 0 0 0 0 1 0 0 1 0 0 1 1 26 0 0 0 0 0 0 1 0 0 X 28 0 0 0 0 0 0 1 0 0 1 X Co 30 0 0 0 0 0 1 0 0 X o-. 32 0 0 0 0 0 1 0 0 X 34 0 0 0 0 0 X 0 1 J X 36 0 0 0 0 0 X 0 1- X 381 0 1 0 0 0 0 X 0 1 X 40 0 0 1 I 0 0 X 0 X J X 24 0 1 0 0 1 0 0 0 0 1 0 1 26 0 0 0 0 0 0 0 0 1 28 0 0 0 0 0 WS 0 0 X q< 30 0 0 0 0 0 1 0 0 X N 32 0 0 0 0 0 1 0 1- X 0 34 0 0 0 o 0 X o 1 X 36 0 0 WS 0 0 X 0 1 X 38 0 0 1 0 0 X 0 1 X 40 0 1 0 1 0 1 X 1 X X 24 0 1 0 0 0 0 1 0 0 0 0 26 0 0 0 0 0 0 0 ot 0 28 0 0 0 0 0 0 0 0.1 0 0` 30 0 0 0 0 0- 0 0 0 0 w: 32 0 0 0 0 0 0 0 0 L0 0. 34 0 0 0 0 0 0 0 0 1 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 2 24 0 0 0 0 0 0 0 0! WS 26 0 0 0 0 0 1 WS 0" WS 28 0 0 0 0 0 WS 0 0 0 1 m 30 0 0 0 0 0 WS 0 WS X w 32 0 0 0 0 0 WS 0 WS X o 34 0 0 WS 0 0 1 0 WS X v. 36 0 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 42 0 0! WS 0 1 WS X WS X j X 0 0 1 0 0 0 JWSJ 0 0 J WS 2426 28 0 0 0 0 i 0 1 0 0; 1 0 0 0 WS WS 0 0 0 JWS WS, 1 N 30 0 0 WSJ 0 0 WS 0 WS 1 o 32 0 0 WS, 0_ 0 WS 0 WSJ 2 n 34 0 0 WSJ 0! WS 1 O WSWS X36 0 0 WS 1 0 jWS 1 0 WSJ X 38 0 0 WS! C! WS 1 WS 1 I X 40 0 0 WSJ 0 JWSJ 2 JWSJ 1 X 24 0 0 1 0 0 0 0 0 26 0 0 0 0 0 0' WS c 28 30 0 0 0 0 0 {- 0 O 1 0 0! 0' 0 J O WS WS 0 0 0! WS 0 1 o 32 0 0 0 WS 0 WS 1 34 0 0 0 R:P WS 0 WS; 1 0 0 0 WS, 1 38 0 0 WSWS WS! 0 0 1 0 1 1 2 40 0 0 WS1 0 1WS 1 0 1 2 24 0 0 0 0 1 0 1 0 0 0' WS 26 0 0 0 0 0 0 0 0 1 WS 28 0 0 0 1 0 0 WS 0 0 WS m 30 0 0 0 0 0 WS 0 0 i 1 0 32 0 0 0 0 0 WS 0 WSj 1 34 0 0 0 0 0 WS 0 WS 2 o' 36 0 0 WS 1 0 0 WS 0 WSJ 2 38 40 0 0 0 0 WS f W 1$ 0 0 0 WS 1 1 0 0 1 i 2 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC® software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC® software. t N _ Roof Total Load I sf 35 1 45 55 Joist Spacing in 1E0taX CO 16 19.21241 16 119.2124 1 16 119.2124 24 0 0 1 0 0! 0 0 1 0 1 0 1 WS 26 0 0 1 0 0 i 0 0 1 0 1 0 1 WS 28 0 0 1 0 0 i 0 0 1 0 1 0 JWS 0 30 0 0 0 0 0 WS 0 0 I 1 N h32 0 0 0 0 1 0 WS 0 0 1 m 34 0 0 0 0 j 0 WS 0 0 1 36 0 0 0 WS 0 WS 2 38 0 0 0 1 S— 0WS X_40 0 0 1 0 1 0 1 X 24 0 1 0 1 0 1 0 0 0 1 0 1 0 0 26 0 0 0 0 i 0 0 0 0 1 0 28 0 0 0 0 i 0 0 0 0 1 0 o.. -. 30 0 0 0 0 I 0 0 0 0 0 N y. 32 0 0 o 0! 0 0 0 0 0 rn 34 0 0 0 0 0 0 0 0. WS 36 0 0 0 0! 0 0 0 0 1 38 0 0 0 0 1 0 0 0 0 1 40 0 0 0 0( 0 0 0 0 1 24 O I 0 0 0 i 0 j 0 0 0 j WS 26 28 0 0 jr 0 0 0 0 0 0 WS 0! 0 J- 0_ 0; WS m 30 32 0 0+ 0 0 0 0 00 WS 0 i 0 IWS 0 0 WS WS11 WS 0 34 0 I- 0 1 WS 0 j O j WS 0 WS X v 1 36_ 0 1 0 IWS 0 0! WS 0 WS X 38 0 0 WST 0 WS j 1 0 WS X 40 0 0 WS 0 ; WS! 1 WS WS X_ 42 0 0 I WS O i WS ; X WS 1 1 X 24 0 0 0 0, 0' 0 0 0 WS 26 001 O_ —,0 ; 0 0 0 WS 28 0- 0 0 00 WS 0 1 0 WS m 30 0 0 0 0 0 ',WS 0 C 0 IWS 6 32 0 0 1 0 0 0 WS 0 WS Ms 0 34 0 0 12 0 0 j WS O WS 1- 0 36 0 01-WS 0 0 WS 0 WS 1 38 0 O ' WS 0_ ' 0 ; WS 0 WS 2 40 0 0 " WS 0 ; WS I WS 0- Ws 2 24 O 1 0 0 0" 0 ( 0 0 0 WS 26 0 O 1 0 0 i 0 0 00 WS 28 0 0" 0 0O WS O I WS 00 30 0 0' 0 0; 0 Ms 0 0 WS 0 uoi 32 34 0 0 0 0 0 0 0 ( 0 IWS 0 0 I WS 0 0 WS WS 1 1 36 0_ 0 WSJ 0 0 jWS 0 WS! 2 38 0( 0 WS 0 0 ;WS 0 WS 2 40 O j 0 ,WS 0 WSiW 0 1W5; 2 24 0 0-0 0 0 0 0 WS 26 0 0 0 0 0 I O 1 0 0 01 WS 28 0 0 0 0 0 0 0 JWS 0 30 0 0 0 0 0 (WS 0 0 WS m 32 0 0 0 0 j 0 1 WS O J O' WS 0 0 0 0 0 j WS 0 WS WS 34 360 1 0_ 0 0 0 WS 0 WS 11 38 0 0 0 0 O 1 WS 0 WS 1- 40 0; 0 IWS1 0 1 0 MS 0 WS! 1 24 0 1 0 0 0 0 0 0 01 0 26 28 0 0- 0 0 0 0 0- 0 t 0 0 "- 0 0 0 0 I 0 0 30 0 0 0 0 1 0 J 0 0 0 1 0 N 32 0 0 0 0 I 0 0 0 0 0 m 34 ' 0 0 0 0( 0 TO0 0 IWS WS 36 38_ 0 0 0" 0 O 1 0 " o 1 0 00 0 0 0 0 I 1 40 0 0 O O j 0 l 0 00 J 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 EVVP • Eastern Specifier Guide • 03104'2015 PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI® Joist. Nail to the BCI® Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with The tables and details on pages 8 and 9 indicate the loading that exceeds the loads s®own type of reinforcements, if any, that are required for load- shall be analyzed with BC CALC 2-0 bearing cantilevers up to a maximum length of 2'-0". software. Backer block Cantilevers longer than 2'-0" cannot be reinforced. These requirements assume a 2'-0" However, longer cantilevers with lower loads 100 PLF wall load. Additional support may be allowable without reinforcement. Analyze may be required for other loadings, Uplift on back span shall be specific applications with the BC CALC software. see BC CALC® software. considered in all cantilever designs 23/32" min. plywood/OSB or rimboard closure. Nail with 8d nail into each flange. \ r .----- -- . N.o_n..Load__B.earing Wal.l.__Ca.nti_I_eve.r.__Deta.i.l,s-.-_n__ _._..._--- 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 1od 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 1 \ Panel Closure See page 6 of Eastern 2x8 minimum ® I Specifier Guide , T Irr' III I `Drywall Ceiling or Back Span Maximum Wood Structural Panel Soffit a 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. BCI Joist blocking Minimum V/2Times' Cantilever Length Back Span Maximum 3 Back Span not to exceed 4,-0„ k.M_ _ 4 _..._- Web NSaiffen.er R.equirreme.nts ___z__ Seeweb NOTES Stiffener Small Ga D ve" min., Nailing Web stiffeners are optional except as noted - 2" max. Schedule chart Web below. 2' min. Stiffener Width 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 on9 a" max. Tight Fit Web Stiffener 14page14. required when concentrated Iced Web stiffeners are always required under exceeds 1000Ins concentrated loads that exceed 1000 pounds. Web stiffeners applied to both Install the web stiffeners snug to the top flange sides oftheloistweb in this situation. Follow the nailing schedule for e e For Lateral7BC19JoistStructural Capacity Restraint Minimum ries Min. Thick)in Hanger Width 0s 1.8 W. 25/1s" 5000s 1.8 W. 3/4" 25/1s" 6000s 1.8 i' 25/1e" 6500s 1.8 1" or 1W 25/1e" 60s 2.0 25/16" 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 BCIm Design Properties on page 24 or the BC CALC® software. BCI® Joist Series Joist Depth Bearing Location End Intermediate 4500s 1.8 9'/2' 2-8d 2-8d 11'/8' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 5000s,1.8 9%1 I 2-8d 2-8d 11'/e' 2-8d 3-8d 14" 2-8d 5-8d 6000s 1.8 9'/2' 2-8d 2-8d 11'/e' I 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 6500s 1.8 9'/2' 2-8d 2-8d 11 '/s" 2-8d i 3-8d 14" 2-8d 5-8d 16" 2-8d i 6-8d 60s 2.0 11'/e' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 90s 2.0 11'/8' 3-16d 3-16d 14" 5-16d 5-16d 16" j 6-16d 6-16d Boise Cascade EVIP - Eastem Specifier Guide • 02'0 !2015 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BCI° 4500s 1.8 Series 1%" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 91/z' BCI® 4500s 1.8 I M, BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.81 9'/2' BCI® 5000s 1.8 I M, 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 Table values do not consider composite action from deflection equal to L/240. gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Total Load values assume minimum bearing lengths Load values by 1.33 and 0.50 respectively. without web stiffeners for joist depths of 16 inches and less. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the For assistance with floor design, consult the section Total Load value will control. About Floor Performance on page 4. Table values apply to either simple or multiple span 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. 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 • 03.'04/2015 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BCI® 6000s 1.8 Series 25/16" Flange Width BCI° 6500s 1 8. Series 29/, "Flange Width 91/" BCI® 6000s 1.8 11 %11 BCI® 6000s 1.8 14" - BCI® 6000s 1.8 16" BCI® 6000s 1.8, 9 %" BC16 650Os: 18 11 %" BCI® 6500s 1.8,18. 14" ' BCI.66500s 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, I Total Load' Live I Total Load Load Live . Load Total Load Live LoadlLoad I Total 6 320 333 346 353 320 333 iV - 346 353 7 274 285 297 302 v274 285 9 302 8 240 250 260 265 240 250 260 265 9 10 183 213 192 222 200 231 208 235 212 213 , 192 222 200 231 208 i 235 212 11 141 174 181 189 192 153 174; 181 I; 189 192 12 112 160 166 173 176 121 160 . 166 173' 176 13 89 147 144 153 160 163 97 147 "' 153 1-6-0--` 163 14 73 129 117 142 148 151 79 137 129 142 148 151 15 60 112 97 133 138 141 65 124 106 133 138 141 16 50 98 81 125 117 130 132 54 109µ' 89 125 127J 130 132 17 18 42 84 68 58 112 100 99 84 122 115 112 124 117 46 92 75 117 64 ( 110 107 91 , 1 115 124 117 19 50 89 72 106 96 111 54 99 I" 78 109 104 111 20 21 22 43 81 62 54 47 96 87 79 83 72 63 106 99 90 47 89 41 81 r 6 59' 51 . 4 96 88 90 788 69 ' I 106 - 100 96 23 42 72 56 83 45,'. 80" 60 92 24 49 76 4,0 74' 53 1 84 25 26 44 70 47 42 77 72 27 1 I; 28 29 30 I L` Bo'se Cascade EVVP ^ Eas at Spec ir a, ;_j de r CG%<Q1 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) t N BCI® 60s 2.0 Series BCl° 90s 2.0, Series 21/16" Flange Width 31/2' Flange Width I M, 14" 1611 11%8' 14" 16" BCI® 60s 2.0 BCI® 60s 2.0 BCI® 60s 2.0 BUD 90s 2.0 BCI® 90s 2.0 BCI® 90s 2.0 Span Live Total Live Total Live Total Live Total Live Total Live, Total Length Load Load Load Load Load Load Load Load - Load Load Load Load 6 7 366 314 366 314 366 3 44 j 450 385 453 388 1 456' 391 8 275 275 - 275 337 j 340 j 342 9 244 1 244 244 1 300 302 304 10 220 220 220 270 272 274 11 200 200 200 45 247 249 12 183 183 183 225 228 i 207 226> 13 169 169 I 169 209 210 14 155 157 157- r 157 192 194 195 15 128 146 146 146 180' 181 182 16 107 137 137 j 137 152 168 170 171 17 90 129 1 129 129 158 160 161 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 1 110 83 135 117 136 137' 21 50 100 72 1 104 95 I 104 72 1 128 102 129 130 i2243876310084110063 122"_` 90 123 119 124, 23 55 j 95 74 95 56 112 79 118 105 1119 24 49 91 65 91 49 1 99. v 70 113 94 114 . 25 43 87 58 I 88 44 mm T 8,8 63 108 83 109 26 52 84 56 104 75 105 27 47 81 T_ _ 50 1 100 67 101' 28 42 _.78v 45 1 91 61 97 29 jT_ 41 82 55 94 30 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 Cs rde ..O, ' , Eastern S efi r C uAe ° 2-.15 29 FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. I /. I Blocking not shown ' I for clarity. Q01 SAFETY WARNING BCI° Rafters Structural ridge VERSA -LAM® or load -bearing wall required. Blocking or other lateral support required at end supports. 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 Roof Rafter 2'-6" o.c. or BCI64500s) Ceiling Loads: 3'-0" o.c. or BCIa 5000s) Live Load psfMinimumHeelDepth esea cable at right) Dead Load =.7 psf 12 .....x,.... _ . .__... .v.,...._.. „,...m.".. 2X Blocking Min.6 " 9'h,11/"or 14" `- Web BCI° 4500s/5o00e/6000s/6500s Filler CeilingJoist @ 24" o.c. Maximum 3% Minimum Bearing 2x4 Wall) Each End Maximum Span Lengths Without Roof Loads 9%" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0"' 11 Ye" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" It root loads present, see (votes 2 & j at rlgnt) Minimum Heel Depths Joist Depth End Wall 2 x 4 2 x 6 9%i' 2'/2' 11%" 3'h" 2'/z" 14" 4'/2" 3'/z" Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI® ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI® top flange with 1 -10d (3" long) box or larger nail. 6) 1x4 nailers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI® Joist at beveled ends. Nail roof rafter to BCI® Joist per building code requirements for ceiling joist to roof rafter connection. Boise Cascade EVVP - Eastern Specifier Guide • 0&`04Q015 Additional roof framing details available with BC FRAMER° software 2x beveled plate for slope Rimboard / VERSA -LAM® blocking. V" greater than 1/4/12. Ventilation cut: 1/3 of length, 1/2 of depth Rimboard / VERSA -LAM® blocking. Ventilation "V" cut: 1/3 of length, 1/2 of depth 2x4 blocking Tight fit Flange of BCI° Joists may for soffit for lateral be birdsmouth cut only at support. I stability. the low end of the joist. T-6" max. 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 Plate, web stiffenerbeusedinlieuofbeveledplateforslopesfromthelowendofthejoist. Birdsmouth cut BCI®Joist T-6- max 3/12 to 12/12. flange must bear fully on plate, web stiffener required reauired each side. each side. Bottom flange shall be fully supported. 10d Simpson or USP LSTA24 strap, nailing per Simpson or USP LSTA24 strap where slope nailsat6" ailo.c2x4 one side for 135 PLF max. governing building code. exceeds 7/12 (straps maybe required for lower 2x6 one side for 240 PLF max. BCI® blockin g slopes in high -wind areas). Nailing per governing VERSA - LAM® LVL Holes cut building code. support beam. for ventilation. VERSA- LAMO Backer block. LVL support beam. Thickness per 1 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 2' f" horiz: , shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. 1^ L Double joist may be Backer block required when L exceeds 1 minimum 12" wide). 2-0° rafter spacing. Joist Nailwith 10-10d nails. max Hanger g as required. BlockingNail I outrigger t through BCI® web. DO NOT bevel -cut joist iller block. Nail beyond inside face of wall, except with 10 - lOd 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 other x-bracing provides adequate lateral support for BCI®Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCI® JOISTS Minimum end bearing: 11fz" for all BCI® Joists.31/z" 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/90srim 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 1% inches minimum from the end of the BCI® Joist to limit splitting. Sheathing toBC16joist: 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(i)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacing for minimum lateral stability: 18" for 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 the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series < ac cerBlock Thicknp.,., FillerBlockThickne"ss 4500s 1. 8 w0, pan4els Two 5/s" wood panels or 2 x_ 5000s1.8 wood°ran8els Two 1/4" wood panels or2 x_ 6000s 1. 8 11/s" or two 1k" wood panels2x + %6" or lh" wood panel 6500s 1. 8 11/3" or two %" wood panels2x + %" or 1/4" wood panel 60s 2. 0 11/s" or two 4" wood anels2z +'/16" or'h" 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. h§IJ:16111vi1& y11012y Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 11/ 2 inch, pre -stamped knock -out holes spaced at 12 inches on center along the BCI® Joist may all be knocked out and used for cross ventilation. Deeperjoists that what is structurally needed may be advantageous in ventilation design. Consult local building official and/ or ventilation specialistfor specific ventilation requirements. BIRDSMOUTH CUTS BCI® Joists maybe birdsmouth cutonlyatthelow 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 VP - Eastern Spez.ifier Guide • 03110412015 Maximum clear span in feet and inches, based on horizontal spans. VAR BCIP 4500s 1.8 Series BCI®5000s 1 8 Series 1%" Flange Width 9'/z' 11% 14" 16" 9%z' ®113/e, 14' BCI® 4500s 1.8 1 BCI® 4500s 1.8 BCI® 4500s 1.8 BCI® 4500s 1.8 BCI -® 5000s 1.8 BCI. 5000s 1.8 , BCI® 5000s 1.8- Live Dead 4/12 ; 4/12 8/12' 4/12 4112 8/12 4/12 ; 4/12 8/12 4/12 4/12 8/12 4/12 ; 4/12' 8/12 4/12 4/12 8/12 .4/122 8/12 Load Load or to to or to to j or to to or to to or tO. . to or to to dr to . to psf] [psf] Less 8/12 12/12iless 8/12 12/12!Less 8/12 ,12/12 Less8/12.12/12 Less! 8/12 112/12'Less 8/12 12/12,Less 8/12 12112 Non- Snow 20 10 20 15 23 10 22'-6" 20 10" 122 7 21 3" 19 7" 2 26 11 25' 3' 24- 10" 23 4" 32 3 1 30-5j' 28 3' 30 7 28 99' Zo ' 30 9 33 v 33 8 31- 1029-4" 31- 3" 23 6 5ll 22'- 1 21 9" 20 5;' 29 7 127'-11 125-11' 28 0' 26' 4 24 4' 33 8 ; 31' -90,29 1 10 ;29 11 5" 27 7" 125% 20 20= 21-T 20'-2" 18-7" 25'$' 24' 22'-1", 294j 274' 25 1": 31 4 j 30'-3 21-10" 22'-5' 21'-0' 19'-4' 26 9'(25'=0 i23'-0" 30.5 28'-5 26-2? 25 10 22'- 8" 21'-5" (19'-11" 26-11" 25-6" 23'-8" 30'-2' j.29'-0" 26-11" 32'-3" j 31'-T 29'-10" 23'-7" 22'4" 20'-9" 28' 1" 26' 7" 124' 9" 31-11 "! 30'-2" 28'-1" 25 15 21'- T 20'-4" (18'-10" 26-9" 24'-2" 22'-5" 28'-2" 1 2T-5" 1 25'-0" 30'-l" 29'-4" 28`-3" 22'-6" 21'-2" 19'-7" 6'-10-125'-3' 123'-4" 30 3 28 8, 26 7 30 " 10 21'- 8. 20'-0" ( 19'-'l 26-9' 24'-5' 22'-9' 28'-3' t 27-9' 126-11" 30-2' 29'-8 28'-8" 22'-7" 21'-4" 19'-11' 6'-10125'-5 223'-9" 304"128'-11 2T-0" o ct Snow30'1 15 20-9. 19'-7`' 18'-2' 24'-5'' 23'-4'. 2T-8' 26'-7' 25'-11' 24'-7" 28-5' 27-9' 26'-10" 21'-7" 20'-5" 18'-11' 25'-9' 24'-4,' 22'-7" 28'6'j27'-8" 26-8" 40 10 = 19 8 18 11; 17'AT' 23 2 22`,-,T 21=3', 25 3 , 24'-11 i 24; 2' 2T-0' 26'<8' 26'=1" 30 -6'e 19'-8" 18'-7" 24 5" r 23'-5" 22'=2" 27 2 , 26 -8 25'=2'' 40 15 19 5 18 4 17 1 22 1 21 8 20 4 24 1 123 7: 22 11 25 8 25 2' 24 f 20 2 23 8 22 9 21 3.' 5 10 25 4 24 1 ' E11PI";1fl 3074 10 E 24 6 23 5' 222 21.9`- 21„3,'^2378 233'.22.9a 190 18=1 1110,21 5 202"23 9 234,.22,.10' Non 20 10 21 7" 20-5' 18'-11" 25 9' 24'-3' 22'6" 29 3 2i-T 25'-7" 31 5' 3D'-T 28'4' 19'-8' 6 10"25'-4 23'-$" 30-6' 28'-9 26'8"Snow)20 15 20x19 3' 1r'-9" 24 4' 22'-11' 21' 1" 2 -2' 2n' 0" 24'-0" 29 0' 28' 2' 26' 7' W 2 18' 6' 25 5" 23' 10'[ 22' 0" 8-11" 2T-1' 25'-0125% 20 20 19'-6" 18'-3" 16'-10" 23 -3" 2T-9" 20',0" 25'-4" 24'-5" j 22'-9" 2+'-1" 2n 2" 24'-11" 177 24'-3" j 22' $" j20' 10' 2T-2',25'-10'123-9" 25 10 20-619- 5" 181 24-0 231 21-0 261"126.7" 24-5" 27 11" 27-4' 26-7" 21-4' 20'-2"18'-10' 25 6' 24'-1 22'-5' 28 1 127'-4 J25-6" 25 15 19 7 118 5" 17 1' 22-4 121-9" 20-4 24-4 23'-9' 122 11' 26 0 25-4' j 24-5' 20 5 19'-2 17 9' 24 0 22'-10 21 2' 26 2 25-6 24 1" 16' O.C. 30 10 19 7 18 7" 174` 22 5 22-0" 20 7' 24 5 24-0' 23 5'. 26 1 25-8' 25-0" 20 5 19`.4 18 1" 24 1 23'-1 21 6' 26 3 25-9 24-5" Snow 30 15 1818 7 1717 9, 16-0' 21 1 20-7" 19 7' 237022-5' 21-9" 24 7 24 0' 23 3" 19 7 18'-6 17'-2" 22 8 22'-0 20 5" 24-8" 24' 1 23-Y 115% 4Q'';) 10 17-8 ' 17. 1'=' 16 2 20 1 19 9" 19-3' 21 10 21 T 21 1 23 4 23;0' 22'-7' 1'$ 7 17=10 16-10' 31 7 (21.3 20 1" 23 6" 23'-2' 22' 8'' t-- 16-10'16-0' 1 19, 1 18 8" 18-2' 20 10'20.5' .19 10' 22-3" 21'-10'21-3" 1,'8 1" 1T 4 16-1''„20 6.'120'=]" 19'-3' 22' 4" 21'-11" 21' 4"' 50 10 162 1510, 15-0 18 1 181 1T9 19 11 199 195 214 211 209 172 16G 158 198 [1951188 21 5 212 201Q', 50 .,,.1515fy 15 3 14 8 1T 717;-3"16 10' 1:9 2.18'-10 , 18 5" 20 5 20'=1' 19.8' 16 816' 4 15 4'` 18,.1,0 186 18_.1'' Non- 20 1 10 2-4 19 2' 1 9" 24 2 22'-10 21'-2" 26 10 25'-11 24 1" 288 28 0' 2e 8 21 2' 19'-11 18-6' 20 15 20 19 3 18 1' 16-8" 22 9 21 5" 19-10" 24 9 24'O' 22 i" 2n 5 258' 24 8 20 0 18'-10 1T 4'23-6"20 r26-42`2L3'4'25=1" Snow 18-4 i 1, 2" ; 15- 9" 21-2 20'-5" 18'-9" 23-1 ; 22' 4' 21'-T 24 8 23'-10 22-9 19 1' 1T=10 16'-51' 42'-3'` 25 10 19 3 18'-3" 17- 0" 21 10' 21'-T 20'-2" 23 10" 234' 22'-8" 25-6 24'-11" 24-T 20 1" 19'-0 1T-8" 23 6 ;22'-7 21'-1" 25 7 25A 2I 3'-11' 25 15 18-01T4" 16'-0" 20 5' 19-10 19'-1' 22-3 , 21'-8' 20-10" 23 9 23'-1' 22'-4" 19-2" 1&0 16'-8" 21 11"121' 4 19'-11' 3 10 23'-3" 22-5' 19.2 O.C. Snow 30' 10 30 15 18- 0 17- 5" 16 3' 16 11 16'-TT15-0" 20 5 1, 9 3' 20-1" 18A" 19 6' 18-Z' 11 21 4' 420AV'- 5' •19. 19 10' 23 10 22-5' 23' 5,' 21'-10 22 10' 21'-2' 19 2' Y 18' 2 17' 16 11' 16'-1" 22 0' 21'= 7 20,2" 20-8! 20'-2 `19-2' 3 11' 23' 6 22' 6" 22'-0' 22' 11' 21'-3" 115%1 40 10 16211511 152 183 18- 0 178 1911 198 193 214 210 207 174 169 1510 198 194 1810 215211 208` 40 15 15 15-0j14-0 1751T1 167 1811 18T 181 203 1910 194 166 162 152 1$8 1841710204 200 195' 50*10 149 14-0 141 16816-0 162 182180;1T8 195 193 18111510156 1481711 179 175 197t194 190' a,50 15„ 14,1 c131,0;,1. 137 160,159' 154•:1,T,5,,1T2' 16,9 18,8,,,184 1T11. 1;5,2 14,11,14;,17}2,16,11,116,6_,18,9 185„18,0 Non_ 20 10 18-10" 17-9" 16- T 22-0' 21'4" 19'-7" 24'-0" 23-5' 22'-4" 25-7" 25'-0' 24'-3" 19'-T' 18'-6" 1T-2' 23'-4' i22'4' 20'-5" 25-9"I26-0;23'-3" Snow! 20 15 17 10 i6-9" 15- 5" 20 3 19'-8" 164" 22 21-5' 20-7" 1 20 8" 22'-11 22-0" 18-6; 17'-5 16-1" 1 10 20'-9 19 2" 23 9 2S_1 '21 9" 20 ; 20 16-8 16-11 14'-718- 11 18'-3" 1T-5" 20-8 4-11 1 19-0" 22-1" 21'-3' 20-4 17-8' 16-7' 16-3' 20 4' <19'-8' 18-2" 22-2" 21'-5' 20'-5" 25 10 17 3 16-10' 16-9" 19 -0 19 -2" 18 -7" 21 3 20'-10 20 -3" 22 9 22'-3' 21'-8" 18 6" 1 T-7' 164" 21-0' ; 20'-7 19 -6" 2 10" 22'-5 21'-9" 25 15 6- 18 2 ' 17-9' 17 1' 19 10 19'-0' 18-8' 21 3 20'-8' 19-11' 17 3" 16'-8 16-5' 19 7' 19'-1 18-4" o.c. 214" 20'-9' 20-0"24" 30 10 18 3 1711 176' 19 11' 19'-T 19'-1' 21 3" 20'-11 20'-5' 17 4" 16'710 15'-8" 19 7" 19'-3 18'-9" 21'-5" 21'-0" 20'-6" Snowl 30, 15 154114 9"' 14 4' 14 1'7 2 16 9;' 16,3' 18- 9'. 18'-3'. 17-8" 29-0' 19-0" 18-11' 16 3'' 16-11'14'.-11' T 18 5"' 18'-0' 1T-5' 20 1", 19'-8" 19'-0" 115% 41 0`, 10 14 5 2` 13 11 164161' 15 9 17101T=T 1T2' 19 0 18-9' 18;-5' 15 6 15=3 14 7 17 7 1 "74 11' 19 2'18'18 6'' 4015 138 135, 131 15-0 153. 1410 1611 167 162 181 1T9 173 149 145 140 168 16-4 1511 182 1710 174' 50" 10 132 13-0fr 129 1411 149 146 163, 16 159 1T41T2 1610 142 1311 137 16-0 1510 157 1172 75 17' 6 50 , - 15-', 12 16.6 1.6 D!. 15.3 T36 13 4,13,,Or 15 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. Bo;se Cascade E4VP - E : n Spe i ier " +. loe X3.O412015 Maximum clear span in feet and inches, based on horizontal spans. BCI® 6000s 1.8 Series 25/4' Flange Width 2 811 4 BCI®_6000s 1 8 BCI® 8000s 1.8_ B_ CI_® 6000s 1.8_ BC 6000s 1.8 Live Dead 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to to I or to to or to to psf] [psf] Less 8/12 12/12 j Less 8/12 ( 12/12 i Less 8/12 12112 i 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" 125%j20— 20 23'-6" i 22-0" 20'-2" 27-11" 26'-1" 24'-0" 31'-9" 229'-9" 2T-4" 35'-1" 37-10" 30'-2" 25 10 24'-8' 23' 4' 21'-8" 29' 4" 2T-9" 25' 10" 33' 4' 31' 6" 29' 4'' 36'-10" 34'-10" 32'-5" 25 15 23 6" 22'-Z' 20'-6" 28'-0" 26'4" 24'-5" 31 10 29 11 27-9" 34 11" 33'-1" 30'-8" 12"_-- 30 10 23' 7" 1 22'-4" 20'-10" 28'-0" 26'-7" 24'-9" 31'-11" 30'-2' ; 28'-2" 35'-1"' 33'-5"` 31'-2" oO.C. 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' i 20'-7" 19'-5" 25-6";. 24'-6" 23'-T' ., 29'-0", 2T-t0 26'-3' 31' 4" 30-9" 29'-0" 40 1 15 21 1 20 0 18 7 25 1 23 9 22 2 27 11 27 1 ' 25 2 29 10 29 3 2T 10 5o, , ,10., 19 10 , , 19 1 18 1 23,7,. 22 8 r 21 6. ;w 28 ,E 26 9' 24.6 2$ 50'_ 15'' 1,9 10' ' 18 11,;'= "1T-8 ,' 23 7 22.6fi.. `: 21 0.:_ 25.8.' ' ,25r3," Non- 20 ; 10 23'-6" 22'-2" 20'-7" 28'-0" 26'-5' 24'-6" 31'-10" 30'-0" ( 27-10" 35'-2" 33'-2" 30'-10" Snoow, 20 15 22'-3 20-11" 19' 4" 26'-6" 24-1 '-0' 30'-2" 28'-4" 26'-2" 33'-4" 31'4' 28'-11" 125 /01 20 20 21'-3" 19'-11" 18'4" 25-3" 23-8' 1 21'-9" 28'-9" 26-11" 24'-9' 31'-5" 29'-9" 27-5" 25 10 22'4" ' 21'-1" 19'-8" 26-7" 25'-1" 23'-5" 30'-3" 28'-7" 26'-7" 32'-5" 31'-7" 29'-5" 25 15 21' 20' 1" 18'-7" 25'4" 23-10" 22-1" 28'-3" 27'-2" 25'-2" 30'-3" 29'-5" 27'-9" O6 30 10 21'-4" 20 3" 18-10 25 5 24 1" 22 5' 28'-4" 27-4" 25'-6" 3074 29-9" ` 28 3" Snow' L _— 30 15 20'-6" ] 19 4" 17 -11 24 4" 23 0" 21'-4" : 26'-8" 26'-0" 24'-3" 28 6 ` 27 -10" 26 -10" 115% 40 10 19'-5" 18'-7"- 1T-7"" 23'-1" 22'-2"' 20'-11" ' 25'-5" - ' 25'-0"` 23'-10" 2T-2" 26'-9" 40 15 19 1' 18 1 . 3 16-10 22 2 21 6 20 1' 24 2"' 1 23 8' 22 10 25 10 25 4 24 8 5 180 °` 173; 164 21'3 206 196 232 " 2211` 222 249 246 241 50. 15 17.11 „.17 1 ;. 16-0 ... 204- 2,. ,." 0-0, ,,,I •; 19,0 22. 2. 21. .4' L ..21, 4, . q,.23,9... 32 .. 22 10., Non- 10 22'-1" 20'-10" 19'-4" 26'-3" 24'-10" 23'-0" 29'-11" 28'-3" 26'-2" 33'-1" 31'-2" 28'-111' Snow 152015 20' 1_ 19'-8 18'-2" 19'-11' -1$'$' 24'-11" 23 5" I 21'-7" 28'-4' 26'-7" 24'-7" 30'-8" 29'-5" 2T-2" 125% Q' Zp 17'-2" 23-9" 22-3"_ 20'-5 26-10" 25-4' 23'-3" 28'-8" 8 25' 9" 25 10 21'-0" 19'-10" 18'-6" 24'-11" 23'-7" 22'-0" 27-8" 26-10' ! 25'-0" 29'-7" 28'-11" 27'-8" 25 1 15 20'-0" 18'-10" 17'-5' 23'-8" 22'-5" 20'-9" 25'-9" 251" 23-7" 2T-7' 26'-10" 25'-11" 10C 30 10 20'-1" 19'-0" 1T-9' 23'-9" 22-7" 21 1" 25 10" i 25 5" 24'-0" 27 8" 27-2" 26-6" Snow 30 15 19-3" 18'-2" 16'-10" 22' 4" 21-7" 20-0' 24' 324922'-10" mm 26 0' 25-5" 24-7" 115% 40: 10 18'-T' 176 } 16'-6 21.' 3" 20 10" 19 8-' 23 : . j 22 10' 22'-4' 24 9 24 5"` 23 -11" 40 3 15 17 10 17 0 15 10 20' 2 19 10 18 10 22 0 21 7 21-0 23 6 23 1 22 6 50`' 10 16 10 `t 16 2 15 4 19 5 19 ' 3 21 1 120 10 20;6 50= [ 164,19"11- 19,-5 21,821 3 ,., 20 10.E Non-' 20 10 20'-6" I 19 4"1mT-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" 16'-10" 23'-0" 21-8' 20-0" 25, 8" 24'-8" 22'-9" 2T 5" 26'-7" 25'-2" 125% 20 20 18-6" 1 '-3" 1t5-11" 22'-0" 20T 18'-11' 23'-11" 23 1" 21'-7" 25' 7" 24'-9" 23' 7" 25 1 10_ 25 15 19'-5" 1 18'-4" L1T-1" 18 -6" 1 17 5" 16'-2 22-8" I 21' 2 ` 21-10" I 20'-4' 20 7" 1 -3" 24'-8" 24'-2" 23'-2" 23 -0" 22 -5" 21'-8" 26'-5" 24 8" 25'-10" 24 0" 25'-2' 23 -2" 24" O.C. 30 j 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 17`-7" 16' 9'' 15'-7" 19'-11" 19'-6" 18'-7" 21'-9" 21'-3" 20'-6" 23'-3" 22'-8"' 21'-11" 115% 40 10 40 15 16 9 162 15-3 1511' 157': 14-8 19'0 18'0 18 8 18 2 17-8 172 20 8 20 4 20 0 198 193 189 22 1 210 21 9 4207 21 4 198 50: 10' 153 3 1411141T4 171 16 10 1810 188' 184 19'10 195 189 50.. 15 14 7...14 4';,e,..13 11n 16`7 ,. 16 4, 15 11. :' 1711 „17 4'r, ,_i6 B- o se F _.ma e S,P Fas ern „7ec;fi r Dui e« h 4 Maximum clear span in feet and inches, based on horizontal spans. 0 . 0 0.. - BCI®650A"V0s 1 8 Series 29 s' Flange Wltlth 9'h" "BCI® 6500s 1 8 : 11'/e' BCI® 6500s 1.8 14" BCf® 6500s 1.8 %_,,. 16" BCI® 6500s 1.8 Live Dead 4/12 .- '. 4/12 8/12 4/12 : 4/12 8/12 4/12 r . 4/12 8/12 4/12 4/12 8/12 Load Load or, to to ', or to to or.,;.: -.. ; to to: or ; to to Pst] [pst] Less' 8/12.° `_-.12%12 Less 8/12 12/12 Less- ; , 8/12 12/12,'_ Less 8/12 12/12 Non- 20 10 26'-10" 25'-3" 23'-6" 31'-10" 30' 0" 27'-10". 362" ! 34'-1" 31'-8" 40`-0" 37'-8" 35'-0" Snow 20 15 25'-5'' 2T-10" 22'-0" 30'-2" 28'-4" 26 1" 34' 3" 32'-2" 29'-8" 37'-10" 1 35 -7": 32'-10" 1251° 20' 20 24'-3" 22'-8" 20' 10`' 28' 9" 26'-11'' 24-9" 32'-8" j`"30'-7" ! 28'-2" 36-1" 33' 10" 31'-1" 25 10 25'-5" 24'-1" ( 22'-5" 30'-3" 28'-T' 26' 7" 34'-4" t 32'-6" ) 30`-3" 37'-11" 35' 10" 33'-5" 25 15: 24' 3" 22'-10" 21'-2" 28'-10" 27'-2" 25 1" 32'-9" 30'-10" ( 28'-7" 36'-2" 34'-1" 31'-7" 12" 30" 10 24' 4" .I 23 0" 21'-6" 28'-11" 27'-4" 25-6" ` 32'710" < 31'-1" i 29'-0" 36'-3" 34'-4" 32'-1" O. C. Snow 30 15 23 -4" 22 0" ( 20. 5" 27' 8 ' 262" 24 3 ' 31 -6" j 29 9" 27W 34'-8 ' . 32' 10", 30 6" 115% 40 -' . _ 10 22 2 21', 3" ' 20' 0" 26' 4,' 25' 3.• 23 10 29 1 28 8 '; 27" 1' 33'-'0 ' 31 8 29 11 40 ; 15 21 9 120 7 19 3 25 11 f 24 6 22 10 29 5 27 10 25 14 31 5 30 9 28 8 127 50 1020619818824423422227826725230229, 4 10 0 21•. 8•,. 2Z..0..,?'..26.4 28.5. Non 20 ( 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32' 10" 30'-11" 1 28'-8" 36'-3" 34'-2" 31'-9" Snow 125% 20 15 23'-0" 21'-7" ( 19'-11" 27'-4" 25'-8" 23'-8" 31 V 29'-2" 26'-11" 34'-4" 32'-3" 29'-9" 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" 32'-6" 30'-3" 251 15 22_0" 20 8" 19 2" 26'-1 24' 7" 22 -9" 29 8" 27 -11" 25 11 ' 31'-10" 30'-11" 28'-7 16" 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" O.C. Snow 30 ., 15 21'-,V 19'-1`1" . 18'-6" 25':-1" 23'. 8". 22' 0" 28 V '26'-11" 25-0" 30'-0" 29'-4" 27'-7" 115% 40.: 1 10 : 20 0 • 19 3 ' 18 2 'i 23 =10 22v 10t 2 1 7 26 9 ' ' 26 , 0" < 24'-6' 2 8'-7" 28 2 ' 27'-1" 40 15 19 9 ' 17= 5" r 23'-4 22! 2 . _ 20 8 , 25 5" 24 11': ' 23'-6' 2T-2" 26 8" ' 25 11" 18..6....:. 17 Non 20 ': 10 22 -10' 21'-6" 20'-0" 2T-1" ff' 25' 7" 23'-9" 30'-10" ) 29`-1" 27'-0' 34'-0" 32' 1" 29'-10" Snow 20s 15 21 -7" 20'-3" 18'-9" 25 24' 1 22'-3" 29 -2' 27'-5" 25'-4' 32'-3" i 30 -3" 27 11" 125% 20 20 20 -7" 19'-3" 17'-9" 24'-6" 22'-11 ' . 21'-1" 27 -10" 26'-1" 24'-0' 30'-2" I 28'-9" 26 -6" 25 10 21`-8" I 20' 6" 19' 1" 25'=9" I 24'-4" 22'-8" 29`-1" 2T-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'-_ " 29'-0'' 28'-3'' 26'-11" 10 30 10 20 8 '' f 19 7" 1-3`' 24'=7 ' 23'1 3 21 9" 27.3" 26' 6" 24.8' 29'-1" 28 -7" 27'-4" C. Snow I-- 3-0- 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% 1 40 j 10 18 10 18 1 :., 17 1, ; 22.'-4 21 5 20 3 0.', 40 15 18 6 17 6 16 4; 21 3 20,10 19 5 23 2 22 24 9 2423 8 50 10 17 5 16 8 ` i 15 10 20 5 1910 18 10 22 3 22 0 21 5 23 9 23 6 I 23 1 15 2046n,` Non- 21' 1" 19 11"18 -6" 25'-1" 23' 8" 22 -01, 28 6 ' 26 11" 25' 0" 31V-4" 29'-9" 27'-7" Snow 12 20 0" 18 -9" 17 -4" 23'-9" 22' 4" 20 -7" 27 0" 25 5" 23` 5" 28' 11" 28'-0" 25 -11125% 19 -1" 17 -10" 16' 5" 22' 8" 21'-3" 19 -6'.' 25'-3'' 24 -2" 22'-2" 26'-11" 26'-0" 25 10 20 0" 18 11" 17'-8"' 23'-10" 22'-6" 21: 0" 26'4" 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" O.C. 30., 10 19-2" 18 2" 116-11'' 22'-4 i 211j7 20 1 , 24 4" 23 11""' 22'-11" 26;-0" 2-5—'-7—-2_4 11'' Snow) 30 15 18 4" 17 4" I 16 1 " 21 -0 20` 6 19 1" 22 10" 22 4" 21 7! 24'-5" 23' 11" ! 23 V 115% 40 ' 10 17 5' 16 8' 15 9.' 20=0 19.'. 8 18 9 21 9 21 5 =, i 21 0; 23' 3" 22` 11" 22 3' . 40 15 16 9 16 2 15 18'7 18 0 20 88 204 19 3T 21,7 20 9 y 19 8' 50 10' 16 1 15 5 14 818 3 18 0 1.7 5 19 6 19 0 ; 18 5; 19 10 19 5 18 9 3 ..I. 1.7„-11. 4-,.r...16 6', 18'-3 1,7. 168 17 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. Go' se Cascade FF-AP ^ cas, ern Sae uiue O4 m jl5 Maximum clear span in feet and inches, based on horizontal spans. 1121 BCI® 60s 2.0 Series Senes; BCI .90s 2.Oi 25/,s" Flange Width 3'/z Flange Width 11°/e' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 113/8' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Live Dead 4/12 1 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12"8/12 Load psf] Load psf] or Less 1 to 18/12 to 112/12 or Less to 8/12 1 to j 12/12 or Less to 8/12 1 to j 12/12 or j to 1 to Less 1 8/12 12/12 or Less to 8/12 to 12/12 or to 1 to Less ( 8/12 j 12/12 Non- 20 10 34'-1" 32'-2 ' 29'-10' 38'-9" 36'-7" 33'-11" 42'-11 ' 40'-6" 37'-7" 39 0" i 36 -10" : 34' 2" 44'-3 41'-9" 38'-9" 49 0" (46'-3" 142'-11" Snow 20 15 32-4" 30' 4" 28'-0" 36'-9' 34'-6' 31'-10' 40'-8' 38'-3' _. 35'-3" 37-0" 34-9" 32'-1"' 41AV 39'-4" 36'-4" 46 5'. 43' 7' 40' 3" 125% 20 20 30'-10" 28'- 00" 26'-6" 35'-l" 32'-10" 30'-2" 38'-10" 36'-4" 33'-5" 35'-3" 33'-0" 30'4" 39'-11" 3T-5" 34'-5" 44'-3" 41'-5"; 38'-1" P25 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 1 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 9'134'-11" 44 4 41'-9' 38'-8" 12" 30 10 31 0' 29 4" 27'-4' 35'-3" 33'-4" 31'-1" 39 0 36 11 34'-5" 35'-5" 33'-7" 31'-4" 40'-2" 38'-0" 35'-6" 44'-6" 42'-1" 39'-4" c c Snow 30 15 ' 29'-8" 28 -0" 26--0" 33'-9" 31'-10" 29'-7 ' 37 5 35'-3" 32'-9" 34'-0" 32'-1" ' 29'-9" 38'-66" 36'-4' 33'-9" 42 8 40'-3 ' 37'-4" 115% 40 10 28'-2" 27 0 25-6 32 1" 30'-9" 29 -0" 35 6" 34'-1 ' 32'-2"' 32'-3" 30 -11" 29'-2" 36'-6 35 -0'`. 33 1 40 6 3388 10" 36'-8" 4_0 27 9 26 3 24 6 31 7" 29 10" 27 10" 34' 11 33.-] 30 -10' 31 9 ' j 30 0 , 28' 0 36' 0 34 0" 31 9 39 10 37 -9 35'-2" 15 28 6 27 ll 0 32,' 11 31 6 29 11" 29 10 ! 28 8 127' 2 33 10 32 511 30 10 ' 37 6 135 -1 34T2"' 50 j .,15'" 26'-1" 24„10 23? 3. 29. 8.' V. 28,.3", 26.=5" 32',11,' 31'=4 29=3" 29 10"„28 5..;.26!-7, 33-10 32=3"'f30,-1" 37 6..c.35'=8. 33.-5'" Non- 20 10 30'-11" 29' 2" 2T-1" 35'-2" 33'-2" 30 9" W-11" 36-9 34'-1" 35-4"' 33'-4'131'-0" W-1 37--10' 35'-V 44 5' 41'-11" 38'-11" Snow 21 01529'-3" 1 27'-6" 25-5" 33'-4" 31-3" 28-10" 36'-11" 34'-8 32'-0" 33-6" 31 -6-! 29'-1" 37'-11" 35'-8" 32'-11" 42 0 39'-6', 36-6' 125% 20 20 27-11" 26'-2" 24'-1' 31-9" 29' 9'' 27'-4" 36--" 32'-11" 30'-4' 31'-11"29-11' 2-i'-6" 36-2" 33'-11"j 31'-2" 40 1 j 3T--7" 31 47" 25 10 29'-4" 27'-9" 25 -10" 33'-5" 31'-7" 29'-5" 37'-0" 34'-11' 32'-7" 33'-7 '131 9 ' 1f 29' 7 38'-1_ 36 0" j 33'-6" 42 2 ' j 39'-10 ' 37'-1" 2515280 ' 26- 4" 24'-5 ' 31'-10" 30'-0" 27'-9" 35 -3" 33'-2 30 9 ' 32 -0" 30 2 27'-11 ' 36'-3 34 2" 31'-8" 40 2 ' 137'-10 ' 35'-1" 16 30 1'0_ 28 1" 26 7" 24'-10 31'-11' 30'-3" 28'-2" 35 4" 33 6 31-3" 32 1'30 5" 28 4' 36'-44 5''32' 2" 40 3' 38'-2' 35' 8" Snowi 3' 0 1 15 26-11" 25-5" 23'-7 30--T 28'-t0"26-10''33'-11" 32'-0' 29'4" 30'-9"j29-0' 12T-0' 34'-10'32'-11" 30'-7" 38 7 36'-5"133'-10" 115% 40 10 25'-6" 241 231-1 29 _afi 2T-10" 26 -4" 32'-2" 30'40' 29'-2": 29'-Z' 28'4" 26:' 5" 33'-1" 31'-9" 30'-0" 36',-8" 1 35'-2'' 33'-3"' 40 15 25'-l" 23'-9" 22'-2 28'77" 27'-1" 25'-3" 31:'-8" 30'-13" 27'-11" 28'79" 27.'-2" 25''44 32'-7 30'-10"'`28'-9" 36'-1," 34'-2" 31'-10'' 50:° 10 - 23 7 22 8 21 6 26 10: 25 9 24 6 ' 29 9 28 =7 27 1 ' 27 025 11 24 -7 30 7 29 5 -27 11." 33 11 132,=7 30 11,',' 1 50 15 23, 7, 22, 6- 21 0 - 26 10;., 25 7 ' 23 -11 ' 28 7 278 26 5;; 27 0 ;}25 9 24.1 30 7y 1 29.2 ' 27 3' 33 11 32'=4 30 r3''' Non- 20 10 29'-1" 27'-5" 25'-5" 33'-0" 31 -2" 28'-11" 36'-7" 34'-6" 32'-0" 33'-3" 31'-4" 29'-1" 37'-8" 135-6" 33'-0' 41'-8" ! 39'-4" 1 36'-7" Snow 20 15 27'-6" 25 10" 23'-10" 31'-3" 29 -5" 27'-1" 34 8" 32'-7" 30'-1 ' 31'-5" 29 7 ' 27'-3" 35'-8" 33 6' 30'-11" 39 6' 3T-1 ' 34'-3" 125 /° 20 20 26'-3" 24 7" 22'-7" 29'-10" 27'-11" 25'-8" 33-0'' 30'-11" 28'-6'' 30'-0" 2$ -1 ' 25'-10" 34'-0" 31-10"1 29'-3' 37 8 ' 35'-31' 32'-5" 25 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8" 2T-7" 34'-9" 32'-10" 30'-7" 31'-6'`129'-10"! 27'-9" 35'-9" 33--10" 31'4" 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 ' f 28 4 26'-3 34'-1' 32 -l" 29 -9" 37 9 35'-7 32 -11" 19. 2 O. C. 30 i 10 26 4 25 0 23' 4 30 0" 28-5" 26 fi' 33 2 31'-5 29 4' 30 1" 28 7 126'-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 25 4 32 9 30 11 28 8 36 3 34 3 31 10' 115% 40 10 24 0 23 0 21 9 27 3 26 2 24 8 30 2 29 0 27 4 27 5 26 3 24 10 31 0 9 10 28 2 34 5 33:0 31 2 40 15 23 7 22 4 20 10 WA0 25 5 23 8 28 1 27 0 25 7 ' 26 11 25 6 23 10 30 7 28 11 27 0 ' 33 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' 25 4 1 24 4 123 1 28 8. 27 7 26 2 33 030.7 29 1 =, 50 5 , 22. 2" 21 2. 19 9, 23 ,9 23-04 21 11 23 9 23-0. 21 .11-', 25.,4 wj 24;,2 ? 22=7, 28.,8' j 27 5, 25 7 29 8 288.y 27-5' Non- Snow 20 ' 20 1 10 15 26'- 11" 25'- 6" 25 5 23 - 11 ' 23'- 7 22'- 1 30 - 7" 28'- 11" 28 10" 27'- 2" 26- 10" 25'- 2" 33'- 11" 32 - 1' 32'- 0' 30'- 2 29'- 8" 27'- 10' 30 4' 1 29 0"+27'-0 29 - 1" 27 -4 25'-3 34 10 132'-11" 33 0' 31'-0' 30'- 7" 28'- 8'' 38 7 ! 36'-5 133'-10" 36 7 34'-4 31'-9" 125% 20 20 24'-3" 22'-9' 20'-11' 27'-7' 25'-10" 23'-10" 30'-7" 28'-8' 26'-4" 27 96'-0' (23'-11 31'-5' g 29'-6" 27'-V 34 10 ; 32'-8 j 30' 1" 1 25 10 25'-6" 24'-2" 22'-6" 29'-0" 27'-6" 25'-7" 32'-2" 30'-5" 28'-4" 29'-2" 127 7 ; 25'-9 33'-1' 1 31 4" 29 2' 36 -8" 1 34'-8" 32'-4" I 15 24'-4" 22 -11" 21'-3 27 -8" 26'-1' 24 -2 ' 30'-8" 28'-11 26'-9" 27 -10 ' 26 231'-6' 29 -9" 1 2T-6" 34 11 32'-11 1 30'-6 ' 24" 025 10 24'-5" 23'-1" 21'-7 27 -9" 26'-3'' 24'-6" 30'-9" 29'-1 27.2 ` 27 -11 2 5 24'-8" 31'-7" 29'-11" 28'-0" 35 0" 1 33" 2" 31'-0" O.C. Snow 30 15 23-4" 22 1 20'-6 26 7" 25 1" 23 4 27' 4 26'-1 24 5' 26 9"1 25 3 123'-5 30.3_28 7"26'-7" 33 7 31'-8' 29'-5'' 115 / 0 40 , ! 10 22 2 ' 21 3 20 -1 24 9 24 1 22 10 24' 9 24'-1 2314.' 25 4 24 4 23:-0 28'78' 127 7" 26 1 ' 30 11 1 30 -0 28 10'<' 40 15 21 10 20 8 19 3 22 5 21 6 20 5 22' 5 21 6 20 5 24 11 , 23 7 22 =0 27 9' 26 8" 25 0 28 0 26 11 25 6 50 20 6 19 8 18 9 20 8 20 2 19 6 20' 8 20 2 19 6 23 5 122 6 1 21 `5'25--7 24 11 24 1 25 9 25 - 24 I 50..: j,..15 19„Q 18, 4 17,6 1,9 z0 :. 18 4„ 17, 6, 19! 0 18 4 17 „6,; 23 4 ,I 22--4_ I20,',11, 23 ,6',; 22, 9. 21 8 23 8 22'-.11,i21 1.0'' Bois: Cascade. F c; . EaS r : Si Guide x Oe cry 2u 5 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 31/" per foot or less For steeper slopes, see pages 15-18. BCI°;4500s 1.8 Senes, 13/':' Flange;UVldtl t BCI® 4500s 1 8 117/8" BCI® 4500s 1.8 14" BC"I,®`4500s 1 8 16" BCI® 4500s 1.8 Total Load Deflect: Total Load j Deflect. Tota( Load i Deflect Total Load Deflect. Non- Non- j Non,- Non - Span Snow Snow 1 Snow Snow Snow Snow Snow Snow Length 115% 125% L/240 ., 115% 125% L/240 115% 125% L/240. 115% 125% L/240 6 315 . 343 i. = 338 367 353` 383 356 387 - 7 270 294 .. N289 302 : i 329 305 332 ' - 8 236 j ` 257_ i 263 275 264 _ l 287 4_-__--I 267 290 - 9 210 228 225 j 245 1 235 255` 237. ! 258 - 10 189 205 i` - 202 I220 211 ` 230 , i 214 232 11 172, 187 1$4 200 j - 192 209 194 211 _— 12 147 160 I - 169 183 176 I AM - 178 193 - 13 125 I`'136' 1 - 156 169 j - 162 1711 - 164 _ 179 - 14 108 1 1118 i 107 139 j 151 j - 151 164 - 152166 15 94' "i 102. I'88'-_. 121 131 141, 153 142 155 - 16 83 90 " 73 106 115 12,6 137 133 1 1,45 - 73 94 102 i - 111,', 121 125 136 - 1718 65 (" 67 51 84 91 99 I A08 I 113 1 123 19 58 58 44 75 82 7 89 - 1 911- 102 111 j - 20 49 68 1 743 80`., 87 92 100 - 21 43 43 33 61 67 54 83 90 a - 22 56 I 61 47 A6 7276 82 23 51 j 54 42 61 166 69 75 - 24 i 47 48 W 37" 56,E i 60 54 64' 89 - - 25 4343 32 51.` I 56 48 .. 59 64 - 26 42. 54 j 59 27 44 1 48 38 54 28 w_ 41 44 j34 50 47 51 46"-- 29 i I .:_ 43 41 4-47 30i1. 1 40 437 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. E -s a CascadeEVvP • £"as .n Spe ifw G._Jd 081104'X15 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. gCIO 5000s 1.8 Series. . 2" Flange Width . . 9%" BCI® 5000s 1.8 117/,3" BCI® 5000s 1.8 141' BCI® 5000s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Span Snow Non -Snow Snow Non -Snow Snow Non -Snow Length 115% 125% { L/240 115% 125% L/240 115% 125% L/240 6 315 343 338 367 - 353 j 383 - 7 270 294 289 ! 315 - 302 329 - 8 236 1_ 257 i 253 275 I - 264 287 { - 9 210 i 228 ; .. 225 j 245 M 235 1 255 1 10 189 205 202 220 - 211 230: - 11 172 187 184 200 - 192 209 - 12 157 171 169 j 183 j - 176 191 - 13 145 158 156 169 j - 162 j 177 - 14 125 136 120 144 157 164 - 15 109 118 98, _ 135 j 147 - 141 153 16 95 1 104 81 122 1. 133 1 - 1312 143 17 85 j 89 68 108 118 1 - 124 136- - 18 75 76. 58 96 105 - 114 12 - 19 65 65 49'; 87 94 82 103 112 - 20 56 56 42 78 85 -- 71 93 101 ( - 21 48 48 j 37- 71 77mmrn61 84 91- _ 22 42 42 32 64 j 70 ( 54 76 v I 59 62 47 70- 6823 I 54 j 54 41 64 70` 60 w i24 25 48 48 1 37 59 64 54 `. 26 43 43 1 33 55 . 59 1, 48 27- 1 51 55 43 28 47 50 38 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) t 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'/" BCI® 6000s 1.8 ll%" BCI® 6000s 1.8 14". BCI® 6000s 1.8 , 16" BCI® 6000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow. 125% L/240 Snow 115% Non - Snow 125% L/240 6 360 392 I - 375 408 390 424 398 I 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 21,6 235 225 245 234 254. 238 259 11 196 213 204 222 213 I 231 217 236 12 180 196 187 204 195 212 199 216 I - 13 166 180 173 188 180. 196. 183 199 14 145 158 135 161 175 167 182 170 185 15 126 137 111 150 163 156 169 159 173 16 11.1 121 92 140 153 146 159 149 162 17 98 101 78' 126 137 137 149 140 152 18 86 86 66 112 122 108 130 141 132 144 19 74 74 56 101 110 92 120- 130 125 136 20 63 63 48 91 99 80 108 117 119 129 21 55 55 42 83 90 69 98 107 112 122 22 48 48 36 75 79 60 89 97 _ 88 102 111 23 42 42 32 69 I 70 53 82 89 78 93 101 24 61 61 47 76 I 81: 68 86 93 25 54 54 42 69 ; 75" 61 79 86 26 I 49 49 37 64 69 54. 73 79 27 43 43 I 33 59 63 48 67 73 65 28 56'; 57 ; 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 • Eastern Specifier Guide • 08.0412015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-18. BCI° 6500s 1.8 Series 29/16" Flange Width 91/" 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 1150/, Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non - Snow 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 _{ 225 245 234 254 238 259 11 196 2 33 204 222 213 231 217 236 12 180 1 196 j 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 154 168 147 161 175 167 182 170 185 15 140 152 121 150 163 156 169 159 173 16 123 132 101 140 153 146 159 149 162 17 109 111 85 132 144 137 149 140 152 18 94 94 1 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 60.6_0 46 91 99 76 108 118 113 123 22 52 52 1 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 39 6_0 66 52 31 46 51 46 35 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 I 47 47 36 35 43 43 33 Boise i ascade P VP - Eastern Specifier Guide - C8lC4l2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 60s 2.0' Series ' 25/16" Flange Width BCIO 902s`2.0 Series 3'/2' Flange Width 11'/":BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11'/8'. BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Tota Load IDeflect. Total Load iDeflect, Total Load Dpflpct Total I Load lDpflpct Total Load IDefiPct Total Load IDeflect. Span LengthfSnow Non- Snow Snow Non- i Snow Snow1 Non- Snow i Non- Snow; Snow I Snow o j Non- i Snow o Non - Snow Snow o 6 413 449 413 449 413 449 507 551 510 555 514 559 7 354 385 354 385 354 385 434 472 437 476 441 479 8 309` 336 309 336 309 336 380 413 383 416 385 1419 9 275 299 275 299 275 299 338 367 340 370 343 372 10 247 269 247 269 247 269 304 330 306 333 308 ' 335 11 225 245 225 245 225 '.245 276 i 300 278 302 280 305 12 206 224 206 224 206 224 253 1275 255 277 257 279 13 190` 207 190 207 190 207 234 i 254 235 256 237 258 14 177 192 177, 192 177 192 217 236 218 238 220,i'239 15 165 179 165 179 165` 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 ' 206 191 i 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 1.03 107; 117 132` 136 104 133 1144 134 j 145 24 82 82 63 103 112 91 120 1-_120 92 127 138 128 139 25 73 73 56 99 106 81 99 107 101 107 82 122 j 133 117 123 134 26 65 65 50 94 94 72 95 103 96 j 96 73 117 128 104 118 129 27 58 58 44 85 85 65 91 99 87 86 86 65 113 123 94 114 124 28 52 52 40 76' 76 58 88` 96 78 77 77 59 109 110 84 110 119 29 47 69 52 85 92 71 70-1 70 53 100 100 76 106 1115 102 30 47 43,° 43- 36 32 69 62 62 47 82 84 64 63.„ 63 48, 91 91 69 102 111 93 31 32 56 51., 56 51 43 39 76 69 6976r'4 57 i 57 52 52 44 4075 2 82 75 63 57 99 108 96 101 85 77 33 47; 47 36 63 63 48 48 36 69 69 52 92 92 71 34 43= 43 33 58 58 44 44 33 63 63 48 85 85 65 35 53 53 40 40 31 58 58 44 1 78 j 78 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least Y4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EVJP - Eastern Speci fier Guide - 08%041201 5 BCI® Joist Series Depth inches] Weight plf] Moment ft-Ibs] El x 10e lb-in2][Ibs] K x 106 Shear Ibs] End Reaction, [Ibs] Intermediate Reaction [Ibs] 1%" Bearing 3'/" Bearing 3'/ Bearing 5'/" Bearing No WSO1 WSJ) No WSM WS() No WSO1 WS() No WSM WS(2) 9'/ z 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 2525 2750 4500s 117/8 2.4 3025 260 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1. 8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 12525 3350 9'/ 2 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 2525 2750 5000s 117/8 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 2525: 3000 1. 8 14 2.9 4130 430 8 1825 950 1525 1475 1725 2350 3050 ; 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 3200 ' 2525 3350 9'/ 2 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 ' 2700 2750 6000s 11% 2.8 4060 335 6 1675 1175 1425 1425 1475 2500 2850 2900 3000 1. 8 14 3.1 4815 490 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 9% 2 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 ' 2700 2750 . 6500s 11'/a 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 2900 3000 1. 8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 '; 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 11'/ a 3.2 6235 450 7 1675 1 1175 1425 1425 1475 2750 2850 j 3200 3250 2. 0 14 7440 660 8 1925 1175 1525 1525 1725 2750 3450 3200 3650 16 1 3. 5 3. 8 8520 895 9 2175 11175 1625 1550 1975 2750 3650 3200 3750 117/ 8 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 13700 4000 4350 2 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 4450 16 4.9 13050 1330 9 2550 1475 2150 1900 2350 3425 4000 4200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) A - 5wl' + W12 384 EI K 4 = deflection [in] w = uniform load [lb/in] I = clear span [in] EI = bending stiffness [lb -in'] K = shear deformation coefficient [Ib] RC10 Closest-Al-Imabl.e-Nail-Spacing Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) All BCI® Joists Nailing Perpendicular to Nailing Parallel to Glue Line (Wide Face) Glue Line (Narrow Face O. C. Spacing End of Joist O.C. Spacing End of Joist NailSizeinchesinchesinchesinches8d Box (0.113"o x 2:5") T 2 1%2 4 1Yz 8d Common (0.131"o x 2.5") 2 1'/2 4 3 10d & 12d Box (0.128"o x 3", 3.25") 2 1'/2 4 3 16d Box (0.135"o x 3.5") 2 1'/2 4 3 10d & 12d Common & 3 2 6 4 16d Sinker (0.148"e x 3", 3.25") 16d Common 0.162"o x 3.5" 3 2 6 4 BCI® nianhranm Tahle (1) Capacity ( 2)(3) Ib/ft ; DiaphragmI1`_ 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 edges inbuildingcode6000s, 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 edges inbuildingcode60s, 90S As permitted for 3x framing in As permitted for 3x framing in building code with nail 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 z 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 U BC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade PAP • Eastern Specifier Guide - 08104/2015 Boise Cascade Rimboard Product Profiles 9' /2" 117/811 1411 1611 1'r, 1'/a11 lit 16/,srr 13 411 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 I (IM Parallel See chart for vertical load capacity. See chart for vertical load capacity. Min. 8d nails at 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. Exterior Wall Sheathing Max."/32" thickness BCI'/AlS® Joists \ Perpendicular or parallel to rim q 3h' dia through bolts (ASTM A307 Grades A&B, SAE J429 Grades 1 or 2, or higher with washers and nuts) or W dia lag screws (full penetration), staggered Minn nnrrinn fnr do/n nei Anr4lnaiine Deck Joist Length Connection 12'-0' & less 2 rows,"" bolt or lag screw, 24' o.c. 300 If maz. 12'd" —18'-0" 2 rows W bolt or lag screw, 16' o.c. (450 plf max.) N ote: For snow bads greater than 40 psf, and/or dead loads greater than 10 psf, size connection per max pit values shown above. Treated Ledger - Use only fasteners that are approved for use with corresponding wood treatment. BOISE CASCADE' Rimbcard Notes: ---v 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 propdetary 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. r_ _Boise. Cascade, Rim b_oa-d_-Pr_op.erti,es ------- Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product If lb]Ib/ft Ib/in2 Ib/in?fib/in 2 lb/in 1" BC RIM BOARD® (2) 3300 3500 180 Limited span capabilities, see note 21" BC RIM BOARD® OSB (2) 11/8" BC RIM BOARD® OSB(2) 4400 3500 180 Limited span capabilities, see note 1s/16"VERSA-LAM®1.4 1800 (1) 6000 4450 Permitted'per building code for nominal; 18001 1,400,000 225 5252" thick framing floor diaphragms 13/4" VERSA -LAM® 2.0 3100 (1) 5700 4300 Permitted per building code for all nominal 3100 2,000,000 285 750 2" thick framing floor diaphragms NotesProduct Closest Allowable Nail Spacing - 1. See ]CC ESR 1040 for further V BC RIM BOARD® (2) 1'W BC RIM 1'/16" VERSA -LAM 1'/4" VERSA -LAM," Narrow: Face [in] product information. V BC RIM BOARD®OSB (z) BOARD11OSB (z) 1.4 1800 0) 2.031000) 2. See Performance Rated 8d Box (0.113"o x:2.5") 3 3 3 3 Rim Boards, APA EWS W345K for further product information. 8d Common (0.131"o x 2,Y) 3 3 3 3 10d & ' 12d Box (0.128" o x Y, 3.25") See publication in note 2 for further nailing information. 3 3 16d Box (0.135' o x 15") 3 3 10d & 12d Common & 4 4 16d Sinker (Ou148!o x 3", 3.25") 16d Common ' (0.162" o.x 3.5") 6 , 6 Boise Cascade EVVP • Eastern Spedf er Guide • 08 04;2015 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.RSA:7LAM.® B.ea.m-A,r_ckite.ctu.ra.l_S,pe.c.ificati.o.n.s 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. A11.owable Holes-_i.n VERSA LAM° Beams Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/i' 3/4 7'/4" 1" 9%" and greater 2" 3 Depth 3 Depth 3 Depth. 1— 1/3 Span 1/3 Span __V_ End Bearing Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification® for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Boise Cascade EVNIP - Eastern Specifier Guide • C&0412015 oeanny aL cuncretermasonry waus bearing Tor poor or winaow neaaer beam to Deam connector bearing at column Provide moisture barrier and lateral restraint at bearing. Vi' air space required Strap per code if top plate is not continuous over header. Verify hanger capacity with hanger _ manufacturer h' e between VERSA -LAM® i concrete column and wood. Column connector per design 1 1 Trimmers f professional 1 of record Slope seat cut Bevel cut I Beam to concrete/masonry walls Bearing framing into wall I Wood top plate must be flush Sloped seat cut Not to exceed I I I with inside of wall Hanger Strap per code if top plate is not $ Y continuous inside face of bearing. w DO NOT bevel cut VERSA -LAM® beyond inside face of wall without approval from Blocking not 1 • shown for clarity. Boise Cascade EWP Engineering 1 Moisture barrier between 1 • or BC CALL® software analysis. concrete and wood VERSA -LAM" Installation Notes Minimum of %" airspace between beam and wall pocket or adequate barrier must be provided between beam and concrete/masonry. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in your region's Specifier Guide. VERSA -LAM" beams are intended for interior applications only and should be kept as dry as possible during construction. Continuous lateral support of top of beam shall be provided (side or top bearing framing). M-u.lti.p.Le_M.e.m.be r_C o.n.n.e.cto-r_s. Maximum Uniform Side Load [pif] Nailed r'I Dia. Through Bolt r'I Dia. Through Bolt(') Number of Members 2 rows 16d Sinkers @ 12 o.c. 3 rows 16d Sinkers ae 12" o.c. 2 rows @ 24" o.c. sta eyed 2 rows @ 12" o.c. sta ered 2 rows @ 6" o.c. staggered 2 rows @ 24" o.c. sta eyed 2 rows @ 12" o.c. sta ered 2 rows @ g o.c. sta ered 1%• VERSA -LAM" (Depths of 18" and less) 2 470 705 1 505 1010 2020 560 1120 2245 314 350 1 525 1 375 755 1515 1 420 1 840 1 1685 4r3I use bolt schedule 1 335 670 1345 1 370 1 745 1 1495 3'/2" VERSA -LAM" 2(3) use bolt schedule 1 855 1 1715 1 N/A 1 1125 1 2250 1 N/A 1%" VERSA -LAM® (Depths of 24") Number of Members Nailed r'I Dia. Through Bolt(') Dia. Through Bolt(') 3 rows 16d Sinkers @ 12" o.c. 4 rows 16d Sinkers @ 12" o.c. 3 rows @ 24" o.c. B" staggered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 2 705 940 755 1010 1515 840 1120 1685 3(2) 525 705 565 755 1135 630 840 1260 4 (4) use bolt schedule 505 670 1010 560 745 1120 1. Design values apply to common bolts that conform to ANSI/ASME standard 618.21-111 fASTM A307 Grades A&B. SAE J42 Grades 1 or 2, or higher). A washer not less Tan a standard cut washer shall be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2' for %' bolts and 2%' for 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). For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing (1) Maximum Uniform Load From One Side Depths 11'/," & less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf 2) 13/4" plies Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c 600 plf Depth = 24" 4 rows 16d box/sinker hails @ 12" o.c. 800 "pif Depths 11W & less 2 rows 16d box/sinker nails @ 12" o.c 300 plf 3) 1% plies (1) Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 450 pif Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 600 plf Depths 18" & less 2 rows; " bolts @ 24" o.c., staggered 335 pif Depth = 24" 3 rows h bolts @ 24" o.c., staggered every 8" 505 pif Depths 18" & less. 2 rows %° bolts @ 24" o.c., staggered 855 pif 2) 3 4" plies Depth 20" - 24" 3 rows I/V bolts @ 24" o.c., staggered every 8" 1285 plf 1. The nail schedules shown apply to both sides of a 3-member beam. 2. 16d box nails = 0.135• diameter x 3.5" length, 16d sinker nails = 0.148' diameter x 3.25" length. 3. Beams wider than 7' must be designed by the engineer of record. 4. All values in these tables may be increased by 15 % for snow -load roofs and by 25 % for non -snow load roofs where the building code allows. 5. Use allowable load tables or BC CALC® software to size beams. 6. An equivalent specific gravity of 0.5 may be usedwhen designing specific connections with VERSA - LAM®. 7. Connection values are based upon the 2012 NDS. 8. FastenMaster TrussLok, Simpson Strong - Tie SDW or SDS, and USP WS screws may also be used to connect multiple member VERSA - LAW beams contact Boise Cascade EWP 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". _ Hangers not shown for clarity 14' Find: A multiple 1%" ply VERSA -LAM" -'that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14'/ 2 + 18'/ 2 = 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC" to size beam. A Triple VERSA -LAM" 2.0 3100 1%" x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side the right side in this case). Max. Side Load = (18' / 2) x (40 + 10 psf) = 450 plf 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 1%" 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 pif OK Boise Cascade EVOP • Eastern Speder Guide • 08 04/2015 VERSA -LAM° 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1 /" VERSA -LAM 2.0 3100 Double Ply 11/4" VERSA -LAM® 2.0 3100 or 3%" VERSA -LAM 2.0 3100 Triple Ply 1114" VERSA -LAM® 2.0 3100 or 5%1' VERSA -LAM 2.0 3100 Quadruple Ply 11/4" VERSA -LAM® 2.0 3100 or 7" VERSA -LAM 2.0 3100 T/." 1 91/2' 11Ye" 1 14" 71/4' 1 91/2" 1 11'/V , 14" 16" 18" 24" i 9%" 1 11'/a" 1 14" 1 16" I 18" 1 20" 24" 11M." 14" 16" 1 18" 1 20" 24" 763 1063 1424 1 1795 1525 1 2126 1 2849 i 3590 4387 ! 5232 5226 3189 1 4273 15384 6580 17848 1 7845 j 7838 5697 17179 8773 10463 10459 10451 6 762 i 1525 1.8/4.42.4/6.1 3.318.24.1/10. 1.8/4.4j2.4/6.1 33/8.2!4.1/10.35/12.6 6/15 6/15 2.4/6.1 3.3/8.24.1/10.3,5112.6) 6/15 6/15 1 6115 3.3/8.2;4.1/10.35/12.61 6/15 6115 1 6/15 479 1 746 1 979 1207 957 j 1492 1 1957 1 2414 1 2886 3402 1 3913 2237 2936 3622 4328 5103 1 5876 5870 3914 4829 5771 6803 7834 17826 8 322 724 643 1 1447 1.5/3.712.3/5.7 3/7.5 I3.719.3 1.5/3.7j2.3/5.7 317.5 j3.7/9.3 4.4/11.1 5.2/13 1 6/15 2.315.7 3/7.5 13.719.314.4/11.1, 5.2/13 6115 6/15 317.5 13.7/9.3 4.4/11.11 5.2/13 615 6115 243 551 745 909 487 1 1102 1489 1817 1 2148 1 2502 1 3126 1653 1 2234 1 2726 3222 f 3753 4322 4688 2978 1 3635 4296 1 5003 5763 6251 10 165 370 724 - 329 j 741 1447 - 1111 2171 I - 2894 I - 1.513 2.1 55.3 2.9/7.1,3.518.7 1.5/312.1/5.3 2.9/7.1 3.5/874.1/10.34.8'/12 6/15 2.115.3 2.917.1 3.5/8.7,4.1110.3;4.8/125.5/13.8; 6115 2.9/7.1j3.5/8.7;4.t/10.34.8/125.5/13.6, 6115 182 I 413 665 ! 808 364 825 1330 1617 1904 1 2209 2839 1238 1995 1 2425 1 2856 3313 3800 1 4259_ 2.8/ 3233 3807 4417 5067 5679 11 124 , 278 544 I - 247 557 1087 j 835 1631 j 1.5/3 11.7/4.4 2.8/7 13.418.5 1.5/3 i 1.7/4.4 2.817 I3.4/8.5 4/10.1 14.7/11.71 6/15 1.714.4 2.8/7 13.418.5 4110.114.7111.715.4/13.4, 61153.418.5 4/10.114.7/11.715.4/13.4, 6115 139 1 317 585 i 728 279 j 634 1170 11456 1 1709 i 1977 1 2601 950 1755 12184 1 2564 2965 3390 3901 2340 2912 3418 1 3953 4519 1 5201 12 95 I. 214 419 686 191 429 837 1372 j - 643 1256. 2058 1675 2745 1.5/3 11.5/3.7 2.7/6.8j 3.4/8.4 1.5/3 t1.5/3.7 2.7l6.8! 3.418.4 3.9/9.9 j4.6l11.4, 6/15 1.513.7 2.7/6.8 3.4/8.4 3.9 /9.9 j4.6/11.4, 5.2/131 6/15 2.7/6.813.4 /E.4 3.9 /9.9I4.6/11.4, 5.2/13 6/15 109 j 248 488 1 662 217 ^. 496 976 1 1324 1 1550 ' 1789 2399 744 1464 1 1986 2326 j 2683 1 3059 j 3598 1952 1 2647 3101 3577 4078 4797 75 169 329 540 150 ! 337 659 1079 506 988 i 1619 j - 1317 215912.4/6.1r141.5/3 11.513.1 2.4/6.1!3.3/8.3 1.5/3 11.5/3.1 2.4/6.1 3,318.3 3.919.74.5/11.2 6/15 1.5/3.1 2.4/6.113.318.3 3.9/9.714.5/11.25.1/12.7! 6/15 3.3/8:3 3.9/9.7;4.5/11.25.1112.7j 6115 86 198 390 585 173 ! 395 779 1171 1418 1633 2226 593 1169 1756 2128 j 2449 2786 3338 1558 2342 2837 j 3265 3715 4451 60 135 264 432 120 270 527 864 1 1290 ' - 405 791 1 1296 1935 - 1055 1728 2580 1.5/3 1.513 2.1/5.3 3.2/7.9 1.513 1.513 2.1/5.313.2/7.9 3.8/9.614.4/11 6/15 1.5/3 2.1/5.3j3.217.9 3.8/9.6j4.4/11 15112.5 6/15 2.115.313.217.9 3.8/9.614.4/11 5/12.51 6/15 70 ! 160 316 `; 509 139 j 320 631 j 1018 1 1307 1502 2076 479 947 1527 1960 { 2253 2558 3113 1262 2036 2614 3003 1 3410 1 4151 15 49 j 110 214 351 98 220 429 703 1049 1493 329 643 1054 1573 2240 858, 1 1405 2098 2987 1.5/3 1.5/3 1.8/4.612.9/7.4 1.5/3 i 1.5/3 1.8/4.6j2.9/7.4 3.8/9.54.3/10.9, 6/15 1.513 1.8/4.6i2.9/7.4 3.8/9.54.3/10.94.9/12.3 6115 1.8/4.612.9/7.4 3.8/9.54.3/10.9,4.9/12.3 6115 57 131 259 427 113 262 518 j 854 1 1151 1 1390 1944 393 1 777 1281 1727 2085 1 2364 2917 1036 ( 1708 2303 2780 3151 3889 16 40 90 177 289 80 181 353 579 864 1230 271 530 1 868 1296 1846 707 1158 t728 2461 1.5/3 1.5/3 1.6/4 2.6/6.6 1.513 j 1.513 1 1.6/4 12.6/6.6 3.6/8.9,4.3/10.71 6/15 1.5/3 1 1.614 1.2.6/6.6 3.6/8:9 4.3/10.7;4.9112.2 6115 1 1.6/4 12.6/6.6 3.6/8.9,4.3/10.7;4.9112.2; 6/15 108 215 / 355 93 i 217 430 j 710 1018 1 1274 1826 325 645 1065 1527 1911 2196 2739 860 1420 2036 1 2547 2929 3652 17 75 147 241 67 i 151 295 1 483 720 1026 226 442 724 1081 1539 21ll 589 965 1441 2052 2814 1.5/3 1.513.612.315.9 1.513 i; 1.513 1.5/3.612.3/5.9 3.3/8.44.2/10.5 6115 1.513 1.5/3.6 2.3/5.9 3.3/8.4j4.2110.5 4.8/121 6115 1.5/3.612.3/5.9 3.3/8.44.2/10.5 4.8/12 6/15 90 180 _ 298 77 ! 181 360 1 596 894 1 1134 1701 271 1 540 j 894 1341 1701 2051 2552 720 1 1191 1788 2268 2735 3402 18 64 124 203 56 127 248 I 407 607 j 864 191 372 610 910 1296 1778- 496 813 1214 1728 2371 1.5/3 1.5/3.212.1/5.2 1.513 1.5/3 1.5/3.2j2.1/5.2 3.117.8. 419.9 5.9/14. 1.5/3 1.5/3,212.115.2 3.1/7.8 4/9.9 4.8/11.9 a.9114. 1.5/3.2 2.1/5.2 3.1/7.81 4/9.9 4.8111.95.9/14. 76 152 I 252 65 1 152 304 ' 504 758 1 1016 1592 229 1 457 1 757 1137 ( 1524 1 1863 2388 609 1009 1516 12032 1 2484 3184 19 5 105 173 48 ( 108 1 211 i 346 516 735 162 316 519 774 1102 1512 - 422 ! 691 1032 1470 2016 1.513 1 1.5/3 11.9/4.7 1.513 : 1.513 1 1.5/3 11.9/4.71 2.817 3.7/9.45.8/14. 1.5/3 1 1.513 11.914.71 2.817 3.719.4, 6/11.45.8/14. 1.5/3 1.9/4.7 2.8/7 13.7/9.44.6111.45.8/14. 65 130 1 215 54 129 259 430 647 1 915 1496 194 389 646 971 j 1373 1678 2243 1 519 861 1295 i 1830 2237 2991 20 46 90 148 41 93 181 296 442_ . 630 1493 139 271 ] 445 664 2240 362 j 593 685 1260 1728 2987 j 1.5/3 1.5/3 11.7/4.2 1.5/3 1.5/3 1.513 ",1.7/4.2 2.5/6.3i.3.6/8.95.8/14. 1.513 1.5/3 j1.7/4.2 2.5/6.3.85.8/14. 1.513 11.7/4.2 2.516.3 3.618.9,, 3/10.85.8114. 96 160 95 192 320 482 692 1304 142 288 1. 480 724 1' 1956 384 , 640 965 1383 1842 2608 22 68 j 111 70 136 ( 223 332 473 1122 104 204 334 499 1683a3.9/9.95.6/13. 272 445669471299 12244 1.5/3 111.513.5 1.513 1.5/3 11.513.5 2.115.21 317.4 5.6/13. 1.5/3 1.5/3 1.513.5 2.1/5.219i5.6/13. 1.513 11.5/3.5 2.1/5.2i 3/7.4 3.9/9.95.6/13. 72 122 71 145 ( 243 368 529 1092 106 217 i 365 552 1638 290 ( 486 736 1 1057 i460 2184 24 52 86 54 105 1 172 256 365 864 80 157 257 384 1 547 750 1296 209 343 1 512 1 729 1000 i 1728 r 1.5/3 j 1.5/3 1.5/3 1.5/3 I 1.513 1.814.412.516.3 5.1112. 1.513 1.5/3 1.513 1.814.4 2.5/6.3 3.418.6!5.1112. 1.513 1.5/3 1.8/4.4 2.5/6.3 3.4/8.6i5.1/12. 56 94 54 111 188 286 I 412 927 80 167 1 282 429 1 618 855 1390 223 376 572 1 824 1139 1853 26 41 67 42 82 + 135 201 287 680 63 124 202 302 1 430 590 1020 165 270 403 1 574 787 1359 1.5/3 1 1.513 1.5/3 1.5/3 ! 1.5/3 1.5/3.712.1/5.34.7/11.a 1 5/3 1.5/3 1.5/3 1.5/3.7 2.115.3 2.9/7.3114.7/11. 1.5/3 , 1.5/3 1.513.7 2.1/5.3 2.9/7.3,4.7/11. 74 87 148 226 j 326 792 61 130 222 1 338 489 678 j 1188 174 1 296 451 ! 652 1 904 1584 28 54 66 108 161 230 544 51 99 162 242 j 344 472 816 132 216 322 459 630' 1088 1.5/3 1.5/3 1.5/3 1.5/3.211.8/4.64.4/10. 1.513 1.5/3 ( 1.513 1.5/3.211.814.6 2.5/6.34.4/10. 1.513 1.5/3 1.5/3.2j1.8/4.6 2.5/6.34.4/10. 59 68 j 118 1 180 1 262 639 102 176 271 1 393 546 959 137 1 235 361 523 728 1279 30 44 54 88 131 j 187 442 80 1 132 197 280 384 j 664 107 176 262 373 512 ! 885 1.5/3 1.5/3 i 1.513 1.513 1.6/4 3.8/9.5 1.513 1 1.5/3 1.5/3 1.6/4 2.2/5.513.8/9.5 1.5/3 1.5/3 1.5/3 ; 1.6/4 2.2/5.5 3,8/9.5 Total Load values are limited by shear, moment or deflection equal to L1240. 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 with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EWR • Eastern Specifier Guide • 08;04/2015 VERSA-LAMO 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports finchesl Span ft] 1%" VERSA -LAM® 2.0 3100 Double Ply 1/V VERLAM 2 0 32. 03100 or Triple 51%,VERSA-LAM 2.0 31pp 100 or Quadrupl Ply 1%" VERS- LAM 2 0 3 00 0 3100 or 71/." 1 9'/" j 11%" F 14" 7Y<" 9'/2" 117/a" 14" 1 16" 1 18" 1 24" 9'/i' 113/." 1 14" 1 16" 18" 20" 24" 11'/." 1 14" 1 16" 1 18" 20" 24" 878 1223 1639 2065 1755 2446 3278 4130 5047 5232 1 5226 3669 4917 6195 7570 7848 7845 7838 6556 8260 10094 10463 10459 10451, 6 2/5 2.8/7 3.819.4 4.7111. 215 2.8/7 I3.8/9.4,4.7/11.85.8/14.5 6/15 l 6/15 2.8/7 3.8/9.4 4.7/11.85.8114.5, 6/15 6/15 6/15 3.8/9.4 4.7/11.85.8/14.5 6/15 6/15 6/15 598 1858 1126 1 1389 1197 1717 1 2252 2779 1 3321 1 3915 1 3913 2575 3379 1 4168.1 4981 1 5872 15876 1 5870 4505 5558 1 6642 1 7829 7834 7826 g 482 46 1965 2.6/6.6 3.518.6i4.3/10. 6 1.814.6 2.6/6.613.5/8.614.3/10.61/12.71 6/15 6/15 26/6.6 3.518.6i4.3/105,5.1/12.7 6/15 6115 6/15 3.5/8.64.3/10.6,5.1112.71 6/15 6115 6/15 326 637 857 1046 651 1 1274 11714 2092 1 2472 2880 3126 1 1912 2571 3138 3709 4320 4695 4688 3429 1 4184 1 4945 1 5759 6259 6251 10 247 556 - 494 1111 1 - 1667 I - 1.5/3.1 2.4/6.113.3/8.2 4110 1.513.1 2.416.1 3.3 / 8.21 4110 4.7/11.95.5113.6 6115 2.4/6.1 13.318.21 4110 4.7111.9 5.5/13.8, 6/15 6115 3.3/8.2 4/10 4.7111.9i5.5/13.8 6115 6/15 244 526 '1 765 1 931 487 1052 1531 1861' 2192 2543 2839 1577- 2296 2792 1 3288 1 3814 ' 4265 4259 1 3062 1 3723 1 4383 5085 5687 5679 11 186 418 - 371 835 1253 1.5/3 2.2/5.613.2/8.1 3.9/9.8 1.513 2.2/5.6 3.2/8.1 3.9/9:84.6/11.65.4/13.4 6/15 2.2 5.6 3.2/8.1 3.9/9.814.6/11.6,15.4/13.4,' 6115 6/15 3.2/8. 33.919.84.6/11.65.4/13.4, 6115 11 6/15 187 424 674 838 374 848 1347 1676 1968 2276 2601 1272 2021 2514 2952 3414 1 3903 3901 2694 3353 1 3936 4552 5203 5201 12 143 322 628 286 643 1256 965 1884 2512 1.5/3 2/4.9 3.1/7.8 3.9/9.7 1.5/3 2/4.9 I3.1/7.8 3.9/9.7 4.5/11.35.2/13.1 6/15 2/4.9 3.1/7.8 3.9/9.714.5/11.35.2/13.1 6/15 6/15 3,117.8 3.9/9.7 4.5/11.35.2/13.1 6/15 6/15 146 332 1 573 762 292 665-1 1146 1 1524 1785 1 2060 2399 997 1 1719 1 2287 12678 1 3089 3522 3598 2292 13049 3571 4119 4696 4797 13 112 253 1 494 225 506 988 759 1 1482 1 1976 1.5/3 1.7/4:2 2.9/7.2 3.8/9.5 1.5/3 1.7/4.2 2:9/7.2 3.8/9.54:5/11.25.1J12;9 6115 1.7/4.2i2.9/7.2 3.819:54.5/11.25.1/12.9'S:9/14.7 6/15 2.917.2 3.819:514.5/11.25.1/ 2:95.9/14.7 6115 116 265 { 493 674 233 530 987 1349 1634 1880 2226 796 1480 1 2023 2450 1 2821 1 3208 3338 1973 2697 1 3267 1 3761 1 4278 4451 14 90 203 396 648 180 405 791 1296 1187 1944 1582 2593 1.5/3 1.5/3.6 2.7/6.7 3.6/9.1 1.513 1.5/3.612.7/6.7 3.6/9.1 4.4/11 5.1/12.7 6/15 1.5/3.612.7/6.7 3.6/9,114.4/11 5.1/12.7,6.8/14.4 6/15 2.7/6.7 3.619.1 4.4111 5.1/12.7,5.8/14.41 6115 94 1 215 1 423 586 188 429 1 846 1173 1 1505 1730 1 2076 644 1268 1759 1 2258 1 2595 2946 1 3113 1691 1 2346 1 3011 3459 1 3928 1 4151 15 73 165 322 527 146 329 643 1054 1 - 494 965 1581'' 1286 2108 1.5/3 1.5/3.1 2.5/6.1 3.4/8:5 1.5/3 1.5/3.112.5/6.1 3.4/8.54.3/10:9, 5/12.5 6/15 1.5/3.1 2.5/6.1 3.4/8.54.3/10.9 5112.5 5.7/14.2 6/15 2.5/6.1 3.4/8:54.3/10:9' 5112.5 7114.2 6/15 77 1 176 1 347 1 515 153 352 695 1 1029 1327 1 1601 1 1944 528 1 1042 1544 1990 2402 2723 2917 1389 1 2058 2653 1 3202 3630 1 3889 16 60 1 136 , 265 1 434 121 271 530 868 1296 407 795 1303 1944 1060 1737 2593 1.513 1.5/3 J2.215.4 3.2/7.9 1.5/3 L5/3 12.215.4 3.2/7.9d.1/10.24.9/12.3, 6/15 1.513 ,2.2/5.4 3.2/7.914.1/10.24.9/12.3 5.6/14 6/15 2.2/5.4 3.217.9i 1/10.24.9/12.3i 5.6114 6115 63 146` 1 289 455 127 1 292 1 577 1 910 1173 1468 1 1829 438 1 866 1365 1760 1 2201 2531 2743 1154' 1820 2346 1 2935 3374 1 3657 17 50 113 221 362 101 226 1 442 1 724 1081 339 1 663 1086 1621 I - 884 1448 2161 L - 1.513 1.5/3 , 1.9/4.8 3/7.5 1.513 1.5/3 11.914.8 3/7.5 13.9/9.6 4.8/121 6115 1.513 1.914.8 3/7.5 13.9/9.6 4.8/1215.5/13.8 6/15, 1.9/4.8 3/7.5 5.5/13.8 6115 53 122 242 399 106 244 484 799 1045 1307 1726 367 726 1198 1567 1961 2364 2588 968 1598 2089 2614 3151 3451 1g 42 95 186 305 85 191 372 610 910 1296 28fi 558 915 1366 1944 744 1220 1821 2593 1.5/3 1.5/3 11.7/4.3 2.8/7 1.5/3 1.5/3 11.714.3 2.8/7 3.6/9.1 4.5/11.4 6/15 1.5/3 11.7/4.3 2.8/7 3.6/9.1 i4.5/11.4 5/13.7 6/15 1.714.312.817 3.6/9.1 4.5/11.45.5/13.71 6/15 103 1 205 339 89 206 1"410 677 936 1171 1634 310 615 1016 i 1404 1757 2147 2450 820 1354 1 1872 2342 ( 2862 3267 19 81 1 158 259 72 162 316 519 774 1102 243 'J 475 778 1 1161 1 1653 633 1037 1548 2204 1.5/3 1.5/3.8 2.5/6.3 1.5/3 1 1.513" 11.513.8 2.5/6:3I3.418.64.3/10.8 6/15 1.513 1.513.8 2.5/6:3 3.4/8.6i4.3/10.85.3113.1 6115 1.5/3.8 2.5/6.3 3.4/8.64.3/10.85.3/13.1 6/15 88 i 175 1 289 75 1 176 1 350 1 579 1 843 1 1055 1 1551 263 525 868 1265 1 1583 1 1934 2326 699 1 1157 ( 1686 1 2110 2579 3101 20 69 136 1 222 fit 1 139 1 271 1 445 1 664 1 945 1 - 208 407 667 996 1 1418 1 543 889 ! 1327 1890 1.5/3 11.5/3.4 2.3/5,6 1.5/3 1 1.5/3 1.5/3.4 2.3/5.6 3.3/8.24,1/10.2 6/15 1.513 11.5/3.4 2.3/5.6;3.3/8.24.1/10.2 5/12.5 6/15 1.513.4 2.3/5.6I3.3/8.24.1/10.2 5/12.5 6/15 85 ! 130 1 216 54 130 260 431 L 649 1 869.'1 1417gJ296 647+ 973 1303 1593 2111 520 862. 1297 1738 1,2124 2815 22 52 ! 102 167 46 104 204 334' 499 710 501 748 1065 1461 408 868 997 1420 1948 1.513 1 1.5/3 1.9/4.7 1.513 1,513 1.513 1.9/4.7 2.8/7 3.7/9.3 1 6/15 914.7 2.8/7 3.7/9.3 4.5111.3 6115 1.513 1.9/4.7 2.817 3.7/9.3i4.5/11.3 6115 99 164 96 1 197 329 496 711 1259493 1 744 1066 1334 1889 395 658 I 992 1422 1779 2518 24 79 129 80 157 257 384 547 386 576 820 1125 314 515 768 1094 1500 1.5/3 1.6/3.9 1.5/3 1.5/3 1.6/3.9!2.315.9 3.3/8.35.9/14. 613.912.3/5.9 3.3/8:34.2/10.45.9/14. 1.5/3 1.6/3.9,2.3/5.9 3.3/8.34.2/10.45.9/14. 76 1 128 75 153 256 1 387 1 555 1069 112 ( 229 L383 i 580 833 1132 1604, 305 1 511 I 773 1110 1510 2139 26 62 1 101 63 -j 124 11.5/3.3- 202 302 430 1020 95 185 304 453 645 885 1529 247 1 405 604 860 1180 2039 1.5/3 1.5/3.3 1.513,11.5/3 215 2.8/7.115.4/13. 1.5131 1.5/3 11.5/3.31 215 2.817.1 3.819.65.4/13. 1.513 11.513.31 2/5 2.8/7.1 3.8/9.65.4/13. 60 1 1017IF58 120 202 306 441 1 919 87 180 303 I 459 661 '' 914 1378 240 404 I 612 882 1219 1837 28 49 81 1 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 689 945 11.5/3 1.5/3 3 1.5/3 1.5/3 I1.7/4.3 2.4/6.1 5112.E 1,513 1.513 1.5/3 ;1.7/4.3 2.4/6.113.4/8.4 5/12.6 1.5/3 1.5/3 1.7/4.3 2.4/6.1 3.4/8.4 5/12.6 81 1 1 95 161= ' 246 355 1 797 1 68` 143 242 369 533 738 1 1196 190 1 323 1 492 1 710 1 984 1594 30 66 80 132 197 280, 664 62 121 198 295 420" 576 996• 161 263 393 560 768 1327 1.5/3 j 1.5/3 1.5/3 1.5/3.7 2.1/5.34 7/11.7 1t1.5/3.75131.5/3 1.5/3 2.1/5.3 2.9/7.34 7/11. 1.5/3 1.5/3 1.5/31.7-2:115.3 2.9/7.34.7/11. Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC 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 EVIP • Eastern Sped? er Guide • 08%04/2015 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'/." VERSA-LAM®2.0 3100 Double Ply 1'/." VERSA-LAM02.0 3100 or 3Yi' VERSA -LAM 2.0 3100 Triple Ply 1'/." VERSA -LAM® 2.0 3100 or 5'W VERSA -LAM 2.0 3100 Quadruple Ply 1'/." VERSA -LAM® 2.0 3100 or 7" VERSA -LAM 2.0 3100 T/.' 91/2' 117/." 14" 7'/i' ! 9'/i' 1 11%" I 14" 1 16" I 18" 24" 91/2' 11%" 1 14" 1 16" 1 18" 1 20" 24" 117/." 1 14" 16" 1 18" 1 20" 24" 954 1 1330 1782 1 2245 108 ! 2660 3564 1 4411 5234 ! 5232 5226 3990 5346 6736 7851 ! 7848 7845 7838 7128 1 8981 10467 110463 10459 10451 6 1 1 2.2/5.513.1/7.6,4.1/10.25.1/12. 2.2/5.5T3.1/7.6,4.1/10.25.1/12.9, 6/15 j 6115 6115 3.1/7.6,4.1/10.2!5.1112.9i 6115-1 6115 6/15 j 6/15 1/10.25.1/12.9, 6/15 i 6/15 6/15 6/15 640 ! 933 1 1225 1 1511 1279 1867 1 2449 1 3022 1 3611 1 3919 1 3913 2800 1 3674 1 4532 1 5417 1 5879 1 5876 5870 4899 1 6043 1 7222 ( 7838 7834 i 7826 8 482 I 965 I 2/49.12.917.1 3.8/9.414.6/11. 2 4.9 2.9/7.1 3.8/9.44.6/11.65.5113.8 6115 6/15 2.917.1 3.819.414.6111.65.5113.8' 6115 6/15-) 6115 3.8/9.4;4.6/11.65.5/13.8` 6/15 6115 6/15 326 ! 693 932 i 1138 651 1386 1864 1 2275 1 2689 3132 1 3126 2079 2797 1 3413 14033 1 4698 14695 4688 3729 14550 1 5378 1 6263 6259 6251 10 247 556 I - 494 ` 1111 i _ 1667 1.5/3.112.7/6.6 3.6/8.9 4A110. 1.5/3.1 2.7/6.6 3.618.9 4.4/10.95.2/12.9 6115 1 6/15 2.716.E 3.6/8.9'4.4/10.95.2112.9, 6115 1 6/15 6/15 3.618.9 4.4110.95.2/12.9, 6/15 6115 6/15 244 1 552 1 833 1 1012 487 1 1104 1665 2024 2384 2765 2839 165E 1 2498 3037 1 3576'1, 4148 1 4265 4259 3330 1 4049 4767 5531 5687 5679 11 418 815 I835 163 1253168244E3732621 1.5/3 i2.3/5.8 3.518.814.3/10. 1.513 2.3/5.8 3.5/8.814.3/10. 115/12.6i5.8/14.6 6/15 2.315.8 3.5/8.8d.3/10.1115/12.6 15.8114.6 6/15 6/15 3.518.814.3/10.715/12.615.8/14.6 6115 1 6M5 187 1 424 733 1 912 374 848 1465 ! 1823 2141 ! 2475 2601 1272 2198 ( 2735 3211 3713 3907 3901 2931 3647 4281 4951 5209 5201 12 143 1 322 628 - 286 1 643 1256 - 1 - 965 1884 - 1 - 2512 - 1.513 1 214.9 3.4/ 8.414.2110. 1.5/3 1 2/4.9 3.4/8.4;4.2/10.54.9/12.35.7/14.3 6/15 2/4.9 3.4/ 4414.2/10.54.9/12.3:5.7/14.3 fi/15 1 6/15 3.4/8.414.2/10.54.9/12.35.7/14.3 6/15 6115 146 i 332 623 1 829 292 i 665 1 1247 i 1658 1 1942 ! 2240 1 2399 997 1870 1 2487 2913 ' 3360 1 3604 13598 2494 1 331E 1 3884 1 4480 4806 4797 13 112 1 253 494 810 225 506 988 1 1619 759 1482 2429 1976 3238 1.5/3 1.714.2 3.1/7.8 4.1110. 1.513 11.714.2 3.117.E 4.1110.44.8112.1j5.6/14 6/15 1.714.2 3.1/7.8 4.1110.44.8112.1 5.6/14 6/15 6115 3.1/7.8,4.1/10.44.8112.1i5.6/14 1 6/15 i 6/15 116 1 265 521 1 734 233 530 1 1043 ( 1467 1 W77 1 2046 2226 796 1564 2201 2666 3068 3345 3338 2085 1 2934 3554 4091 4459 4451 14 90 203 396 648 180 1 405 791 i 129E 608 1187 1944 1582 2593 1.5/3 1.5/3.6 2.8/7 4/9.9 1.5/3 `1.5/3.6 2.817 1 4/9.9 4.8/12 5.5/13.8i 6/15 1.5/3.6 2.817 4/9.9 4.8112 5.5/13.81 6/15 6/15 2.8/7 4/9.9 4.8112 5.5/13.8 6/15 6/15 94 ! 215 1 423 1 638 188 ] 429 846 ! 127E 1 1638 1882 1 2076 644 1 1268 ' 1914 1 2456 1 2823 3120 1 3113 1691 ( 2552 3275 1 3763 1 4159 1 4151 15 73 ' 165 322 1 527 146 j 329 643 1054 1573 , - 494 965 1581 2360 1 - 1286 2108 3146 1 1.5/3 11.5/3.1 2.5/6.113.7/9.2 1.5/3 1.513.1 2.5/6.1,3.7/9.2i4.7111.85.4/13.6 6/15 1.5/3.1 2.5/6.1i3.7/9.2i4.7/11.8;5.4/13.61 6/15 1 6115 2.5/6.1 3.719.24.7111.85.4113.E 6/15 6/15 77 176 347 1 560 153 352 695 j 1120 1443 ! 1742 1944 528 1042 1680 2165 1 2613 2923 2917 1389 1 2240 2887 1 3484 3897 3889 16 60 136 265 1 434 121 j 271 530 ! 868 1296 - 407 795 1303 1944 1 - 1060 1737 2593 1.513 1.5/3 2.2/5.4 3.518.6 1.5/3 1 1.5/3 2.2/5.413.5/8.6 4.4111.15.4/13.4 6115 1.513 2.2/5.413.5/8.6 4.4/11.15.4113.4,, 6115 6/15 2.2/5.4 3.5/8.6 4.4/11.1.5.4/13.41 6/15 6/15 63 1 146 289 476 127 ! 292 577 1 951 1277 1 1597 1829 438 866 1 1427 1915 2395 2749 2743 1154 1902 2553 3193 3665 3657 17 50 113 221 362 101 1 226 442 ' 724 1081 1 1539 339 663 1086 1621 2308 884 1448 2161 3078 1.5/3 , 1.513 1.9/4.813.1/7.8 1.5/3 1 1.5/3 1.9/4.8 3.1/7.8,4.2/10:55.2113.1 6115 1.5/3 1.914.813.117.8 4.2/10.55.2113.1 6115 1 6/15 1.9/4.813.1/7.8,4.2/10.55.2/13.t 6/15 6I15 53 1 122 242 399 106 1 244 484 799 1137 11422 1726 367 726 1 1198 1705 ; 2133 2572 2588 968 1598 2274 2845 3429 1 3451 18 42 r 95 186 1 305 85 191 372 610 910 1296 286 558 ! 915 1366 1944 744 1220 1821 2593 1.5/3 1 1.5/3 1.7/4.31 2.8/7 1.5/3 1 1.5/3 1.714.31 2.817 4/9.9 d.9/12.3 6/15 1.5/3 1.7/4.3, 2.8/7 4/9.9 '4.9/12.35.9/14.9 6/15 1.7/4.3) 2.817 4/9.9 4.9/12.35.9/14.9i 6/15 103 205 1 339 89 1 206 410 ! 677 1016 1 1275 1634 310 615 1016 1524 1 1912 2336 1 2450 820 11354 2032 2549 3115 13267 19 81 158 1 259 72 162 316 1 519 774 1102 243 475 778 1161 1 1653 2268 1 - 633 1037 1548 1 2204 3024 1.5/3 1.5/3.812.5/6.3 1.5/3 1.513 15/3.812.5/6.3 3.7/9.34.7/11.7 6115 1.5/3 1.5/3.8i2.5/6.3 3.7/9.34.7/11.75.7/14:31 6/15 1.5/3.8,2.5/6.3 3.7/9.314.7/11.75.7/14.3, 6/15 88 175 1 289 75 1 176 1 350 ; 579 869 ! 1149 1 1551 263 525 I 868 1 1303 1723 2105 2326 699 1157 1737 1 2297 2807 3101 20 69 136 1 222 62 139 271 445 664 1 945 208 407 667 996 1418 1944 543 889 1327 1890 2593 1 - 1.5/3 1.5/3.412.3/5.6 1.513 1 1.5/3 1.513.412.315.E 3.4/8.44.4/11.1 6/15 1.513 1.5/3.4 2.315.E 3.4/8.44.4/11.15.4/13.6, 6/15 1.513.412.3/5.6 3.418.44.4/11.1.4/13.6, 6115 65 130 1 216 54 130 260 431 1 649 t 928 1 1407 194 390 1 647 1 973 1'1393 1 1735 1 2111 520 1 862 1297 i 1857 2313 2815 22 52 102 I 167 46 ? 104 204 334 499 + 710 157 306 501 748 ! 1065 1461 408 668 997 i 1420 1948 1.5/3 1.5/3 1.9/4.7 1.513 1 1.5/3 1 1.513 ' 1.914.7 2.8/7 1 4/9.9 1 6/15 1.513 1 1.5/3 1.9/4.7 2.817 1 4/9.9 4.9112.3 6/15 1.513 1.914.7 2.817 ! 4/9.9 4.9/12.3; 6115 99 164 98 197 1 329 1 496 1 711 1288 146 296 493 744 ! 106E 1453 1 1932 315 1 658 992 11422 1 1937 1 2576 24 79 129 80 157 1 257 384 547 121 236 ! 386 576 820 1 1125 314 515 768 1094 1500 15/3 1.6/3.9 1.5/3 1.5/3 11.6/3.9 2.3/5.913.318.3 6/15 1.513 1.5/3 11.6/3.9 2.3/5.9j3.3/8.34.5/11.3; 6/15 1.513 11.6/3.9 2.3/5.913.3/8.34.5/11.3, 6115 76 128 75 153 1 256 1 387 555 1164 112 229 1 383 580 1 833 1150 1 1747 305 511 773 1110 1533 1 2329 26 62 I 101 63 124 202 302 ! 430 1020 95 185 1 304 453 1 645 1 885 1 1529 247 1 405 1 604 1 860 1 1180 2039 1.5/311.5/3.3 1 1.513 1.513 i 1.513.3 215 12.817.15.9/14. 1.5/3 1.5/3 i1.5/3.3 2/5 12.817.1 3.919.75.9/14. 1.5/311.513.3 2/5 12.8/7.1 3.9/9.75.9/14. 60 101 58 1 120 202 306 I 441 1001 87 1 180 303 459 1 661 914 1 1501 240 1 404 1 612 1 882 1219 ! 2001 28 49 81 51 99 1 162 242 344 816 76 148 243 363 517 709 1224 198 ` 324 1 484 689 945 1633 1.513 1 1.5/3 1.5/3 1 1.513 1.5/3 11.7/4.312.4/6.1 5.5/13. 1.5/3 1 1.513 1.513 1.7/4.3 2.4/6.1 3.4/8.45.5/13. 1.5/3 1 1.5/3 1.7/4.312.4/6.1 3.4/8.45.5/13. j 81 95 _ 161 246 355 861 68 143 242 369 `. 533 738 1 1291 190 323 492 710 984 -1 1721 30 66 1 80 j 132 197 1 280 1 664 62 121 1 198 295 420 576 ' 996 161 , 263 1 393 1 560 1 768 1 1327 1.5/3 1.5/3 1.5/3 1.5/3.712.1/53 5.1/12. 1.5/3 1.5/3 1.5/3 1.5/3.712.1/5.3 2.9/7.3 5.1/12. 1.5/3 1.5/3.712.1/5.3 2.9/7.3 5.1/12. Total Load values are limited by shear, moment or deflection equal to L1180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC 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 abroad range of applications. It maybe possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EVVF - Eastern Specfier Guide - 03/04/2015 7VERSA-LAM@ Nailing Parallel to Glue Lines (Narrow Face)(') Perpendicular Perperdicular RSA=RIM° to Glue Lines Wide Face) Products VERSA -LAM® 1.41800-Rimboard VERSA -LAM® VERSA-LAM® 15/16" 13/." 3'/V & Wider All Products Nail Size O.C. End O.C. End O.C. End O.C. End in] in] in] in] in] in] in] in] 8d Box (0.113"o z 2.5") 3 1'/ 2 1 2 2 z 8d Common (0.131"ox 2.5") 3 2 3 2 2 1 2 1 10d & 12d Box (0.128"o x 3", 3.25") 3 2 3 2 2 1 2 1 16d Box (0.135"o x3.5") 3 2 3 2 2 1 2 1 10d & 12d Common & 4 3 4 3 2 I 2 2 2 16d Sinker 0.148"o x 3" 3.25" 16d Common 0.162"o x 3.5" 6 4 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®PVERSA-RIM®. Use nails as specified by Simpson Strong -Tie. E R-SA.- LA M ° Glue Lines Narrow Face) y c ' 7 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). Grade Width in Depth in Weight lb/ft[lb] Allowable Shear Allowable Moment ft-lb] Moment of Inertia in4 Grade Width in Depth in Weight Ib/ft[lb] Allowable Shear Allowable Moment ft-lb][in Moment of Inertia 4] j 0 a N Of - W 1'/z 3'/2 1.5 998 776 5.4 00 0`'- Q J Q, W 5'% 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'% 14.1 9227 19908 346.3 00 O 5J 2 Q W 1% 3Y: 1.8 1164 1058 6.3 9'% 14.5 9476 20937 375.1 5'/z 2.8 1829 2486 24.3 7% 3.7 2411 4189 55.6 11'/4 17.1. 11222 28814 622.9 9'% 4.7 3076 6636 115.4 11% 18.1 11845 31913 732.6 9'/z 4.8 3159 6979 125.0 14 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 207.6 16.. 24.4 15960 56046 1792.0: 117/8 6.0 3948 10638 244.2 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24, 36.5• 23940 120549 6048.0 24 12.2 7980 40183 2016.0 7 9'% 16.6 12303 26544 461.7 3%2 5'/2 5.6 3658 4971 48.5 9'/z 17.1 12635 27916 500.1 7'% 7.4 4821 8377 111.1 9'/a 9.4 6151 13272 230.8 11'% 20.2 14963 38419 830.6 9% 9.6 6318 13958 250.1 11% 21.4 15794 42550 976.8 111%11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 117/ 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 20 36.0 26600 113904 4666.7 18 18.3 11970 46674 1701.0 20 1 20.3 13300 56952 1 2333.3 24 43.2 31920 160732 8064.0 Design Property Grade Modulus of Bending Horizontal Shear Tension Parallel to Grain Compression Parallel to Grain Compression Perpendicular to Grain Equivalent Specific Gravity for Fastener Design ElasticityE( x 106 psi)(') Fb (psi)(2)(3) F (psi)(2)(4) Ft (psi)(2)(5) Fou (psi)(2) F l (psi)00) 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 1 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 maybe 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)119 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 • 08±0412015 w Allowable Axial toad (lb) 3 C: 31/z ' x 31/2' 3% ' x 4%" 3'/2" x 51/4 ' 3'/2" x 5'/z ' 3'/2 ' x 7" JJ o100% 0115/0 0125/0 0100% 0j115/o 0I125/0 0100% o i o115/0 125/0 0100% 0115/o 0125/0 0100% 01115/0 0125/0 4 15,265 16,750 17,650 19,100 j 20,950 22,070 22,920 25,150 26,500 24,020 26,350 27,770 30,570 33,545 35,345 5 12,830 13,770 14,320 16,050 17,220 17,910 19,260 20,670 i 21,505 20,185 21,660 22,530 25,690 27,580 28,680 6 10,580 11,190 11,540 13,240 113,990 14,440 15,890 16,800 ! 17,335 16,645 17,605 18,165 21,190 22,410 23,120 7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13,760 ! 14,120 13,755 14,410 14,795 17,510 18,350 18,835 8 7,295 7,590 7,765 9,120 9,490 9,710 10,950 11,400 11,660 11,475 11,945 12,215 14,610 15,210 15,555 9 6,155 6,375 6,500 7,700 7,970 8,130 9,245 9,575 I 9,765 9,685 10,030 10,230 12,330 12,770 13,025 10 5,250 5,415 5,510 6,570 6,770 6,890 7,885 8,135 8,280 8,260 8,525 8,675 10,520 10,850 11,040 11 4,525 4,655 4,730 5,660 5,820 5,910 6,795 6,990 7,100 7,120 7,325 7,440 9,065 9,325 9,475 12 3,935 4,040 4,095 4,920 5,050 5,120 5,910 6,065 1 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 1 5,380 5,435 5,565 5,635 6,920 7,080 7,175 14 1 3,050 3,120 3,155 3,820 3,900 3,950 4,585 4,685 1 4,740 4,805 4,905 4,965 6,115 1 6,250 6,325 3'/2 ' x 7'/4" 51/4" x 51 5'/4' x 5'/2" 5'/4" x 7" 5'/4' x 7'/4" 100% 115% 125% 100% 1 115% 1125% 100% 1115% 11 125% 100% 115% 1125% 100% 115% 1 125% 4 31,670 34,750 36,625 5 26,615 28,560 29,705 6 21,950 23,215 23,950 1 34,355 1 37,695 39,715 36,010 39,495 1 41,610 7 18,140 19,005 19,505 30,700 33,170 34,625 32,165 34,750 36,280 8 15,135 15,755 16,110 27,09; 28,910 29,975 28,390 30,295 31,405 36,160 38,590 40,000 37,450 39,960 41,420 9 12,770 13,225 13,490 23,815 25,180 25,9_80 24,950 26,385 27,220 31,770 33,600 34,670 32,910 34,800 35,910 10 10,895 11,240 11,440 20,950 22,005 22,620 21,950 23,060 23,700 27,950 29,360 30,190 28,960 30,420 31,260 11 9,390 9,660 9,810 18,500 19,340 19,820 19,385 20,260 20,770 24,690 25,810 26,450 25,570 26,720 27,400 12 8,170 8,380 8,500 16,420 17,085 17,475 17,200 17,910 118,305 21,910 22,800 23,320 22,690 23,620 24,150 13 7,165 7,335 7,430 14,640 15,185 15,500 15,340 15,910 16,240 19,540 20,270 20,680 20,230 20,990 21,430 14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 14,490 17,510 18,110 18,460 18,140 18,760 19,110 15 11,820 12,195 12,405 12,385 12,775 13,000 15,770 16,270 16,560 16,330 16,850 17,150 16 10,690 11,005 11„185 11,200 11,530 11,720 14,270 14,690 14,930 14,780 115,210 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 11 8,310 8,420 8,500 8,705 1 8,825 10,820 11,090 11,240 11,210 11,480 11,640 20 7,455 7,625 7,720 7,810 7,990 8,090 9,950 10,170 10,300 107300 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 I 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)`I 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): F,ii = 750 psi Perp to Gluelines (Plank): F_ L = 450 psi Tension Parallel to Grain: Ft = 1650 psi VERSA mS-T U-D ° 1_. 7.2.6.5.0 ., . _ Allowable Design Values Product Bending Fb [psi] Compression Parallel to Grain Fc [psi] Modulus of Elasticity E [psi] Horizontal Shear Fv [psi] VERSA -STUD° 1.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 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 EVVP • Eastern Specifier Guide - v? Q4/2015 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. 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Thus BC CALC® is the only program needed to analyze structural wood members. tf Y]a3.11R tY€dP%+1 rl 5r%acR An!PfF 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. a Give Us a Try! 11 - Analysis for`Engi 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.bcconnect.com/bcdeployer/index.htm laB'xG'eoCsLc><C6mbinemen03 !-. 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' S k+fUW.Psiti'i}r t t. ~.ryA.: Boise Cascade EWP • _astein Specifier Guide ` Framing rConnectors -.Sim son__Stron Tie ;,a __.__ ew. t ITS r lus SUR/L Joist Depth BCI® Hanger Capacity Ibs Header ailing Joist Joist Depth gCl® Hanger Capacity bs Header ailing Joist Joist Depth BCI® Hanger Capacity Ibs Header Nailing I Joist 91/z, 4500s ITS1.81/9.5 993 6-10d I 91/„ 4500s IUS1.81/9.5 950 8-10d 9,/„ 4500s SUR/1-1.81/9 1 1081 12-16d I 2-10dxl'W' 5000s ITS2.06/9.5 993 6-10d 1 5000s 6000s IUS2.06/9.5 IUS2.37/9.5 950 950 8-10d 8-10d 5000s 6000s SUR/L2.06/9 SUR/L2.37/9 1097 1343 14-16d 14-16d 2-10dx1Yi' 2-10dx1'/" 6000s ITS2.37/9.5 1225 6-10d I 6500s ITS2.56/9.5 1225 6-10d 6500s IUS2.56/9.5 950 8-10d 65 00s SUR/L2.56/9 1343 14-16d 2-10dx1%" 11'/e" 4500s ITS1.81/11.88 1068 6-1Od 11„ 4500s IUS1.81/11.88 1185 10-10d 1t,/e, 4500s SUR/1-1.81/11 1306 16-16d 2-10dx1Y:" 5000s ITS2.06/11.88 1068 6-1Od 5000s IUS2.06/11.88 1185 10-10d 5000s SUR/1-2.06/11 1350 16-16d 2-10dxt'/" 6000s ITS2.37/11.88 1237 6610d 60005 6500s IUS2.37/11.88 IUS2.56/11.88 1185 1185 10-10d 10-10d 6000s 6500s SUR/L2.37/11 SUR/L2.56/11 1385 1385 16-16d 16-16d 2-10dxt'/z" 2-10dxl'/2' 6500s ITS2.56/11.88 1237 6-1Od 60s ITS2.37/11.88 1237 6-10d 60s IUS2.37/11.88 1185 10-10d 60s SUR/L2.37/11 1385 16-16d 2-10dx1'/" 90s ITS3.56111.88 1518 6-10d 90s IUS3.56/11.88 1420 12-1Od 90s I SURIL410 1906 14-16d I 2-10dx1'/" 14 4500s ITS1.81/14 1075 6-10d 14 4500s IUS1.81/14 1420 12-1Od 14 4500sISUR/L2.37/14 1/14 1675 20-16d 5000s ITS2.06/14 1081 6-10d 5000s IUS2.06/14 1420 12-1Od 5000s 6/11 1693 18-16d 2-10dx1'/" 2-10dxl'N' 6000s ITS2.37/14 1262 6-10d 6000s IUS2.37/14 1420 12-1Od 6000s 7/14 1693 18-16d 2-10dxl'N' 6500s ITS2.56/14 1262 6-10d 6500s IUS2.56/14 1420 12-1Od 6500s 6/14 1693 18-16d 2-10dx1Yi' 60s ITS2.37/14 1262 6-10d 60s IUS2.37/14 1420 12-10d 60s 7/14 1693 18-16d 2-10dx1Yi' 90s ITS3.56/14 1520 6-10d 90s IUS3.56/14 1420 12-10d 90s14 2050 18-16d 2-10dxl'/" 16 4500s ITS1.81/16 1081 6-10d 16 4500s IUS1.81/16 1660 14-10d t6 4500s 1114 1887 20-16d 2-10dx1%" S000s ITS2.06/16 1087 6-10d 5000s IUS2.06/16 1660 14-10d 5000s 08/11 1920 18-16d 2-10dx1'/" 6000s ITS2.37/16 1268 6-1Od 6000s IUS2.37/16 1660 14-10d 6000s SUR/L2.37114 1920 18-16d 2-10dxV/z" 6500s ITS2.56/16 1268 6-10d 6500s IUS2.56/16 1660 14-10d 6500s SURUL2.56114 1920 18-16d 2-10dx1Y:" 60s ITS2.37/16 1268 6-tOd 60s IUS2.37/16 1660 14-10d 60s SUR/L2.37114 1920 18-16d 2-10dx1Yz' 90s I ITS3.56/16 1520 6-tOd 90s IUS3.56/16 1425 14-10d 90s SUR/L414 2250 18-16d I 2-10dxl'/" i it MIT B U l HU MILI LSSU Joist De th BCI® Hanger Ibs Capacityr8-16d Naili Joist Joist De th gCl® Hanger Capacity Ibs Header ailin joist Joist De th BCI® Hanger Capacity Ibs Nailin Header Joist 4500s MIT49.5 2305 2-10dx1'/V 4500s MIU3.56I8 2305 16-16d 2-10dx1'/i" 4500s LSSU125 995 9-10d 7-10dx1'/:" 5000s MIT4.12/9.5 2305 2-10dx1'/:" 9/ SOOOs MIU4.12I9 2305 16-16d 2-10dxl 4" 5000s LSSU2.08 995 9-10d 7-tOdxt%" 6000s MIT359.5-2 2305 2-10dxl'/" 6000s MIU4.7519 2305 16-16d 2-10dxlh" 9h„ 6000s LSSU135 995 9-1Od 7-10dxl'/" 6500s MIT39.5-2 2305 2-10dx1 h" 6500s MIU5.1219 2305 16-16d 2-10dxV/2" 6500s LSSUH310 1425 14-10d 7-10dxt'/d' 11/ 4500s MIT411.88 2305 2-10dxU" 4500s MIU3.56/11 2880 20-16d 2-10dx1'/" 4500s LSSU125 995 9-10d 7-10dx1Yd' 5000s MIT4.12111.88 2305 2-10dx1%" 5000s MIU4.12111 2880 20-16d 2-10dx1'/" 5000s LSSU2.06 995 9-10d 7-10dx1' 4" 6000s M1T3511.88-2 2305 8-16d 2-1 Odx1'/" 11/° 6000s 6500s MIU4,75111 M1U5.12/11 2880 2880 20-16d 20-16d 2-10dx1'/" 2-10dxl%" 6000s LSSU135 995 9-10d 7-10dxl/," 6500s MIT311.88.2 2305 8-16d 2-10dxl%" 11v/a' 6500s LSSUH310 1475 14-10d 7-10dx11,,z" 60s MIT3511.88-2 2305 8-16d 2-10dx1'/" 60s MIU4.75/11 2600 20-16d 2-10dxl'/" 90s B7,12/11,88 3800 14-16d 2-10dx1'/" 90s HU412.2 3275 22-16d 2-10dx1Y" 60s LSSU135 995 9-10d 7-10dxl%" 14" 4500s MIT414 2305 8-16d 2-10dx1%" 4500s MIU3.56/14 3170 22-16d 2-10dx11/2" 90s LSSU410 1625 14-10d 12-10dx1'/" 5000s MIT4.12/14 2305 8-16d 2-10dx1'/" 5000s MfU4.12/14 3170 22-16d 2-10dx1Y" 4500s LSSU125 995 9-10d 7-10dx1'/V 6000s MiT3514-2 2305 8-16d 2-10dx1%" 14 6000s MIU4.75/14 3170 22-16d 2-10dxl'/" 5000s LSSU2.06 995 9-10d 7-10dx1'/" 6500s MIT314-2 2305 8-16d 2-10dx1'_ 6500s MIU5.12/14 3170 22-16d 2-10dx1'R' 6000s LSSU135 995 9-10d 7-10dx1'/:" 6Os 9IT3514-2 2305 8-16d 2-10dx1'/d' 60s MIU4.75/14 2700 22-16d 2-10dx1Y" 14" 6500s LSSUH310 1600 14-10d I 7-10dxl'/" 90s B7.12/14 3800 14-16d 2- OOdxlW 90s HU414-2 3870 26-16d 2-10dx1Y" 60s LSSU135 995 9-10d 7-10dx1'/" 16 4500s MIT416 2305 8-16d 2-10dx1 /" 4500s MIU3.56r116 3455 24-16d 2-10dx1 /:" 90s LSSU410 1625 14-10d I 12-10dx11/" 5000s MIU4.12/16 3455 24-16d 2-10dxl'A" 5000s LBV4.12/18 1 2460 10-16d 1 2--10dx1'/z" 6000s MIT4.75/16 2305 8-16d 2-10dx1f" 16 6000s MIU4.75116 3455 24-16d 2-10dx1'/" For more information, call Simpson Strong -Tie at l.800.999.5099 or visit their website at www.strongtie.com General Notes Bald 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 %" per foot. Leave lk" 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 11 '. 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 lumberorsawn lumber(Douglas firorsouthern Pnnimum species). Minimum support width for single- and double -joist top mount hangers is 3". Minimum support width for face mount hangers withl0dand 16d nails is 1%" and 2", respectively. 6500s MIT5.12/16 2305 8-16d 2-10dx1'/" 6500s MIU5.12116 3455 24-16d 2-10dx1i4' 60s MIT4.75/16 2305 8-16d 2-10dx1'/" 60s MIU4.75/16 2725 24-16d 2-tOdx1'/" 90s B7.12/16 3800 14-16d 2-10dx1'/" 90s HU414-2 3780 26-16d 2-10dx1'/" F / ._. = , THAT s. " a.o" 50ry npk n VPA Joist De th BCI ® Hanger Capacity Ibs Nailing Header Joist Joist Depth BCI ® Hanger Capacity fibs) Ffastener To Plate Rafter 9/ 4500s THAI1.81/22 1181 6-10d 2-10dx1'/" 4500s LSSU125 995 9-10d 7-10dx1'/" SOOOs THAl2.06/22 1181 6-10d 2-10dxVA" 9/ 5000s LSSU2.06 995 9-10d 7-10dxl'/" 6000s THA13522 1393 6-10d 2-tOdxt%" 6000s LSSU135 995 9-10d 7-10dW/" 6500s THA1322 1393 6-10d 2-l0dxl1,6" 6500s LSSUH310 1425 14-10d 7-10dx1'/" 11 / 4500s THA11.81/22 1443 6-10d 2-10dx1 4" 4500s LSSU125 995 9-10d 7-10dx1%" 5000s THAl2.06/22 1443 6-10d 2-10dx1'/" 5000s LSSU2.06 995 9-10d 7-10dx1'/" 6000s THA13522 1443 6-10d 2-10dx1'/" 6000s LSSU135 995 9-10d 7-10dx1'/" 6500s THA1322 1443 6-10d 2-10dx1 f" 11 /° 6500sl LSSUH310 1475 14-10d 7-10dx1'/" 60s THA13522 1443 6-10d 2-10dxl'/" 60s LSSU135 995 9-10d 7-10dx1Yz" 90s THA1422 1715 6-10d 2-10dxl'/" 90s LSSU410 1625 14-1 Od 12-10dx1%" 14" 4500s THRI1.81/22 1600 6-10d 2-tOdx1'/" 4500s LSSU125 995 9-10d 7-10dx1'/" 5000s THAl2,08/22 1600 6-10d 2-10dxII/V 5000s LSSU2.06 995 9-10d 7-10dx1'fz" 6000s THA13522 1600 6-10d 2-10dx1'/" 6000s LSSU135 995 9-10d 7-10dx1'/" 6500sl THA1322 1 1600 6-10d 2-10dx1'/" 14„ 6500s LSSUH310 1600 14-10d 7-10dx1%" 60s THA13522 1600 6-10d 2-10dxl'/z" 60s LSSUl35 995 9-1 Od 7-10dxl1/V 90s THA1422 1715 6-10d 2-10dx1'/" 90s LSSU410 1625 14-1Od 12-10dx1%" Boise Cascade EV'aP - Eastern Spediiier Guide - 08,'04/2015 Framing _Connectors USP Structural Connectors_ ITHO I TFL THE SKH Joist Depth l3Cl® Hanger Capacity Ibs Header ailingJoist Joist Depth gCl® Hanger Capacity Ibs Nailing Header Joist Joist Depth BCI® Hanger Capacity fibs]Header Nailin Joist 9,/„ 4500s TH017950 993 6 10d 210dx11/2" 9„ 4500s THF17925 910 8 1Od 210WI/V 9/ 4500s SKH172OLIR 1153 14 10d 1010dx1'/" 5000s TFL2095 993 6 10d 2 10dx11/" 5000s THF20925 910 8 10d 2 10dx1'/" 5000s SKH2O20L/R 1153 14 tOd 10 tOdx1'1" 6000s TFL2395 1225 6 10d 2 10dx1'/" 6000s THF23925 1275 12 10d 2 10dx1'/" 6000s SKH2320L/R 1384 14 10d 10 10dx1%" 6500s TFL2595 1225 6 10d 2 10dx1'h" 6500s THF26925 1275 12 10d 2 10dx1"/" 6500s SKH252OLIR 1384 14 10d 10 10dx1'/" 11/° 4500s TH017118 1068 6 10d 2)10dx1'h" 11% 4500s THF17112 910 8 1Od 2 10dx1'/" 11' 4500s SKH1720LIR 1434 16 10d 10 10dxl%" 5000s TFL20118 1068 6)10d 2 10dx1'r4' 5000s THF20112 910 j8 10d 2 10dxth" 5000s SKH2O2OLIR 1434 16 10d 10 10dx1Y" 6000s TFL23118 1237 6 10d 2 10dx1'/" 6000s THF23118 1300 14 10d 2 10dx1h" 6000s SKH232OLIR' 1434 16 10d 10 10dxl'/2 6500s TFL25118 1237 6 10d 2 10dx1'/" 6500s THF26112 1300 14 10d 2 10dx1f" 6500s SKH2520L/R 1434 16 10d 10 10dx1'1" 60s TFL23118 1237 6 10d 2 10dx1%" 60s THF23118 1300 14 10d 2 10dx1%" 60s SKH2320LIR 1434 16 10d 10 10dx1h" 90s TH035118 1589 10 10d 210dx1Yz" 90s THF35112 1612 16 10d 210dx1'/2' 90s SKH41OLIR 1900 16 16d 10 16d 14" 4500s TFL1714 1325 _ 6 10d 2 10dx1'/" 14„ 4500s THF17140 1075 12 10d 2 10dx1'/" 14" 4500s SKH1724LIR 1562 16 10d 10 10dx1'/" 5000s TFL2014 1081 6 10d 2 10dx1'/" 5000s THF2014 11081 12 10d 2 10dx1%" 5000s 1562 16 10d 10 10dx1'/" 6000s TFL2314 1262 6 10d 2 1Odx1'/" 6000s THF23140 1350 18 10d 2 10dx1h" 6000s SKH2O24L/R SKH2324L/R 1562 16 10d 10 10dx1'/:" 6500s TFL2514 1262 6 10d 2 10dx1'/" 6500s THF26140 1350 18 10d 2 10dx1'/" 6500s SKH2524LIR 1562 16 10d 10 10dx1'/" 60s TFL2314 1262 6 10d 2 1Odx1'/" 60s THF231An 1350 18 10d 2 10dx1'/" 60s SKH2324L/R 1562 16 10d 10 10dx1'/2" 90s I TH035140 1625 12 10d 210dx1'/2" 90s THF35140 1650 20 1Od 210dx1Y:" 90s SKH414LIR 2050 22 16d 10 16d 4500sl TFL1716 1081 6 10d 2 10dx1'/" 4500s THF17157 1475 24 10d 2 10dx1/" 4500s SKH1724_LIR 1690 16 10d 10 10dx1'/" 5000s TFL2016 1087 6 10d 2 1Odx1'/" 5000s THF20157 1465 24 10d 2 10dx1'/" SOOOs SKH2O24L/R 1562 16 10d 10 10dx1'/" 6000s TFL2316 1268 6 10d 2 10dx1'/" 6000s THF23160 1362 22 10d 2 10dx1'/" 6000s SKH2324LIR 1690 16 10d 10 10dx1Y" 16" 6500s TFL2516 1268 6 10d 2 tOdxlh" t6„ 6500s THF26160 1362 22 10d 2 tOdx1%" 16„ 6500s SKH2524L/R 1690 16 10d 10 10dx11/" 60s TFL2316 1268 6 10d 2 10dx1'1" 60s THF23160 1362 22 10d 2 tOdxlYz" 60s SKH2324L/R' 1690 16 10d 10 10dx1'/" 90s TH035160 1660 12 10d 2 tOdxlh" THO Double BPH 80s THF35157 1687 22 10d 2 tOdx1%" THE Double HD 90s SKH414L/R 2250 22 16d 10 16d LSSH Joist De th BCI ® Hanger Capacity Ibs Header ailingJoist Joist De th BCI ® Hanger Capacity Ibs NailingJoist Header Joist De t BCI ® Hanger Capacity bs Nailing Headerl Joist 4500S TH035950 2050 10 10d 2 10dx1%" 4500s THF35925 1370 12 10d 2 10dxt'/" 4500s H179 114 10 tOd 7 10d ' 5 0 0 0 s TH02 9950.2 2330 10 16d 6 10d 5000s THF20925-2 1390 12 10d 6 10d 5000s L H2O 1 0 10 10d 10d 1W9/ 6000s LSSH23 140 0 10d 7 10d 1'z' 9/ 6000s TH023950-2 2825 10 16d 6)10d 9/ 6000s THF23925-2 THF25925-2 1625 14 10d 6)10d 6500s LSSH25 1412 10 10d 7 10dx11/" 6500s I TH025950.2 2825 10 16d 6 10d 6500s 1390 12 10d 6 10d 4500s S H179 1140 10 10d 7 10dx11 4500s TH 035118 2050 10 10d 2 10dx1'/" 4500s THF35112 1825 16 10d 2 10dx1Y:" SOOOs LSSH2O 1140 10 tOd 7 10dx1/ 5000s TH020118.2 2330 10 16d 6 10d 5000s THF20112-2 1855 16 10d 6 10d 6000s LSSH23 1140 10 tOd 7 10dx1%" 6000s TH023118-2 2925 10 16d 6 10d 6000s THF23118.2 1855 16 10d 6 tOd 11/ 6U L H23 1140 10 10d 7 10dx11" 6500s TH025118.2 2925 10 16d 6 10d 11/° 6500s THF25118-2 1855 16 10d 6 1Od 60s LSSH23 1140 14 16d 2 10d 11/2" 60s TH023118.2 3212 10 16d 6 100 60s THF23118-2 1855 16 10d 6 10d 90s L H35 1920 14 16d 2 10dx11 " 4500s LSSH179 1140 10 10d 7 10dx1"' 90s BPH71113 3455 10 16d 6 10d 90S HD7120 2255 16 16d 6 10d 5000s LSSH20 1140 10 10d 7 10dxIY2" 4500s TH035140 2315 12 10d 2 10dx1'/" 4500s THF35140 2320 16 10d 2 10dx1%„ 6000s LSSH23 1140 10 10d 7 10dx11 5000s TH020140-2 2330 10 16d 6 tOd SOOOs THF20140•1 2320 20 10d 6 10d 14" 6500s LSSH23 1675 10 10d 7 10dx1%" 6000s TH023140-2 3350 12 16d 6)10d 6000s THF23140-2 2540 20 10d 6 1Od 60S LSSH23 1140 14 16d 12 10dx1'/" 14 6500s TH025140-2 3350 12 16d 6)10d 14 6500s THF25140-2 2500 20 10d 6 1Od 90s LSSH35 1920 14 16d 12 10dx1'/" 60s TH023140-2 3535 12 16d 6)10d 60s THF23140.2 2540 20 10d 6 1Od 4500s LSSH179 1140 10 10d 10d 1lh" 5000s 1140 10 10d 7 10dx1'2' 90s I BPH7114 3455 10 16d 6 10d 90S HD7140 2820 20 16d 8 1Od 000s LSSH2O H23 1140 10 10d 7 lOd 1/2' 4500s TH035160 2359 12 10d 2 10dx1'1" 4500s THF17157-2 2425 22 10d 2 10dx1Y" 16" 00s L H23 1825 10 10d 7 10d 1"' SOOOs TH020160-2 2330 10 16d 6 10d 5000s 60s H23 1140 14 16d 12 10d '" 6000s TH023160.2 3137 12 16d 6 10d 16„ 6000s THF23160.2 3050 24 10d 6 Ind 5 O 16" 6500s TH025160.2 3137 12 16d 6 10d 6500s HF25160-2 3000 24 10d 6)10d U S P For more information, STRUCTURAL contact CONNECTORS" USP Structural Connectors 1_ 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 support conditions: contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI® Joist end reaction capacities -whichever is less. All capacity values are downward loads at 100% load duration. duration. Use sloped seat hangers and beveled web stiffeners when BCI® Joist slope exceeds W per foot. Leave'/16" clearance (1/a" maximum) between the end of supported joist and the head of the hanger. For BCI® Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structural composite lumberorsawn lumber Douglas fir or southern pine species). Minimum support width for single- and double -joist tap mount hangers is 3": (1%"for THO hangers). Minimum support width for face mount hangers with 1Od and 16d nails is 1'/V and 2", respectively. 60s TH023160-2 3535 12 16d 6 1Od 60s THF23160.2 3050 24 10d 6 10d 90s BPH7116 3455 10 16d 6 10d MSH 90s HD7160 3385 24 16d 8 10d TMP JoistDepth gCl® Hanger Capacity Ibs Nailin Header, eader Joist Joist Depth BCI® Hanger Capacity Ibs Fastener To—oPlatel Rafter 4500s 4500sl TMP175 1125 6 10d 4 10dx1'/" 5000s 5000s TMP21 1125 10dx1'/" 9,1„ 6000s 9% 6000s TMP23 1375 4 1 Odxl'/" 6500s 6500s TMP25 1375 10dx1'/" 4500s 4500s 4500s TMP175 1150 5000s 5000s TMP21 1290 dd4 tOdxt /" 6000s MSH2322 1431 6 10d 4 10dx1 /' 6000s TMP23 1425 tOdx1 ;; 6500s MSH322 1431 6 10d 410dx1%' 11 a 6500s TMP25 1425 10dx11 60s MSH2322 1431 6 10d 4 tOdx1%" 60s TMP23 1425 10dx1'/"the 90s MSH422 1862 6 10d 6 1Od 90s TMP4 1800 tOdxt'/" 4500s MSH1722 1550 6 10d 410dx1'/" 4500s TMP175 1150 6 10d 4 10dx1Y:" 5000s 5000s TMP21 1290 6 tOd 4 10dxt%" 6000s MSH2322 1550 6)10d 4 10dx1%" 6000s TMP23 1525 6 10d 4 10dx1Y;, 14" 6500s MSH322 1550 6)10d 410dx1/ 14„ 6500s TMP25 1525 6 10d 410dx1/ 60s MSH2322 1550 6 10d 410dx1/" 60s TMP23 1525 6 10d 410dx1/ " 90s 90s TMP4 1850 061d 410dx1'/:" 4500s MSH_1722 1668 6)10d 4 10dx1'/" 4500s TMP175 1150 6 10d 4 10dxl'/2' 5000s 5000s TMP21 1290 6 10d 4 10dx11/2" 6000s MSH2322 1668.._ 6) 10d 4 tOdx1I/" 6000s TMP23 1550 6 10d 4 1Odx11/2" 16.. 6500s MSH322 1668 6110 4 10dx1 h" t6 6500s TMP25 1550 6 10d 4 10dx1%" 60s MSH2322 1712 6 10d 410dx1'/a" 60s I TMP23 1550 6 10d 410dx1%" 90s I 90s I TMP4 1900 6)10d 4 1Odx11 " Boise Cascade LVVN - Lastern Speciber GUide - 06104/2W1 ) f uumc=kt:. r 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/ sustainabil ity/certification -audits/ or view our green brochure at www.bc.com/instl I. Boise Cascade Engineered Wood Products throughout North America can now be ordered FSC® Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEED® points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI° Joist, VERSA -LAM', and ALLJOISr products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. and LEED for New Construction. Boise Cascade Engineered Wood Products are available as PEFC11 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 C Building Standard. If in doubt, askI 1 s1 For the closest P Boise Cascade EWP distributor/support center, call J fl BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. Your Dealer is: If no dealer is listed, call 1-800-232-0788 For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Great products are only the beginning° Copyright © Boise Cascade Wood Products, L.L.C. 2014 ESG 0810412015 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: 1113096 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. a a, FL 33610-V 15 Customer Into: Starlight Project Name: Lot 136 Wyndham Preserve Model: 160 ideavour Lot/Block: 136 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: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 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# I Truss Name Date 1 1 T11458280 1 Al G1 6/26/17 12 1 T11458281 1 A2 1 6/26/17 13 I T11458282 I A3 6/26/17 14 1 T11458283 1 A4 1 6/26/17 1 15 I T11458284 I A5 1 6/26/17 16 1 T11458285 1 CA j 6/26/17 17 1 T11458286 1 CJ1A 1 6/26/17 18 1 T11458287 1 CJ3 1 6/26/17 1 19 1 T11458288 CJ3A 1 6/26/17 110 1 T11458289 1 CJ5 1 6/26/17 1 Ill I T11458290 J EJ7 1 6/26/17 1 1 12 1 T11458291 HJ3 1 6/26/17 1 113 1 T11458292 1 HJ7 1 6/26/17 114 1 T114582931 M1 1 6/ 26/17 115 1 T11458294 1 M2G 1 6/ 26/17 1 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/rPI 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 ANSUTPI 1, Chapter 2. 017 _ 2437 Sp,NvORO E.N <B O G g • q . No 39380 r S OF R 0 N Ak- Thomas A. Albani PE No. 39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 26, 2017 Albani, Thomas 1 of 1 Job Truss OtyPtyT11458280 1113096 AlG 7, usse 2 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 14:55:03 2017 Page 1 I D: KfjyNX6mvAVukxMbj ix9kpz4RS4-1?OS W _2ZM 1 tgTDLp95V FHpCc 16Fgq Vw5tZg V E4z2OTs 1-1-0-0 3-9-14 7-0-0 11-8-9 16-3-7 21-0-0 24-2-2 28-0-0 ,29-0-Oi 1-0-0 3- 55-2- 3-2-2 4-8-9 4-6-13 4-8-9 3-2-2 3-9-14 1-0-0 5x8 = 2x4 11 3x8 = 5. 00 12 4 24 25 5 26 27 28 6 29 30 4x6 = Scale = 1:50.1 17 16 31 32 15 33 14 34 13 35 36 12 11 3x8 = 2x4 II 3x4 = 3x8 = 4x10 MT20HS = 2x4 II 3x8 - 2x4 I) 3x8 = 3- 9-14 7-0-0 i 11-8-9 3- 9-9-14 3-2-2 4-8-9 f2: 0-4-2.0-1-81.f4:0-5-12.0-2-81.19:0-4-2.0-1-81 LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 TCDL 7.0 Lumber DOL 1.25 BC 0.98 BCLL 0.0 Rep Stress Incr NO WB 0.69 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 `Except` 4- 7: 2x4 SP No.1 BOT CHORD 2x4 SP No. i WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1906/0-3-8, 9=1906/0-3-8 Max Horz2=78(LC 12) Max Uplift2= 899(LC 8), 9=-899(LC 9) DEFL. in (loc) I/defl Ud Vert( LL) 0.3813-15 >877 240 Vert( TL)-0.6813-15 >497 180 Horz( TL) 0.18 9 n/a n/a 3- 9-14 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 141 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3911/1813, 3-4=-3938/1853, 4-24=-4677/2245, 24-25=-4677/2245, 5-25= 4677/2245, 5- 26=-4677/2245, 26-27=-4677/2245, 27-28= 4677/2245, 6-28= 4677/2245, 6- 29=-3677/1762, 29-30= 3677/1762, 7-30=-3677/1762, 7-8=-3937/1852, 8-9=-3909/1816 BOT CHORD 2-17=-1664/3547, 16-17=-1664/3547, 16-31=-1649/3644, 31-32=-1649/3644, 15- 32=-1649/3644, 15-33=-2128/4677, 14-33=-2128/4677, 14-34=-2128/4677, 13- 34=-2128/4677, 13-35= 2128/4677, 35-36=-2128/4677, 12-36=-2128/4677, 11- 12=-1588/3545, 9-11=-1588/3545 WEBS 3-16=-204/280, 4-16=-99/501, 4-15= 602/1264, 5-15=-472/411, 6-13=0/332, 6- 12=-1236/593, 7-12= 379/1094, 8-12=-205/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. 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) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 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 Ib down and 213 Ib up at 7-0-0, 87 Ib down and 122 Ib up at 9-0-12, 87 Ib down and 122 Ib up at 11-0-12, 87 lb down and 121 Ib up at 13-0-12, 87 lb down and 121 Ib up at 14-11-4, 87 Ib down and 122 Ib up at 16-11-4, and 87 lb down and 122 Ib Lip at 18-11-4, and 173 Ib down and 213 Ib up at 21-0- 0 on top chord, and 307 lb down and 137 Ib up at 7-0-0, 65 lb down at 9-0-12, 65 Ib down at 11-0-12, 65 Ib down at 13-0-12, 65 Ib down at 14-11-4, 65 Ib down at 16-11-4, and 65 lb down at 18-11-4, and 307 Ib down and 137 Ib up at 20-11-4 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on Daae 2 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0"015 BEFORE USE. ILAN EN DesignvalidforuseonlywithMiTek® 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 apt licat111ity of design parameters and properly incorporate this design into the overall building design. & acing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Isalways required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, ereclion and bracing of tnlsses and taus systems, see.ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety InformationavaitaMefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Ty Ply T11458280 1113096 Al G Hip Girder 2 1 Job Reference (optional) Builder's First Source, Uroveland, FL. 34/3b r.ov s nor a cu' rvn 1 uR muusuie>. mc. i i i Ya — " r N c I D:KfjyNX6mvAVukxMbj ix9kpz4RS4-mBygj K3B7L?h5Mw?ioRUgOkn2 W b3ZyA F5DQ2m W z2OTr LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 18-21=-20 Concentrated Loads (lb) Vert: 4=-126(F) 7=-126(F) 16=-307(F) 12=-307(F) 24=-87(F) 25=-87(F) 26=-87(F) 28=-87(F)29=-87(F) 30=-87(F) 31=-41(F) 32=-41(F) 33=-41(F) 34=-41(F) 35=-41(F) 36= 41(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MilekO connectors. This design Is based only upon parameters shown. and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i MiTek' Is always required for slabllity 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, se:eANSI/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 PlyP1 T11458281 1113096 A2 Hip 2 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 14:55:04 2017 Page 1 I D: KfjyNX6nlvAVukxMbj ixgkpz4RS4-mBygj K3B7L?h5Mw?ioRUgOkuV W deZ36F5DQ2m W z2OTr 1-0-0 4-9-14 9-0-0 14-0-0 19-0-0 23-2-2 28-0-0 ,29-0-0 0104-9-14 4-2-2 5-0-0 5-0-0 4-2-2 4-9-14 3x6 = 4x6 = 3x4 = 5 4x6 = 12 IV 3x8 = 3x4 = 3x8 = Scale = 1:50.1 3x6 = 9-0-0 19-0-0 28-0-u 9-0-0 10-0-0 9-0-0 Plate Offsets (X Y)-- j20-3 0 Edqej f8'0 3 0 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 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: 131lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 8=1090/0-3-8 Max Horz 2=98(LC 10) Max Uplift2=-455(LC 10), 8=-455(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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, 6-1 0=-1 14/442, 7-10=-275/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 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 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. f 0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. this design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate 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 siability 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 truss systems, see.ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply T11458282 1113096 A3 Hip 2 1 Job Reference (optional) Builders First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 14:55:05 2017 Page 1 I D: KfjyNX6mvAVukxMbj ix9kpz4RS4-EN W Cxg4puf7Yi W VBG W yjN EHOgw2l l VZOKt9clyz2OTq 1-0-0 5-9-14 11-0-0 17-0-0 1 22-2-2 28-0-0 0-0 5-2-21-0-0 5-9-14 5-2-2 6-0-0 5-2-2 5-9-14 1-0-0 1 0 3x4 = 5x8 - 20 4x6 = 13 12 1u a 2x4 II 3x4 = 3x8 = 3x4 = 2x4 II Scale = 1:50.1 3x4 = 5-9-14 11-0-0 17-0-0 22-2-2 28-0-0 5-9-14 5-2-2 6-0-0 5-2-2 5-9-14 Plate Offsets (X Y)-- j2:0-1-10 0-0-01 j4:0-5-12 0-2-81 17:0-1-10 0-0-01 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 0.50 Vert(LL) 0.12 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.26 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 136 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 7=1090/0-3-8 Max Horz 2=1 1 8(LC 10) Max Uplift2=-452(LC 10), 7=-452(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2074/785, 3-4=-1630/615, 4-20=-1464/615, 5-20=-1464/615, 5-6=-1631/616, 6-7=-2074/788 BOT CHORD 2-13=-743/1863, 12-13=-743/1863, 11-12=-466/1463, 10-11=-466/1463, 9-10=-628/1863, 7-9=-628/1863 WEBS 3-12=-459/308, 4-12=-76/364, 5-10=-66/365, 6-1 0=-459/31 1 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=lb) 2=452, 7=452. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not WANatrusssystem. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall buckling Individual truss and/or chord members only. Additional temporary and permanent bracing MiTekbuildingdesign. Bracing Indicated Is to prevent of web is always required for siabAlly and to prevent collapse with possible personal injury and property drrnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavaliabllefromTrussPlateInstitute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply T11458283 1113096 A4 Hip 2 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 14:55:06 2017 Page t I D: KfjyNX6mvAV ukxMbj ix9kpz4RS4-jZ4a804RfyFP Kg3Oq DTyv RgCgKO61 tGYZXv9rPz2OTp 1-0-0 6-9-14 13-0-0 15-0-0 21-2-2 28-0-0 ,29-0-0, 1-0-6 6-9-14 6-2-2 2-0-0 6-2-2 6-9-14 1-0-0 1 0 4x6 = 4x6 = 4 20 5 13 11 1U y 3x4 i 3x4 = 2x4 i 3x4 = 2x4 11 3x4 3x4 = Scale = 1:50.1 IQ 0 6-9-14 13-0-0 15-0-0 21-2-2 28-0-0 6-9-14 6-2-2 2-0-0 6-2-2 6-9-14 Plate Offsets (),Y)-- j2:0-3-0 0-1-81 (7 0-3-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.17 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.32 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 133 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 7=1090/0-3-8 Max Horz 2=137(LC 10) Max Uplift2=-449(LC 10), 7=-449(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=-20341761 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 =-1 03/336, 5-1 0=- 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.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 (jt=lb) 2=449, 7=449. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-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 building component, not umatrusssystem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 , Job Truss Truss Type oty Ply T11458284 1113096 AS Common 4 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 1,640 s Apr 19 2016 MI I eK Industries, Inc. Mon Jun 26 14:55 07 2017 rage 1 1 D:KfjyNX6mvAVukxMbjixgkpz4RS4-BmeyMM53OGNGygeaOx_BSfMMlkgfmPFhnBeiNrz2OTo 1-0-0 7-3-14 14-0-0 20-8-2 28-0-0 ,29-0-Oi 1-0-0 7-3-14 6-8-2 6-8-2 7-3-14 1-0-0 1 0 3x6 = 4x6 = 5.00 F12 Scale = 1:49.3 3x4 = 3x4 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.25 10-12 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) 0.50 10-12 675 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 122 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. Max Horz2=147(LC 10) Max Uplift2=-448(LC 10), 8=-448(LC 11) FORCES. (Ib) - 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; 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) 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito 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 -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek& connectors. this design is based only upon parameters shown. and Is for an individual tmilding 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 Additional temporary and permanent bracing MiTekbuildingdesign. &acing indtcaTed Is to prevent buckling of Individual truss web and/or chord members only. Is always required for stability and to Ixevent 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 truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 IJ. Lee Street. Suite 312 Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11458285 1113096 CJ1 Jack -Open 8 1 Job Reference (optional) Builders First Source, Groveland, FL, 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 14:55:07 2017 Page 1 I D: KfjyNX6mvAVukxMbjix9kpz4RS4-BnieyMM53QGN GygeaOx_BSfMSxkssmTlhnBeiNrz20To 1-0-0 1-0-0 2x4 = Scale = 1:6.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 5 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-3-8, 4=4/Mechanical Max Horz 2=42(LC 10) Max Uplift3=-9(LC 10), 2= 74(LC 6) Max Grav3=1 O(LC 1), 2=113(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010"015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not ratatrusssystem. Before use, the building designer must verily the applicability of design parameters and properly incorporate This design Into the overall building design. Bracing Indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to proven] 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/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 Ply T11458286 1113096 CJ1A Jack -Open Oty 4 1 Job Reference (optional) Builders First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 14:55:07 2017 Page 1 I D:KfjyNX6mvAVukxMbj ix9kpz4RS4-BmeyMM53QGNGygeaOx_BSfMTrksxmTlhnBeiN rz2OTo 0-6-0 1-0-0 0-6-0 1-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=17/Mechanical, 2=70/0-8-0, 4=13/Mechanical Max Horz2=32(LC 10) Max Uplift3=-14(LC 10), 2=-35(LC 6), 4=-6(LC 10) Max Grav3=17(LC 1), 2=70(LC 1), 4=14(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 0 06 Scale = 1:6.6 DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 244/190 Vert(TL) -0.00 5 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 4 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 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=S.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, 4. 6) "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 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllek(D connectors. ibis 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 is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekbuildingdesign. Bracing Indicated prevent of is always required for slabllily and to prevent collapse with possible personal injury and properly darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and tn1SS systems, see.ANS1/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type Qly Ply T714s8287 1113096 CJ3 Jack -Open 8 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 14:55:08 2017 Page 1 I D: KfjyN X6mvAV ukxMbj ix9kpz4RS4-fyCLZi6iBaV7Z_DmxeVQ_svdh7BQVW?gOrOGv Hz2OTn 1-0-0 3-0-0 2x4 = 3-0-0 Scale = 1:10.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=59/Mechanical, 2=184/0-3-8, 4=29/Mechanical Max Horz 2=86(LC 10) Max Uplift3=-56(1_C 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. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek6 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 ]he applicability of design parameters and properly Incorporate this design into the overall individual truss chord meml: rs only. Addillonal Temporary and permanent bracing MiTe k' building design. &acing indicated is to prevent buckling of web and/or is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafelyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Oty Ply T11458268 1113096 CJ3A Jack -Open 2 1 Job Reference o tional Builders First Source, Groveland, FL. 34736 0-6-0 2x4 = 04V S Npr ly cu 10 lvllltlrc luuuau e, uu. ivvu uu co -r..00 cv„ rays I D:KfjyNX6mvAVukxMbj ix9kpz4RS4-fyCLZi6iBaV7Z_D mxeVO_svdo7BP Vw?gOrOGvHz2OTn Scale = 1:10.9 3-0-0 3-0-0 Plate Offsets (X Y)-- j2:0-1-14 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 10 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=153/0-8-0, 4=31/Mechanical Max Horz2=76(LC 10) Max Up1ift3=-57(1_C 10), 2=-67(LC 10) Max Grav3=60(LC 1), 2=153(LC 1), 4=45(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 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) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an individual building component, not - G 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 Welk is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, ereclion 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 f1ty Ply T11458289 1113096 CJ5 Jack -Open 6 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 /.eau s Apr 19 zu16 mi j eK inaustnes, inc. mon uun zo 14:5b:uv evi r rage i I D: KfjyNX6mvAVukxMbjix9kpz4RS4-781j n27KytdzB8ozVMOfX4SmEX VrEN F_FV7pRjz2OTm 5-0-010-0 0-0 5-0-0 2x4 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-7 999 240 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-3-8, 4=45/Mechanical Max Horz 2=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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:15.1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 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. 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 - 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 MiTeka connectors. This design is based only upon parameters shown, and is for an Indlviduaf 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 MiiTe k• Is always required for stability and to prevent collapse wnih 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, DS8-89 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 T11458290 1113096 EJ7 Jack -Open 16 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MI I ek Industries, Inc. Mon Jun 26 14:66:09 201 f rage 1 I D: KfjyNX6mvAV ukxMbj ix9kpz4RS4-781j n27KytdzB8ozVMOfX4SiRXSyEN F_FV7pRjz2OTm 1-0-0 7-0-0 Scale = 1:19.1 3x4 = 700 7-0-0 Plate Offsets (X Y)-- 2 0-0-10 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Vd 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- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3= 14 1 /Mechanical, 2=366/0-3-8, 4=6 1 /Mechanical Max Horz2=170(LC 10) Max Up1lft3=-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 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11, Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11•7473 rev. 1010312015 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 Ed 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 aril/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability, and to prevent collapse with possiltAe 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 T11458291 1113096 HJ3 Diagonal Hip Girder 2 1 I Job Reference (optional) Builder's First Source, Groveland, FL. 34736 0-8-8 2x4 = 1.4540 s Apr 19 2016 Mi T ek industries, Inc. Mon Jun 26 19:55:10 All7 rage r I D: KfjyNX6mvAVukxMbj ix9kpz4RS4-bLJ 5_07yjBlgpH N933Yu4H_ygxrjzgV7U9tN_Az20Tl Scale = 1:10.7 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.02 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 14 lb FT = 0 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fb/size) 3=86/Mechanicaf, 2=22310-10-15, 4=441Mechanicat Max Horz 2=81(LC 19) Max Uplift3=-75(LC 8), 2=-139(LC 4), 4=-1(LC 8) Max Grav3=86(LC 1), 2=223(LC 1), 4=64(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=1b) 2=139. 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 lb down and 14 lb up at 1-4-15, and 14 lb down and 14 lb up at 1-4-15 on top chord, and 5 lb down and 10 lb up at 1-4-15, and 5 lb down and 10 lb up at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 4-5=-20 Concentrated Loads (lb) Vert: 9=-10(F=-5, B=-5) WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. nil' 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 truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, election 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. Alexandda VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11458292 1113096 HJ7 Diagonal Hip Girder 4 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 14:55:10 2017 Page 1 I D: KfjyNX6mvAVukxMbjix9kpz4RS4-bLJ 5_07yj BlgpHN933Yu4 H_vCxn4zm_7U9tN_Az2OTl 5_P_9 _ 9-10-1 1-5-0 5-2-9 4-7_8 i LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 2x4 5-2-9 9- 5-2-9 4 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud Plate Grip DOL 1.25 IC 0.33 Vert(LL) 0.03 6-7 999 240 Lumber DOL 1.25 BC 0.43 Veri(TL) 0.09 6-7 999 180 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 5 n/a n/a Code FBC2014/TPI2007 Matrix-M) REACTIONS. (lb/size) 4=115/Mechanical, 2=481/0-4-9, 5=295/Mechanical Max Horz 2=180(LC 4) Max Uplift4=-94(LC 4), 2=-267(LC 4), 5=-116(LC 8) Scale = 1:21.8 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing. FORCES. (lb) - 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=O.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 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 lb down and 14 lb up at 1-4-15, 14 lb down and 14 lb up at 1-4-15, 27 lb down and 54 lb up at 4-2-15, 27 lb down and 54 lb up at 4-2-15, and 44 Ito down and 103 Ib up at 7-0-14, and 44 lb down and 103 lb up at 7-0-14 on top chord, and 8 lb down and 1 lb up at 1-4-15, 8 lb down and 1 lb up at 1-4-15, 9 lb down and 0 lb 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 (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 13= 48(F=-24, B=-24) 15=3(F=1, B=1) 16= 12(F=-6, B=-6) 17=-34(F=-17, B= 17) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. otDesignvalldforuseonlywithMiTek® 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 roust verify the applicability of design parameters and properly incorporate this design into the overall individual truss members only. Additional temporary and permanent bracing MiTekbuildingdesign. Bracing indicated Is to prevent buckling of web and/or chord is always required for stattAllty and to prevent collapse with possltAe personal Injury and properly darnage. For general guidance regarding the 6904 Parke East Blvd. fabricatiort storage, delivery. erection and bracing of trusses and trllss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tama, FL 33610 Safety Information availatAe from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type G1ty Ply T11458293 1113096 M1 Monopitch 10 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 14:55:11 2017 Page 1 I D:KfjyN X6mvAV ukxMbj ixgkpz4RS4-3XtTBj8aU VthORyLdn37cVX8gLCxi H IHipcwW cz2OTk 0-6-0 3-4-0 0-6-0 3-4-0 Scale = 1:11.6 2x4 = 2x4 11 3-4-0 3-4-0 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 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 13lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, 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) 4=98/Mechanical, 2=165/0-8-0 Max Horz2=84(LC 9) Max Uplift4=-53(LC 10), 2=-80(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (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) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. N Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not WNW a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required tot slabllity and to prevent collapse with possibIe personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallatAe from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type IQty Pry T11458294 1113096 M2G Half Hip Girder 2 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 9 1 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 14:55:11 2017 Page t I D: KfjyNX6mvAVukxMbj ix9kpz4RS4-3XtTBj8aU VthQRyLdn37c VX8dLCgi H I H ipcwW cz2OTk 0-6-0 3-0-0 3-4-0 0-6-0 ' 3-0-0 40 Scale = 1:10.9 2x4 = 2x4 Il 1-10-2 3-4-0 1-10-2 1-5-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight:13lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, 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) 4=176/Mechanical, 2=165/0-8-0 Max Horz 2=84(LC 7) Max Uplift4=-99(LC 8), 2=-80(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 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 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, 2. 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) 30 lb down and 56 lb up at 3-2-4 on top chord, and 54 Ib down and 28 lb up at 3-2-4 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: 1-3=-54, 4-5=-20 Concentrated Loads (Ib) Vert: 3=-30(B) 4=-48(B) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 70/03/2015 BEFORE USE. Design valid for use only with M1Tek8 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss sysfem. 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 willn possible personal injury and property damage. For general guidance regarding the fabricalion, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available trout Truss Plate Institute. 2113 IV. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/ 1 a' For 4 x 2 orientation, locate plates 0-111d' from outside edge of truss, This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. O 2012 MiTek® All Rights Reserved Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Builders FirstSource 1. Client to review overall placement plan including dimensions, roof and ceiling conditions, top chord size, overhang / cantilever lengths,heel heights, bearing & non -bearing wall locations and heights. 2. Client to review entry and / or other conditions that require centering of peaks, overhangs or cantilevers to ensure proper truss design. 3. Client to review AHU conditions such as, hung from ceiling, recessed into ceiling or attic mounted. It is the client's responsibility to inform truss plant of locations, size, and weights. 4. Client to review special conditions; such as beam loads, dropped soffit 1i ,A - loads and skylite locations to ensure proper truss design / placement. 5. Ceiling drops and valleys not shown are to be field framed by client. 6. Hip and comer jacks -not cut are to be cut in the field by others. 7. Overhangs are 2x4 or 2z6, no blocking is applied 8. Overhangs are considered wild, cut to fit in field. 9. Temporary or permanent bracing is not included in truss package. 10. Erect trusses per SCSI-61 Summary Sheet Prior to erecting trusses refer to sealed truss enginering sheets for additional important info. 11. It is the client's responsibility to cooridinate delivery dates with truss plant/sales. Truss delivery will be on the agreed upon date.. 12. Client to provide a marked location for delivery. Location must be accessible, level and clear of materials and debris. In lieu of this, trusses will be delivered inthe best available location at our driver's discretion. No charges will be accepted if above criteria is not met. 13. All truss repairs must be coordinated with truss plant. Do Not Cut Any Trusses before contacting truss plantwith specific$ of problem. 14. No back charges or crane charges of any kind will be accepted unless specifically approved in writing by truss plant management. 15. Note: One approved layout must be returned to truss plant before fabrication / scheduling. 16. `» Upon signing you agree that you have reviewed this placement plan in its entirity. - Approved By: Approval Date: Requested Delivery Date: Roof Loading: 20.00 TCLL, 7.0 TCDL, 0.0 BCLL, 10.00 BCDL, DOL 1.25 - Floor Loading: 40.00 TCLL, 10.00 TCDL, 0.0 BCLL, 5.0 BCDL, 1301-1.00 T. C. Pitch: 6/12 Wind Code MWFRS/ASCE 7-10 B. C. Pitch : Flat Design Method FBC-2014 / TPI-2007 T. C. Size Varies Wind Speed 140 mph / Exp. C Heel Hgt Varies Mean Hgt 15' Min. Bearing Varies Building Cat. II Cantilever : NIA Importance Factor 1.00 Overhang 1' 4" Enclosure Partially Enclosed O. H. Cut Plumb Enclosure Lanai Partially Enclosed Spacing 24" O.C. Enclosure Entry Partially Enclosed HUS26 = Typ. Single Ply Roof Truss HHUS46 = Typ. Floor Truss C HGUS283 HHUS48 J46 JHA422SUR46Hangers are Manufactured by Simpson Strong Tie unless noted othemise J O See Legend in Layout m Truss Layout Client: Starlight Project: Wyndham Preserve Model: 1605 Endeavour T (LH) Lot / Subdivision / Street Address: Lot 136/ Wyndham Preserve. Location: Sanford, FI. Date 06126/2017 Scale NTS Plan Date: xxlxx/xxxx Drawn By Patrick Church Sheet# 1 of 1 Job # 1113096 Product Approval Specification Form 1 7- 2,4 3 7 Permit # V Project Location Address 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 1 J Category/Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding James Hardi Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofin CertainTeed Asphalt Shingles FL5444-R10 Underla mentS InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 2 J Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 3 Florida Building Code Online Page 1 of 3 fUE:Ciu ri' flicTlpnt f BCIS Home I Log In { User Registration Hot Topics Submit Surcharge Scats &Facts F Publications FBC Staff I BCIS Site Map Links 'Search BUSi11 s() x Product ApprovallrofessitII4`Li USRR: UP IC, User Regulation MEMO I PSI ffing.1933 Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email FL15000-R2 Revision 2014 Approved Ej Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants,com Vivian Wright rickw@rwbldgconsultants.com Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer W Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. Jl Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certif cote Of Indeoendence.odF Referenced Standard and Year (of Standard) Standard Year AAMA/WD MA/CSA101/I, 5, 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 cf Standards.pdF https://www.floridabuilding.org/prlpr_app_dtl. aspx?param=wGEVXQwtDquS73 Fr2ZyiPo... 8/31 /2015 Florida Building Code Online Page 2 of 3 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 07/05/2015 08/19/2015 FL # Model, Number or Name Description 15000.1 a, "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E, 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.udf 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.) 15000.21500012 Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & withoutFl 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 "I" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.3 rc1Fb.,-C1assIc" 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.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 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000,3,adf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.4 d. "Fiber -Classic" or "Smooth -Star" 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 15000.4.0f 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 15000.4 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 "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https : //www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtD quS 73 Fr2ZyiPo... 8/31 /2015 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.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 15000.5 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 "J" part number doors, which have been stained or painted within 6 months of installation.) 15000,6 f. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 ii INST 15000.6.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.Ddf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors, which have been stained or painted within 6 months of installation.) Back Next Contact Us :: 1940 North Monroe Street, TallahasseePhone: 850-487-1824 The State of Florida Is an AAJEEO employer. Copyright 2007-2013 State of Florida :: Privacy 5tatement :: 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 mall. 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 b_eM. Product Approval Accepts: N https J/www. floridabuilding. org/pr/pr_app_dtl.aspx?param—wGEVXQwtDquS73 Fr2ZyiPo... 8/31 /2a 15 THERMAITRU THERMA TRU DOORS T I S INDUSTRrAL DR., E.o GERT N, aw 43517 FIBER CLASSIC" I "SMOOTH STAR" TO OUTSWING w/ & WOUT SIDELITES FIBERGLASS DOOR NON-impAcr, GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edif(on (2014) Florida Building Code FBC) structural requirements Including the "High Velocity Hurricane Zone" )HVHZ). Z 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 bome debris protection this product is required to be protected with an impact resistant covering that compiles with Section 1609.1.2 of the FBC. 5, For 2x stud framing constructlon, anchoring of these units shall be the same as that shown for2x 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. Outswing configurations using coastal sill ifem #39 under active doors, and all sips used under inactive doors, meet water infiltration requirements for"HVHZ". e. Outswing configurations using sill item # 19 under the door do not meet the water hilltraton requirements for the "HVHZ' and shall be installed only in non -habitable areas or at habitable locations protected by an overhang or conopysuch that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TABLE OF CONTENTS SHEET# DESOUMON 1 Typical elevollons, design pressures &general notes 2 Door panel details (Smooth star) 3 Door panel details (Fiber classic) 4 SldeUte panel details & gloang delds 5 Vertical doss sections 6 Horizontal doss sections 7 Horizontal cross sections 8 Buck Anchoring 9 Frome horingancchorin910Frameon 11 Astragal detons 12 1 BM of materials & components a L7o- a 1 os.sa' MAX. OVERALL FRAME WIDTH --{ 3 5 t' z Fr` 0 b 3 1 37.SU' MAX OVERALL WIDTH 5 D 0 SINGLE OUTSWING UND X SEE DETAIL'A'/ SHEET 6 l 5 DOUBLE W/SIDELITES OUTSWING UNiT OXXO 74.9D' MAX. OVERALL FRAME WIDTH 3 5 D 5E SEE SINGLE +67.0 -67.0 DOUBLE +47.0 -47.0 +60.0 SINGLE & DOUBLE +47A -47.0 +60.0WITHSIDELITES 68Sd' MAX. . - OVERALL WIDTH 1 SWGLE. W[SIDEUTES OUTSWfNG UNIT OXO HMO L r cz a SCALE N.T.S. owa. BY, JK c.. er: LFS b0.0 DRAWING Na.: 60.0 FL— 75000.3 sHEEr __L OF12 36.D0" MAX DOOR PANELWIOTH 2 Z t7wx d dv 8 a O H v; P D DOOR PANEL Smooth Star INTERIOR 7 HORIZONTAL CROSS SECTION 2 DOOR PANEL 4.037' F- 0.336' 1.545' 1- LATCH STILE TOP RAIL55 _ SMOOTH STAR) 54 SMOOTH STAR) 1.18 o 1.545' HINGE STILE 57 BOTTOM RAILJ (SMOOTH STAR)) SMOOTH STAR) EXTERIOR 54 I III 111 t zD n 2yy 0 m o mda n o a aZ Chi cm o o¢ INTERIOR x m Q~p tim ZE ocn U Od Q o a x n m m N w Nzo IA o 2 VERTICAL CROSS SECTION 2 DOOR PANEL W.. JK en LFS IwiNs Ho.: FL-15000.3 Er cF 12 36.09'MAX. DOOR PANE- WIDTH z Iml DOOR PANEL Fiber Classic 3 EXTERIOR 6 INTERIOR 1 HORIZONTAL CROSS SECTION DOOR PANEL 4.022" 335'— 1.45- r1 LATCH STILE TOP RAIL FIBER CLASSIC) (FfBER CLASSJC) 0S z 0 Cq 0 x a zoU a n- 4: Q, 13 ai EXTERIOR INTERIOR O M z L HINGE STILE BOTTOM RAIL SCALE N.T.S. FIBER CLASSIC) (FIBER CLASSIC) r2\ VERTICAL CROSS SECTION own. Ely; JK DOOR PANEL GHK. BY: LFS DRAWING NC.; FL-15000.3 sHm 3 oF 12 Ell I/2' CLASSBITETESS THK. 40 401/8" EXTERIOR Gi F—G'LASS TEMPERED 25" STEEL IR INTERCEPT NTERIO SPACER 40 41 SEE NOTE 1 5" INSULATED GLASS W/ SMC LITE FRAME GLAZING DETAIL 13.9375" MAX. PA14ELWIDTH 7.125" MAX. D.L.O. WIDTH P AIR SPACE 1/8„ TEMPERED GLASS II - INTERIOR INTERCEPT SPACER 40 29 SEE NOTE 1 5" INSULATED GLASS W/ PVC LITE FRAME GLAZING DETAIL 1/2" MIN, GLASS THK. 1/8„ TEMPERED GLASS AIR SPACE 1/8'. TEMPERED GLASS EXTERIOR SEE NOTE 1 INTERIOR id 29 41 6 36 SEE NOTE 1 I 1 1 HORIZONTAL CROSS SECTION L5 4 SIDELITE PANEL M _ O w 2.157' 1 2.589 1.68" o 4 O JE 1A a '\ PLASTIC LIP LITE FRAME 1 PLASTIC LIP LITE FRAME i EXTRDDED PVC EXTRUDED SMC I—— 1.077" 1.092 VERTICAL CROSS SECTION J SIDELITE PANEL NOTE C_ L_L_L_d e 1, Spacing for item 429 &41 (fite frame screws) is as follows: From the bottom up on sides; 6.5", with ( 7) more spaced at 9.675" o.c. there ore (2) screws both top and bottom at 2.125" in from each 42 SIDELITE TOP 6, BOTTOM RAIL 36 SIDELITE BLANK SIDE STILE comer. FINGER JOINTED PONDEROSA PINE, SG=0.43 FINGER JOINTED PONDEROSA PINE, SG=0.43 SIDELITE PANEL Smooth Star am N.T.S. I B. JK C. BY, LFS ININO NO, FL- 15000.3 mT 4 of 12 r yiJ\y60on m 49 P 49 ' • z •• g ui 48 s'°'' 48 48 4. wj••:. GJ' mn 16 51 4e ,a' / llutlt o n 1 d16 13 za 17 0 3 DN•- Em Zm°Ozti 17 r 0 $ C W 71 s62m 17 v G3 co20 rwrs" s l 42 :`; `lj';:G 20 ' ' cLI 30 43 zu Zu 8 47 33 SEE NOTE 1 0, Z N 8 47 0 Nu 7 34 C5 yU 7 g N NOTE; I. The sidelite is direct set into then w SEE NOTE 2 46 62 jamb with (12) item #43 a #8 x SEE NOTE 2 46 62 :':` m < G1 2" pfh. wood screw. There ore (4) INTERIOR EXTERIOR aofeachverticaljamb, from the top down of 13.5", 31 ", 48.5" & 3 VERTICAL CROSS SECTION INTERIOR EXTERIOR EXTERIOR INTERIOR 66', There are (2) at the header 5 Shown w/ix sub —buck a a. SEE NOTE 2 46 62' at 4" from the outside corners of n the frame. there ore (2) at the SEE NOTE 2 sill, 4" from the outside corners. 46 62 u 47 2. Optional surface bolt; see design pressure chart sheet 1. INTERIOR EXTERIOR o 30 z 47 z dI`. ti?!'!'` n •. 6 - to 42 O w 48 39 z 8 44 20 O 19 30 ,,c'Y."}' v 7 zl 14 45 4 4$ ,• 52 S8 Z 1 VERTICAL CROSS SECTION ° ' ' ante 02/24/12 5 Outs wing configuration 14 srJ,n N.T.S. see ggeneral notes, sheetl DWG. BY. JK for "HVMZ" water infiltration 41 VERTICAL CROSS SECTION CHK. sr: LFS requirements VERTICAL CROSS SECTION 5 Oufswing configuration ORWNG NO, 5 see general notes, sheets FL-15000.3for 'g VHZ water infiltration requirements SHEET 5 or 12 MIN. EMB. 111 1 @HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SECTION 6 iR EXTERIOR t2l HORIZONTAL CROSS SECTION 6 DETAIL "A" OPTIONAL SURFACE BOLTS IN ACTIVE PANEL SEE DESIGN PRESSURE CHART) y_ cix~ 60 Q 9 0 N .. LtlCZ Z W 5 a v` w s z maa yE a 8 3a NOTE: 1. The sidelite is direct set into the jamb with (12) item #43 a #8 x 2" pfh, wood screw. There are (4) at each vertical jamb, from the tap down at 13,5", 31", 48.5" & 66". There are (2) at the header at 4" from the outside corners of the frame. there are (2) at the sill, 4" from the outside corners. LF-: N.T.S. a+ JK BY. LFS MZ Na.: FL-15000.3 tr 6 or 12 1-114"MIN. EMB. tT4P.) 2 HORIZONTAL CROSS SECTION 7 L' . _\ HORIZONTAL CROSS SECTION 1/4" MIN. EMS. (TYP) 0 do t of ror _ham m ZN4U •• xz zm U N:1 Sot0. V 8ti 6 NOTE. E 5 _ Tha sidelite is direct set into the iamb with 09) S a i item J43 a JS x 2" pfh. wood screw. There are 4) at each vertical jamb, from the top down at 13.5", 31 ", 48.5" & 66". There are (2) of the header at 4" from the outside corners of the frame. There ore (2) at the silt, 4" from the outside corners. nMu U: N.T.S. i. BY.' JK L BY, LFS IWNG NO.: FL— 75000.3 IT 7 OF }2 4" 4" 8" i II I I I' MULLION II I I II SHOWN FOR II II MASONRY 49 II REFERENCE II J OPENING Typ. HEAD II MULLION I I JAMBS II SHOWN FOR I EI REFERENCE II I I II 61 2X BUCK E I II 1 1 J I II ] I I il 11 JJ JI ASTRAGAL II II II SHOWN FOR II II II REFERENCE II Nd DOUBLE W/SIDELITES BUCK ANCHORING MASONRY OPENING CONCRETE ANCHOR NOTES- 1- Concrete anchor locations at the comers may be 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, additionof concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR': ANCHOR ullN M.fN CCEA$ANCE MfN CLEARANCE TYPE '` SIZE: EMkfi.dMEW. TO MASONRY TOADJACENT' EDGE ITW 1/4" 1-1/4" 2" 4" TAPCON® EI.CO ® 1/4" 1-t/4" V 4" ULTRACON au MASONRY 49 u OPENING TYP, HEAD JAMBS II I 2X BUCK II II Q I II ASTRAGAL SHOWN FOR REFERENCE II II U II II II a DOUBLE DOOR INSWIN 4" N BUCK ANCHORING I 1f I' MULLION II I I SHOWN FOR 49 II .REFERENCE li I J MASONRI HEAD OPENINC JAM85 I II 11 II it I) I I I I If 2X BUCK MULLION J NO SHOWN FOR I II REFERENCE II 11 II II II fir •-••• 4 Q n c r:•°rY a:a= j•. all tc o m z o m y v u N .. np v [! x Z tl Lq O OC J OdNamaa W d 9Z u C 41 o° j a LF N.T.S. JK LFS WING NO.: FL-15000.3 Er 8 OF 12 I MASONRY OPENING FRAME-\ 2X BUCK SEE DETAIL "3" VIEW DOUBLE DOOR W/SIDELITES CONCRETE ANCHOR NOTES. I. Concrete anchor locations at the comers maybe adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchorlocations 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. 4NCNOR ANHt1R r'`:a;`;°','`.:<'-':i's:'r?Mll9G:Cl;F.4:RkS.C1:::i:wl1MIN r;:Ceak 7SYPE--- S/b NIB bMENC TOi4iASi3NR! TOADIArrENT EbGE ,..;,;.:>;;> ANCHOR :.:;, ITW O TAPCON 1/4" 11CTAPCON® 3/16" 7-1/4" 3" WOOD SCREW INSTALLATION NOTES: edge distance 1"end dkinnra- x 1"nn- cnn.-!nn ofMaintaina8" 1. minimum 5/ wood screws to prevent cf wood. 1 7 rT Pi13W/2X BUCK /1lry Itl N > n m INSTALLATION o n m i 51 W/7X BUCK - L v Q x d F- MASONRY INSTALLATION o£ m K m c n OPENING &JAMBSD ' ` °= N °sa FRAM E 43 TYP. O " rj w V030: 2X BUCK SEE DETAIL 14 TYP, SEE SILL DETAIL "4" D52 z TYP. TYP. w w SEE NOTE 7 - SILL I r I o a VIEW "C"-"C" " C" .a" VIEW "A" --'A" SINGLE DOOR W/SIDELITES 58 59 4 73 o 0 N rn p Z W (] 30 37 13 n r DETAIL "1' a rr 10 SURFACE BOLT STRIKE 10 AT THE SILL 13 W/2X BUCK oDETAIL "3" INSTALLATION 70 60 W/1X BUCK DETAIL "5" 43 0 INSTALLATION ° 30 o o z i z c 43 50 ATE 02/24/12 W/2X BUCK SCALE i 13 INSTALLATION m an N JK 6 DETAIL 4" 37 W/1X BUCK WK-er; LFS 3 DETAIL "2" INSTALLATION URAMING No.: ° ASTRAGAL & SURFACE BOLT FL-15000.3 STRIKE PLATE AT HEAD ° SMELT 9 or 12 A" MASONRY OPENING FRAME 2X BUCK—\ SEE DETAIL "3" VIEW B" DOUBLE DOOR CONCRETE ANCHOR NOTES: 7. Concrete anchoriocatlons at the comers may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchorlocations noted as "MAX. ON CENTER" must be odjusted 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 anchor table: ANCHOR ANiJb12 M!N fvilPiL8RA1JC8 hilN CLEARANCEI TYPE IE A119ilyMl N} : TQ ty145t7NRY TOAAJACEN7 :: EDGE AN.GHt?R ITW TAPCON® 1/4' 1.1/4" 2" 4" ITW TAPCCON® 3/16" 1-114, 3" 1-1/2' 1. Maintain a minimum 5/3' edge distance, I" and distance, & 1"o.c. spacing of wood screws to prevent the splitting of wood. MASONRY] OPENING FRAME 2X BUCK DETAIL d . A., i I_ W/2X BUCK 3 INSTALLATION W/1X BUCK 1 INSTALLATION TYP. HEAD _ JAMBS U O 4 TYP SEESILL DETAIL "5" h n VIEW "C"-"C" VIEW "A•_•AII SINGLE DOOR 58 58 13 0 W/1X BUCK 53 INSTALLATION 30 W12X BUCK 12 13 INSTALLATION t0 SURFACE BOLT " LTSTRIKE 10 AT THE SILL 13 W/2X BUCK DETAIL "3" INSTALLATION 60 W/1X BUCK 10 .INSTALLATION DETAIL 5" 30 SEE NOTE 1 W/1X BUCK 53 Oa INSTALLATION 50 13 W/2X BUCKW/2X BUCK 12 INSTALLATION MSTALLATION 31 W/1X BUCK DETAIL "4" DETA__ ILA INSTALLATION ASTRAGAL do SURFACE BOLT STRIKE PLATE AT HEAD w C i a z t 02/24/12 i N.T.S. BY.. JK u c. or. IFS 3 WING No, c FL-15000.3 sr 10 orb 0 95.25" m 111111i1 2 d o 13.88" 18.39' 20.63' 1 B.5" 14 36 m n •• Z0 E zmZc BOTTOM TOP a N 9 wgM7o m D. a. V a e E 8z 27 R ctti CSi TYP. wTYP. 27 TYP4.5 m cLn 3 25" 3.2F G v 0 o e 2" z 1.910" a a 0.75" 0.75' m U ON U w o_ 24A SEE NOTE 1 N o m 4 0 a O a z I p i o D z o NOTE: LTRAGAL DETAfL DATE 02/24/12 X sc N.T.S. n U 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP Dwa ar: JK m AND THE BOTTOM. 10irHK By! c LF5 OROABD NO.: FL-15000.3 ro 0 SHEET 11 OF 1 Z Item CRIPi N Idaterlol 1 FIBER CLASSIC (FC) PANEL SKIN .I io" MIN. THK. FIBERGLASS BY THERMA-TRU with yidd sren th F min. =6,000 psi FIBERGLASS 1A A400TH STAR (SS) PANEL SKIN .070" MIN. THK FIBERGLASS BY HERMA-TRU with yieid strength f min. = OOO psi FIBERGLASS 2 FC TOP RAIL WOOD COMPOSITE 3 FC LATCH STILE WOOD. COMPOSITE. 4 FC HINGE STILE PONDEROSA PINE SG=0.47 WOOD 5 FC BOTTOM RAIL WOOD COMPOSITE 5 POLYURETHANE FOAM 7.91bs. DENSITY FOW 7 SHORT REACH COMPRESSION WEATHERSTRIP FOAM 8 LONG REACH COMPRESSION WEATHERSTRIP - FOAM H .097" THK 57CEL 10 t0 x 3 i L& PFH WOOD SCREW STEEL It 1X WOOD BUCK SG >= 0.55 WOOD 12 110x V LG, PFH WOOD SCREW STEEL 13 fS x 2-112' PFH WOOD SCREW STEEL 14 1 4' x 1-34' ITW PFH CONCRETE SCREW Sim 16 2X BUCK SG >= 0.55 WOOD 17 MAX 1 4" SHIM MATERIAL WOOD 18 KWIKSET PASSAGE LOCK - SIGNATURE SERIES 19 HUMP FACE THRESHOLD ALUM 0 10 FIEADER & SILL PONDEROSA PINE SG=0.43 WOOD 2f STRIKE JAM@ PONDEROSA PINE SG=0.43 WOOD 22 HWGE JAMB PONDEROSA PINE SC=0.43 WOOD 23 KWIKSET DEADSOLT - SIGNATURE SERIES 790 24 HURRICANE ASTRAGAL ALUMINUM ASTRAGAL FLUSH BOLT STEEL 246 ASTRAGAL FLUSH BOLT RETAINER ALUMINUM 27- ilO x 7-1/2' LG. PANHEAO SHEET METAL SCREW STEEL 29 6- 18 r 1-3 4 PHILLIPS FLATHEAD SCREW FOR ITEM J STEEL 30 SURFACE BOLT STRIKE PLATE STEEL 31 3 16' x J-I 4' fTW PFH CONCRETE SCREW STEEL 32 1 8 THK. CELLULAR GWING TAPE OK-11 TAPE 3J PLASTIC DP LITE FRAME PVC P, 34 PLASTIC LIP LITE FRAM£ SMC SMC 35 BLANK JAMB PONDEROSA PINE, SG=0.43 WOOD 36 SIDELITE SIDE SRLE PONDEROSA PINE SG=0.43 WOOD 37 110 x 1-34' LG. PFH WOOD SCREW STEEL 39 HIGH WATER DAU THRESHOLD ALUM. 4F SILICONE CAULK ( DOW 795 SILICONE 41 8-10 x 7-1/2' PLASCREIY FOR REM 34 STEEL 42 SIDELLTE TOP & BOTTOM RAIL PONDEROSA PINE. SG=0.4J WOOD 43 18 x 2' LG. PFH WOOD SCREW STEEL 44 J 8" x 3 8" QUARTER ROUND FINGER JOINTED PINE WOOD 45 i" L. x .040" DLL BRAD TRIM NAIL STEEL 46 NEST SURFACE BOLT 1454 8A' L x 25' THK STEEL 47 f 4- 20 SEX BOLT W 1 4-20 FEMALE END x 1-3 4' L STEEL 48 UASONRY - J, 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 RW CONCRETE SCREW STEEL 50 ASTRAGAL 57RIKE PLATE STEEL 51 4 - x J 4' PH COONCRETE SCREW STEEL1-x RW WPFNCRETESCREW STEEL5 531 4 x J-! 4" RW PFH CONCRETE SCREW STEEL 54 SS TOP RAIL WOOD COMPOSITE 55 55 LATCH STILE WOOD COMPOSITE 56 SS HINGE STILE (PONDEROSA PINE, SG=0.43) WOOD 57 SS BOTTOM RAIL WOOD COMPOSITE 58 3 16• x 2-1 4' ITW PFH CONCRE7E SCREW STEEL 59 3 16 x 2-J 4 DW PFH CONCRETE SCREW STEEL 60 3 I x 3-1 4• ITW PFH CONCRETE SCREW STEEL 62 1 SPACER W000 4.563' h 1.063' — K 20 21 WOOD FRAME 22 35 FINGER JOINTED PONDEROSA PINE, SG=0.43 4563" 236LT' m a ry HIGH DAM THRESHOLD 39 ALUMINUM/WOOD THRESHOLD 050" WALL TYP. 1ST BUMP FACE ALUMINUMIW000 THRESHOLD 050" WALL TYP. NOTE., USE OF THIS COMPONENT DOES NO MEET THE WATER REQUIREMENTS FOR HIGH VELOCITY HURRICANE ZONES". O 2.875 — — j 30 SURFACE BOLT STRIKE PLATE (.125" ST EL) S.00U' a -- . 750' r-- n 0 O O 46 SURFACE BO T (NEST 5" STEEL E Xg z° a° ui alq 02/24 12 s _ N.T. S. Oerc. eY: JK cHK. er: 1 FS FL-15000.3 sHmr 12 OF 12 R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813.65M I97 Florida Board ofProfessional Eugineers Certificate of Authorization No. 9813 Product Sub Category Manufacturer Product Name Category Therma-Tru Corporation Fiber Classic" I "Smooth Star" Exterior Swinging Exterior Door 118 Industrial Drive 8'0 Outswing wl and wlout Sldelttes 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 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. S. 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 all 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 FLA 5000.3 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 DI95-03,ASTM D1929-96 ASTM 02843-99 ASTM Q635-03, ASTM D1929-96 ASTM D2843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 Testing Laboratoro Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, inc, ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. 2. Drawing No. Prepared by Signed & Sealed by No. FL 15000.3 RW Building Consultants, Inc. (CA #9813) A>"'i'f1 ;rAP(y,;, Lyndon F. Schmidt, P.E. 3. Calculations Prepared by r; w Signed & Sealed by Anchorin RW Building Consultants, Inc. CA#9813g ( ) ndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. 4. Quality Assurance Certificate of Participation issued by National Accreditation and Managements r, Institute, certifying that Therma-Tru Corporation is manufacturing products N `6 within a quality assurance program that complies with ISO/I EC 17020 and Guide 53. mot Z y° tc i';{ t' 'Yr',:,`• Lyndon F. Schmidt, P.E. gv ,:, i"° ,, ''• FL PE No. 43409 U caL 2/2/2015 Sheet 1 of 1 THERMA TRU DOORS 119 INDUSTRIAL DR., EDGERTON, OH 43517 FIBER CLASSIC" / "SMOOTH STAR" 8'0 INSWING w/ & w/OUT SIDELITES FIBERGLASS DOOR NON -IMPACT" GENERAL NOTES 1. This product has been evaluated and 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 fisted and spaced as shown on details. Anchorembedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ7 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 on impact resistant covering that complies with Section 1609.) 2 of the FBC. 5. For 2xstud 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. 7. This product does not meet the water infiltration requirements for the "HVHT'. Inswing units shall be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sHI is less than 45 degrees. TABLE OF CONTENTS SHEEP# OFSCPJP170N 1 Typical elevations, design pressures & general notes 2 Door panel details (Smooth slay) 3 Door panel detalls (Fiber classic) 4 Sideite panel details & glazing details 5 Vertical cross sections 6 Horizontal cross sections 7 Horizontal cross sections 8 Buck Anchoring 9 Frame anchoring 10 Frame anchoring 11 Astragal details 12 Bill of materials & Components 105.56' MAX. OVERALL FRAME WIDTH AC 5 VE i illItcRllIIMIIII 37.50' MAX. j OVERALL FRAME WIDTH 3 , s a o ry 1 e 2 ja SINGLE INSWING QNrr X Iwl v i' !!I ICI J 0 DOUBLE W/SIDELITES INSWING UNIT OXXO 74.W' MAX. OVERALL DrFRAME WIDTH t D f SEE DETAIL "A' SHEET 6 DOUBLE INSWING UNIT XX SEE DETAIL 'A' SHEET 6 T JJJJJ i r8 4[:x YWWS -1= n z Z 0' na um00 rrrrunitt tt o m m°eEmt n Hg sds L.* mrta yFo o° 3a SINGLE W/SIDELITES INSWING. UNIT OXO 2ETf TTr€AS-4f RjE,Ct 4iNGLMYpIFr>ik}f I7 RTR3ffi Q RLMTS ffic71//FEDED)p, h Y, IiTFSOTL 3 F-?FJ 3 SIAIa ft^.`S Q LK-t UfV:irT71.PE SINGLE 67.0 67.0 DOUBLE 47.0 47.0 60.0 60.0 SINGLE 6 DOUBLE 47.0 47.0 60.0 60.0 WITHSIDELITESowc. er: JK a x en !FS FL— 7 5000.4 ET 1 or 12 N A. Av- 55 56 EXTERIOR 0 0 10 O x z 36.wl wukx. DOOR --i INTERIOR s M ayes o a. PANEL WIDTH E o Z 0. Ll HORIZONTAL CROSS SECTION 2 DOOR PANEL 0 z0336" EXTERIOR INTERIOR z 1.545' ---A LIZ 40 o eta ILA 0 in - LL rn LATCH STILE TOP RAIL SMOOTH T' STAR) (SMOOTH STAR) V) PSDOORPANELa Smooth Star 1.18" 1.54S' Dare 112 HINGE STILE_ cALL N.T.S. sTILBOTTOMRAIL2\ VERTICAL CROSS SECTION ( SMOOTHSMOOTHTAR) 8 STAR) DOOR PANEL " K n LFS L_, OD. Fff4 N ai`," j..; .!u I L;• may, N EXTERIOR Q=_V M 3 6 4 2 IA : 'r: 0 zz yry. rn o » Z u X z QT, a Ea z$cu INTERIOR m 5 p o anMRam 36.00" MAX. o 7 HORIZONTAL CROSS SECTION ll E o`z PANELWROTH 3 DOOR PANEL .' V o° a 2 3 4. 022" - 335' o vi M INTERIOR EXTERIORo 2 p O Q 1'•_ K Q 3 LATCN STILE 2 TOP RAIL a a o ® ( FIBER CLASSIC) (FIBER CLASSIC) m vi o P N 1 N Z1. 208" 1.45' l F DOOR PANEL tYi•' Olt 5 FiberClassic • y,, " lz o - O c HINGE STILE BOTTOM RAIL VERTICAL CROSS SECTION 4FIBER CLASSIC 5 ntire:02 24 12 E FIBER CLASSIC) 3 DOOR PANEL scut: N.T.S. avc. BY: JK m CHH. Br: LFS ; DRAwwc No.: a ro FL- 15000.4 0 smart 3 or 12 N I /2 GLASS RIFE 40 SS THK. GLASS 1/8" FFGLASS C EXTERfOR G7 TEMPERED 25' STEEL IINTERCEPT INTERIOR SPACER 40 41 SEE NOTE 1 5" INSULATED GLASS W/ SMC LITE FRAME GLAZING DETAIL 13. 9375" MAX. PANELWIDTH 7. 126' MAX. D. L.O. WIDTH p AIR SPACE 1/ 8" TEMPERED GLASS 1! 2"GUSS BRE 1/ 2" MIN, GLASS THK. 1/ 8" G1 TEMPERED GLASS 25" STEEL INTERIOR INTERCEPT SPACER 40 29 SEE NOTE 1 5" INSULATED GLASS W/ PVC LITE FRAME GLAZING DETAIL SEE NOTE 1 AIR SPACE 118" TEMPERED GLASS EXTERIOR 1 HORIZONTAL CROSS SECTION 4 SIDELITE PANEL i t z 1 2157' — 2.589 t1-l" O r--1.68"O _ 1A Q S26" PLASTIC LIP LITE FRAME PLASTC LIP LITE FRAME EXTRUDED PVC EXTRUDED SMC 7- 1 1D77' -'{ 1.07T' / z 1 VERTICAL CROSS SECTION I f 4 SIDELITE PANEL NOTE, I. Spacing for item 429 do 4141 (cite frame screws) is us follows: From the bottom up on sides; 6.5", with ( 7) more spaced at 9.875" o.c. there ore (2) screws both top and bottom at 2.125" in from each 1 SIDELITE TOP & BOTTOM RAIL 1 SIDELITE BLANK SIDE STILE corner. 42 FINGER JOINTED PONDEROSA PINE. SG=0.43 FINGER JOINTED PONDEROSA PINE, SGa0.43 510EUTE PANEL Smooth Star n U z^ zm i dm' U N •; g oZ m 9da tm d a. G. er. JK K. By, LFS WING Na.: FL- 15000.4 ter 4 of 12 1 45 z 20 42 33 SEE NOTE 1 TE 2 34 EXTERIOR INTERIOR SEE NOTE 2 l 1 1 VERTICAL CROSS SECTION 5 EXTERIOR V— INTERIO VERTICAL CROSS SECTION 5 SEE NOTE 1 v a= 1^ m n O n m z U• P11y'.•.:i?ivti 20 EXTERIOR c.'. s U z 0 S tog UWc RIOR m uW N Q SEE o TE 2 46 a a 3 VERTICAL CROSS SECTION J Shown w/1x sub —buck OPTIONAL SURFACE BOLTS ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) c 1. The sidelite is direct set Into the jamb with (12) m item #43 0 #8 x 2" pfh. wood screw. There are (4) 0 2 z E at each vertical jamb, from the top down of 13.5", 31", 48.5" & 66". There are (2) at the header at Eu: 02/24/12 i SCAM. N.T.S. i 4" from the outside comers of the frame. there are 2) #13 a #8 x 2-1/2" pfh. woad screw at the owa. ar: JK d sill, 4" from the outside comers. CHK. er: LFS 3 ON/,riING N0.: FL-15000.4 2. OPTIONAL SURFACE BOLTS ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) SHEET S OFJ2 38 0.15' UN•:: 7 firMIN. C-SINK 13 NOTE., LEXTERIOR SEE NOTE 1 1- The sidelite is direct set into the Jamb rt`k n m 43 with (72) item (J43 a #8 x 2" pfh. wood 11t ty o m screw. There are (4) at each vertical 47 h o jamb, from the top down at 13,5", 31 ", 48. 5" & 66". There ACTIVE g 9 z o Z o m are (2) at the header ni L D 5 w 0at4" from the outside corners of the i r' a vi~ 5 Q m frame. there are (2) #13 a #8 x 2-1/2' A u: a pfh. wood screw at the sill, 4" from the E `oz outside corners. t. ti JD. G j INTERIOR a a 36 ap 46 q y 41 29 45 44 DETAIL ' A" c, o 35 i7 76 OPTIONAL SURFACE BOLTS ON ACTIVE PANEL 1- 1/4"MIN. SEE DESIGN PRESSURE CHART) x ti a EMB. (YP.) o IZOR 3 1 HORIZONTAL CROSS SECTION o a rc a 0. 16"MIN. 22 35 a N> m C- SINK P4 EXCER/OR 43 8 7 SEE NOTE 1 34 27 8 7 43 33 v, zoINACTIVE ACTIVE 10 G1 N a T RI W 13 INTERIOR 44 36 O Q m 4 O o 9 10 37 45 Z a aaE: 02 24 12 i scuE: N.T.S. INTERIOR18 DWG. or. JK m 1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION ONK. 8Y: LfS DMMNC NCI. FL- 15000.4 a 6 6 SNEEr 6 OF 12 N 1-1/4°MIN. EMB. (TYP.) EMB. (TYP.) ZI O • n 11 a t C-SINK 1NWIN. C-SINK Win: z l m EXTERIOR 22 4rh * l U 7 7 8 zdr mo b„ 8 N -rZ 8 v x= 0As. 8ia sm w TRIRmaa i s c ol O INTERIOR a + ti o to 13 16 21 10 9 12 16 aq 38 18 2 HORIZONTAL CROSS SECTION 38 WINTERIOR7 u it o 0: o E K S n HORIZONTAL CROSS SECTION 35 IS' MIN. 21 r' C-SINK ti m 7 43 34 SEE NOTE 1 EXTERIOR 33 43 7 G1 1A 8 Q z o rnti NOT N Q1. The sfdelite fs direct set into the jamb with (12) 36 item # 43 a #8 x 2" pfh. wood screw. There ore (4) 44 o at each vertical 'jamb, from the top down at 13.5", 73 z 31", 48.5" & 66". There are (2) at the header at z o° 4" from the outside corners of the frame. there are DAB 02/24/12 i 2) # 13 a #8 x 2-1/2" pfh. wood screw at the 18 SCAM N.T.S. ° sill, 4" from the outside corners. INTERAO OWC.9Y: ,ti( m 3 HORIZONTAL CROSS SECTION cHK er: LFS 3 7 ORAWMC M.: R n FL- 15000.4 0 sHEEr 7 of 12 MASONRY OPENING 2X 4„ II II {I II 3s II II it II II I II TrP HEAD II JAMBSASTRAGAL I SHOWN FOR II II If II I REFERENCE II II II I 1 I II I I I fl I x MULLION MULLION II SHOWN FOR I SHOWN FOR II II REFERENCE I REFERENCE II r L5 II I1 it 11 fl II II I1 it li fl II II 0 II it DOUBLE DOOR W/SIDELITES BUCK ANCHORING 4. MASONRY OPENING 2X B CONCRETE ANCHOR NOTES: 1. Concrete anchorlocations at the comers may be adjusted to maintain the min. edge distance to mortarioints. 2. Concrete anchor locations noted as'MAX ON CENTER" must be adjusted to maintain the min. edge distance to mortarioints, additional concrete anchors may be required to ensure the MAX ON CENTER" dimension are not exceeded. 3. Concrete anchortable: ANCMdR NCHOR M N ININ CLEARANCE MlN CLEARANCE: lZEr EM9EDMENT.:. i0 MASQNRY TO pAJp'CEI JT ANCHOR..:..,`. Tlthl TAPCON ® t 4 t•t/4" 2" 4" ELCO ULTRACON® 1/4" 1•t/4" t" 4" MASONRY OPENING 2X II II II II 3a II II TYP. HEAD II I I & JAMBS I II II II II IMULLION II SHOWN FOR I II REFERENCE II a II flIIMULLIONI Il O1 ' I I SHOWN FOR I N o II REFERENCE II If II II II it II SINGLE DOOR W/SIDELITES BUCK ANCHORING Y'i II i rrrrr* n TYP. HEAD r« JAMBS ASTRAGALISHOWNFOR I' REFERENCE W Il rWa II x^ II n 13 o z r wCOr mDOUBLEDOOR BUCK ANCHORING I 0 MAS OPI 2X SINGLE DOOR BUCK ANCHORING 2 scaE: N.T.S. DWG. BY: JK CHK. Br. LFS DRAWING NO.: FL-15000.4 SHEET 8 Or j2 MASONF OPENIIN FRAN ZX BUC SEE DETAIL VIEW SEE DETAIL '2' 13 W/2X SUCK INSTALLATION 39 W/1X SUCK INSTALLATION TYP. HEAL & JAMBS 0 SUCK TYP. SEE DETAIL "1"\ TYP. SILL(1 4 p. I L DOUBLE DOOR W/SIDELIrES CONCRETE ANCHOR NOTES: 1. Concrete anchorlocations, at the comers maybe adjusted to maintain the min. edge distance to mortorjoints. 2 Concrete anchorlocations 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: 1H.......... I ...... ..... .. iNCN...... S, ONRY." 1OADJAC N7 EO ....... CffoR..., ITW TAPCONO 11V Z, ITW msTAFCO 3/16" 1-1/4, 31, 1-1/2" I YILIUIJ,1(.111'VY 111,11ALL,1111UN NUMI; 1. Maintain a minimum 5/6'edge distance, Y' end distance, & 1"o.c. spacing of wood screws to prevent the splitting of wood. 31 THESE (2) ANCHORS REQ'D ONLY WHEN DP > 47 Psr MASONRY OPENING FRAME 2X BUCK SEE DETAIL 4- VIEW 'C"C' INI m i F X 213. W/2X SUCK INSTALLATION I'LICK T"T,.. 0 TYP. HEAD & JAMBS 0 SUCK fit 0 JIM z d; 6 00 111 , Z Z, S E q SEE E, TYP. DETAIL 0 5" rm TV. SILL 14 I IIL C VIEW 'A" —A SINGLE DOOR WISIOELITES 73 M 49 30 30 W/2X BUCK 13 0 .31 INSTALLATION 31 13 W/1X SUCK 48INSTALLATIONi DETAIL '3' DETAIL "Y' ASTRAGAL & SURFACE BOLT STRIKE PLATES 0 HEAD 13 31 ri 31 13 30 0 30 DETAIL '1_ DETAIL '4" SURFACE BOLT STRIKE PLATE 0 THRESHOLD 0 LE: N.T.S. L Yr. LFS STING ND, FL-15000.4 U 9 OF 12 N 7" 6* SEE W/2X BUCK DETAIL '2* MASONRY INSTALLATION OPENING J9 W/1X BUCK INSTALLATION TYP. HEAD & JAMBS 1`:0 ZN FRAME —\ 2X BUCK —\ SEE 14 TYP. SILL DETAIL 'I SEE DETAIL `4 . DETAIL "J' VIEW VIEW DOUBLE DOOR CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers maybe adjusted to maintain the min. edge distance to mortarloints. 2. Concrete anchor locations noted as "MAX ON CENTER" must be adjusted to Maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension ore not exceeded. 3. Concrete anchor table: ANCHORAA*NMk. A Ia MN' ANCCIW 0NOX90.a. TYPE SlZF:. 70 MASONRY fOADJri1. .......... ANCHOR JTW TAPCDNV 114" 1.114" ITW M TAPCON 3/16" 1-1/4" 3" 1- 1/2' 1. Maintain a minimum 5/9'edge distance, 7" end distance, & J"o.c. spacing of wood screws to prevent the splitting of wood. A 3311 1 13 W2X BUCK INS/ TALLATION 6 1114 0 2 39W/1X BUCK 0 INSTALLATION MASONRY 0 X Z, OPENING TYP. HEAD go .0 JAMBS Jq 6 w ILz FRAME A , 11: Z 2X BUCK -\ SEE Iq L3 DETAIL I d '5' 0 C314 TYP. SILL LLL VIEW " A" —"A C1. LA' SINGLE DOOR M 49 30 30 — — — — — — — 21 W/ 2X BUCK WIX BUCK 1z 31 - INSTALLATION i 13 INSTALLATIONW11X BUCK 48 V) INSTALLATION z W12X BUCK INSTALLATION DETAIL "2" J 13 ASTRAGAL & SURFACE BOLT 10 STRIKE PLATES 0 HEAD `2 DETAIL ". 3 37 4 31 DETAIL " 5' ca 0 WIIXBUCK50z N14 INSTALLATIODAM02/24/12 W12X BUCK13 30 30 SC -LE N.T.S. INSTALLATION DETAIL OWG. BY. JK CHIC BY-. LFS SURFACE BOLT STRIKE PLATE DnAwW, Ho.: DETAIL" 1 0THRESHOLDFL— 1 5000. 4 r OFL_ z`i,,: 95.25" o n m z h N 18.88 18.38" 20.63" 14 .38" s 0 9 IWLLm m aav_ O to c Z Akd 27 27 TYP. 27 TYP. TYP. o u mw 4.5' 4.5' a 3.25" 3.25' o 2, 1.910' a a m 0.75' 0.75' 0.063" 0 N LnzwT24AENOTE1 i r¢ i Z c cAoTc 02/24/12 ASTRAGAL DETAIL SCAM N.T.S. NOTE: on. Br. JK o 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP CM W.- LFS AND THE BOTTOM. DRAWNc FL-15000.4 r z SHEET _LL OF 12 Item DESCRIPTION Material 1 FIBER CLASSIC (FC) PANEL SKIN 0.11" MIN. THK. FIBERGLASS BY THERMA-TRU with yield strength FXmim-)=8,000 psi FIBERGLASS 1A SMOOTH STAR SS SASH 8 PANEL SKIN 0.07 MIN. THK. FIBERGLASSBYTHERMA-TRU with yield strength Fy(min.)-6,000 psi FIBERGLASS 2 FC TOP RAIL WOOD COMPOSE 3 FC LATCH STILE WOOD COMPOSITE 4 FC HINGE SALE PONDEROSA PINE SG=0.43 WOOD 5 FC BOTTOM RANL WOOD COMPOSITE 5 POLYURETHANE FOAM (1.9ibs. DENSDY FOAM 7 SHORT REACH COMPRESSION WEATHERSTRIP FOAM 8 LONG REACH COMPRESSION WEATHERSTRIP FOAM 9 4' x 4' HINGE .097' THK STEEL 10 110 x 3 4' I.G. PFH WOOD.SCgW. SEEL 11 MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 12 110 x 2' I.G. PFH WO00 SCREW STEEL 13 1B x 2 7 2 LG. PFH WOOD SCREW STEEL 14 1 4" x 2-I 4 RW PFN CONCRETE SCREW STEEL 15 SIDELITE BOTTOM BOOT .090' EYTRUDEJI VINYL VINYL 16 2X BUCK 5G >= O.55 WOOD 17 MAX. 7 4' SHIM MATERUL Wool) 18 KWXSET PASSAGE LOCK - SIGNATURE SERIES 19 SELF ADJUSTING INSWING SADDLE THRESHOLD ALUM. OD 20 HEADER PONDEROSA PINE SG=0.43 WOOD 21 STRIKE JAMB PONDEROSA WNE, -=0,43 WOOD 22 HINGE JAMB PONDEROSA PINE SG=0.43 WOOD 23 KWNSET DE40BOLT - SIGNATURE SERIES 750 24 HURRICANE ASTRAGAL ALUMINUM 24A ASTRAGAL FLUSH DOLT STEEL 248 ASTRAGAL FLUSH BOLT RETAINER ALUMINUM 26 1X BUCK SC >= 0.55 WOOD 27 10 x 1-1 2' LG. PANHEAD SHEET METAL SCREW STEEL 28 1NSWTNG DOOR BOTTOM SWEEP VINYL 29 6-TB x 1-3 4' PWtLIPS FLATHEAD SCREW FOR ITEM 33 STEEL 30 SURFACE BOLT STRIKE PLATE STEEL 31 10 x 2-1 2" PHILIPS FUTHF.AO WOOD SCREW STEEL 32 1 8 ATK. CELLULAR GLAZING TAPE SNK-II TAPE 33 PLASFG LIP LIFE FRAME PYY; pyC 34 PLASTIC LIP LITE FRAME (SMC SMG J5 BLANK JAMB PONDEROSA PINE SG=0.43 WOOD 36 SIDELITE SIDE SBLE PONDEROSA PINE, SG=0.43 WOOD 37 TO x }-3 4' L0. PFH WOOD SCREW STEEL 38 7 4' x 2-3 4' PFH ELCO OR TTW CONCRETE SCREW STEEL 39 1 4' x 3-3 4'1PW PER CONCRETE SCREW STEEL 40 SILICONE CAULK (DOW 795 SILICONE 41 8-.10 x 1 1 2' PLASCREW FOR ITElA 34 STEEL 42 SIDELITE TOP k BOTTOM RAIL PONDEROS4 PINE, SG=0.43 WOOD 43 18 x 2' LG. PFH WX)OD SCREW STEEL 44 3 8' x 3 8" QUARTER ROUND FINGER JOINTED PINE WOOD 45 1- L. x .040' OlA BRAD TRIM NAIL STEEL 46 VIES SURFACE BOLT 1454 .25 STEEL STEEL 47 1 4-20 SEX BOLT W1 1 4-20 FEMALE END STEEL 48 3 16' x 3-1 4" FFW PFH CONCRETE SCREW STEEL 49 ASTRAGAL STRIKE PLATE STEEL 50 1 4' x 3-1 4" ITW PFH CONCRETE SCREW STEEL. 54 SS TOP RAJL WOOD COMPOSITE 55 SS LATCH SN.E W00D COMPOSITE 56 55 HINGE STILE ONOFROS4 PINE, SG=0.43 WOOD 57 SS BOTTOM RAR WOOD COMPOSITE 8.00U' O 46 SURFACE BOLT (EVES 25" STEEL) 20 21 WOOD FRAME 22 35 FINGER JOINTED PONDEROSA PINE, SG= 0.43 5.730" rn L m Tg SELF ADJUSTING SADDLE THRESHOLD ALUMINUM/VINYL .045' WALL ALUM 080" THK. WALL WNYL TYP Utz c T a Z-znr 4:.oi •. f • u qm TLII*Iifl n U N o to Jm0cc? c° V y w coz I o° W OSURFACE BOLT STRIKE PLATE (.125" STEEL) 30 o ww wNI j wa og q mel a F m o 28 INSWING DOOR BOTTOM SWEEP w VINYL _080" MAX. WALL, w 035" MIN. WALL 0 w 2141' Q0 1.697" j + n h 7— _ O 1 Z oArs: 02/24/12 SCALE N.T.S. INSWING SIDELTTE ° WQ BY, JK i5 BOTTOM BOOT CHK. W, LFS 0.09" EXTRUDED VINYL WALL ORAWING NO.: FL-15000.4 sHEET j_Z arm R . W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Vahico, FL 33595 Phonc 813.659,9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Category Sub Category Manufacturer Product Name Swinging Therma-Tro Corporation Fiber Classic" 1 "Smooth Star" Exterior Exterior Door 118 Industrial Drive V0 Inswing w/ and w/out Sideiites 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 D1929-96 ASTM D2843-99 ASTM D635-03, ASTM D1929-96 ASTM D2843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 Testing Laboratory, Signed by Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc, Testing Evaluation Lab.,lnc- Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. 2. Drawing No, Prepared by Signed & Sealed by No. FL 15000.4 RW Building Consultants, Inc. (CA #9813) Lyndon F. Schmidt, P.E. 3. Calculations Prepared by t ',Signed & Seated by Anchoring RW Building Consultants, Inc, (CA #9813) `„ ' L!ndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. ` } 4. Quality Assurance Certificate of Participation issued by National Accreditation and Management; - 7 Institute, certifying that Therma-Tru Corporation is manufacturing products Lyndon F. Schmidt, RE. within a quality assurance program that complies with ISO/IEC 17020 and FL PE No. 43409 Guide 53. 2/ti2015 Sheet 1 of 1 THERMAITRU G THERMA TRU DOORS 1 1 B INDUSTRIAL DR., EDDERTON, OH 4351 7 Classic -Craft" and "Benchmark by Therma-Tru" 6'8" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 1. This product anchoring drawing has been developed in compliance with the 2010 Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for saes, specifications and ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installation instructions of ANSI/ AF&PA NDS 2005. All other fastener types to be installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener manufacturer but in no instance shall they be less than shown in this drawing. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the 2010 FBC. 6. Positive and negative design pressure requirements for use with this drawing shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions not covered by this drawing are subject to further engineering analysis. TABLE OF CONTENTS SHEET t DESCRIPTION 1 Typical elevations, design pressures & general notes 2 Buck anchoring 3 Frame anchoring 4 Frame anchoring & bill of materials 5 Horizontal & vertical cross sections 6 Vertical cross sections a at 105.,W MAX. OVERALL FRAME WIDTH 1 2 3 5 5 e r i I III I I I I I I I I I I I I I I I I I 1 I I 1 0 4I, x 5 1 1 1 I I I I I II1II s s 6 ±,A, 6,A ss DOUBLE W/ SIDELITES OXXO MAX DESIGN PRESSURE 47.0 -47.0 37.50" MAX. OVERALL WIDTH F 4 5 5 5w OM 5 5 i 1, it ii ,I 68.50" MAX. OVERALL WIDTH 1 2 3 5 5 5 SINGLE W/ SIDELITES OXO MAX DESIGN PRESSURE 47.0 -47.0 74.50r MAX. OVERALL WIDTH 53.01T' MAX. OVERALL WIDTH t 2 3 1 V2 V 3 5 5 5 5 5 155 4 4O.H. f FaIII F 7 1 1 I I i i' 1 1 S fi S I I I 1 4 5 5O.H. I 1 III tom I" y l 'I It_ 5 5 I I 61- A -A 5 5 SINGLE X DOUBLE XX SINGLE W/SIDELITE OX MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE 77. 0 -77.0 +47.0 -47.0 +47.0 -47.0 LOCK HARDWARE MFG & SERIES KWIKSET SIGNATURE SERIES LATCH KWIKSET SIGNATURE SERIES T80 DEAD80LT N n o!2 N a 5N; a i z om o a aa•• ar zL$ z o<vrli ES 9C! a 0 t J GV n W Q t I] Z e 2121112 z N. T.S. BY: . JK a er: LFS 3 Ro.: i 15225. 1-68 c r O 1 of 6 n 4- 4- tr 48 4- Ff MASONRY 4 MULLION SHOWN FOR IIII MULLION11 , I MASONRY) 7._ TYP. REFERENCE SHOWN FOR_ OPENING HEAD II REFERENCE II JAMBS 2X BUCK SEE NOTE I II 2X BUCK---/ ASTRAGAL I FOR II IISHOWN REFERENCE II II 06 II II II DOUBLE W/SIDELITES BUCK ANCHORING 4- 4 T II 4 II MASONRY_7._ OPENING TYP. HEAD JAMBS ASTRAGAL SEE NOTE 1 SHOWN FOR 2X BUCK -/. ii REFERENCE II Il NOTES 4" 4- 4' MULLION 4 II SHOWN FOR MASONRY REFERENCE TY OPENING HEAD I I JAMBS SEE NOTE 1 2X BUCK--/ it w Z> II T!7 1_1 ELL SINGLE W/SIDELITE BUCK ANCHORING 1. 114" Elco Concrete screws anchoring 2x buck require a minimum I " clearance to masonry edges, a 1- 114" minimum embedment and a minimum 4" clearance to adjacent concrete screws. Substitution of equal concrete screws from a different supplier may have different edge distance and center distance requirements. Concrete screw locations at the comers, at mullion locations, and at astragal locations may be adjusted to maintain the minimum edge distance to mortar joints. if concrete screw locations noted as "MAX. ON CENTER' must be adjusted to maintain the minimum edge distance to mortarjoints, additional concrete screws may be required to ensure the maximum on center dimension is not exceeded. 2. 2X buck min. S.G. k 0.55 4 4- 4- J MULLION 4 11 SHOWN FOR TYP. REFERENCE HEADII JAMBS n SEE NOTE 1 II it II Lor F_ 01 MULLION SHOWN FOR I I Cb o6IIREFERENCEII II II SINGLE W/SIDELITES BUCK ANCHORING 0 co 0 4- MASO V) z OPENNRYING TYP. HEAD JAMBS SEE NOTE 1 w 2X BUCK-/ 70 z TPOZ.. z z DATE 2121112 z SSE N.T.S. M. BY, JK W SINGLE DOOR BUCK ANCHORING ow. BY., LFS DRAWING NO.: — FL- 15225.1-68 SHEEr C" D" "E" o N C" v IN 3" PAIRS 30 TYP. d 3 63—j'j 3 } } —I I- 3,. 3 TYP. 4 3" 1I Ii I I_ MULLIONwl T a SHOWN FOR R EFERENCE Y W/ 2X..BUCK INSTALLATION- NV C A W/ 1X BUCK INSTALLATION TYP. HEAD & JAMBS SEE NOTE 1 SEE NOTE 1 SEE C" „ D' "E" VIEW " C"-"C" DINGLE DOOR W/SIDELITES DETAIL " 4" o I SEE 312NOTE DETAIL N N - SEE " 6 1 flu F -- f- D" A" I MULLION w v SHOWN FOR _ o REFERENCE W/ 2X BUCK INSTALLATION of W/ 1X BUCK INSTALLATION f TYP. HEAD &JAMBS SEE NOTE 1 Ii}r-'ft SEE NOTE 1 n t 6 - In B" A" 6. I_ L A W/2X BUCK INSTALLATION wTYP. W/ iX BUCK - INSTALLATION HEAD & w JAMBS o U O SEE NOTE 1 — DETAIL " 2" C„ " 0" A" ViEW " E"-"E" ^ VIEW "D"-"D" SiNGLE DOOR W/SIDELITE VIEW "B"-"B" SHOWN W/ OPRONAL C/O,R.,RUGATED FASTENERS, REM 130 (fYP. ALL SIDELRE TO DOOR JAMB CONNECTIONS) NOTES: 1. 114" ITW concrete screws anchoring frome.and/or sill require a minimum 2-1/2" clearance to masonry edges, a i-1/4" minimum embedment and a minimum 3" clearance to adjacent concrete screws. Substitution of equal concrete screws from a different supplier may have different edge distance and center distance requirements. Concrete screw locations at the corners, and at mullion locations, may be adjusted to maintain the minimum edge distance to mortar joints. If concrete screw locations noted as "MAX. ON CENTER" must be adjusted to maintain the minimum edge distance to morfarjoints, additional concrete screws may be required to ensure the maximum on center dimension is not exceeded. 2. 3116" iTW concrete screws anchoring frame and/or sill require a minimum 2-5/8" clearance to masonry edges, a 1-114" minimum embedment and a minimum 2-114" clearance to adjacent concrete screws unless otherwise noted by concrete screw manufacturer. 3. The sidelite is direct set into the jamb with (12) #8 x 2" pfh. wood screws. There are (4) at each vertical jamb, from the top down at 13.5", 31 ", 4&Y & 66". There are (2) at the header at 4" from the outside comers of the frame. There are (2) at the silt, 4" from the outside corners. 4• For optional sidelite construction with staples, sidelite is direct set into the jamb with (4) 7/6" X 13/ 4" 16 ga. staples along each jamb (6" from ends and equally spaced thereafter). Ci NJ 0 N= Nd 1JLO'0a O9r z om'• o cOinoar°,, 1 E JJ II 9 of 4 a m a d m o 0 J fi U E ° SEE NOTE 1 2 0 i6 SEE 5 _ DETAIL " 1". + z o o = CID 1s J all, A" ? ( o a rX SINGLE DOOR VIEW 'A" -"A W/ 2X BUCK 0 INSTALLATION 2 B W/1X BUCK 11 INSTALLATION SEE NOTE 2 DETAIL " 6" DETAIL "2" W/ 2X BUCK 2 INSTALLATION W/ 1X BUCK INSTALLATION 12 1 C SEE NOTE 1 1 DETAIL " 1 " VIEW "C"-"C" 6" PAIRS 30 of A" w_ K N 3 3 r 3" rl sOif` 3" TY 3 3 3,. 6., ' 1 I II II 1 II I I II SEE NOTE 311 II SHEET 3 11 SEE DETAIL "3" II I ASTRAGAL-' };I MULLION SHOWN FOR II SHOWN FOR REFERENCE 11 REFERENCE ONLY II 11 SEE NOTE 1 SHEET 3 76 11 16 All II5 11 5 I I I I I I W/2X BUCK F- 7 SEE DETAIL INSTALLATIONINSTALLATION o IIW/2X BUCK AW/1X II INSTALLATIONBUCK _ w a TYP. HEAD N yr zg = W/1 X BUCK 9 ASTRAGAL) 111NSTALLATION o v t JAMBS N SHOWN FOR IfTYP. HEAD & p SEE NOTE 1 SHEET 3 = REFERENCE II JAMBS 11 SEE NOTE 1 - ONLY 11 SHEET 3 SEE 11 DETAIL "4" o^ SEE NOTE 1 SEE NOTE 1- II SEE d o rn SHEET 3 SHEET- 3 16 11 16 DETAIL 1" o cv o\ 11 _ M° + EE NOTE 1 SHEET 5 I 5 113 E" "A" DOUBLE DOOR W/SIDELITES VIEW "E"-"E" DOUBLE DOOR VIEW A" -"A" SHOWN W/ OPTIONAL CORRl10ATED FASTENERS, REM /30 MR ALL SIDELITE TO DOOR JAMB CONNECRONS) W/2X BUCK 2 INSTALLATION Item DESCRIPTION Moteriol A 10 x 2-1 2 PFH WOOD SCREW STEEL 10 X 1-3 4 PFH WOOD SCREW STEELUs!"2' X1 PFHOOD SCREW STEEL x 3 4 LG. PFH WOOD SCREW Hine to Frame STEEL 2 10 x 2" LG. PFH WOOD SCREW STEEL 3 8 x 2-1 2 LG. PFH WOOD SCREW STEEL 4 1 4' x 2-3 4" PFH ELCO CONCRETE SCREW STEEL 5 f 4" x 1-3 4" ITW PFH CONCRETE SCREW STEEL 9 1 4 x 3-3 4" ITW PFH CONCRETE SCREW STEEL 11 3 16" x 3-1 4"ITW PFH CONCRETE SCREW STEEL 12 1 4" x 3-1 4'lTW PFH CONCRETE.SCREW STEEL 13 MASONRY - 3,192 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4' X 2-1 4" PFH ITW CONCRETE SCREW STEEL 20 HEADER JAMB 4.656" X 1.25" THERMA-TRU SUGAR PINE SG >= 0.34 WOOD 21 3 4' THK. PRESSURE TREATED SfDELlTE PAD WOOD 30 f 2" X 1" X 25 GA. CORRUGATED FASTENER STEEL W/1X BUCK INSTALLATION 12 1T!-o SEE NOTE 1 W/2X BUCK SHEET 3 INSTALLATION ITIE1 W/1X BUCK DETAIL "1" INSTALLATION SEE NOTE 2 SHEET 3 DETAIL "3" B ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. 1 C i DETAIL "4,. SCALE: N.T.S. DWG. BY: JK CHK. BY: LFS DRAWING NO, FL-15225.1-68 SHEET 4 OF 6 4 2-1/2" MIN. FROM 2-1 /2" MIN. FROM 13 MASONRY EDGE MASONRY EDGE TYP) (TYP.) iX BUCK w N 9 H INTERIOR EXTERIOR 1 HEAD JAMB z a A zYC11 f z 5 To 1 x sub -buck J To wood frameInswingshownInswingshown 13 2X BUCK D INTERIOR off zz A, m0 4 m D O z EXTERIOR M - O'a 25"MAX. r F- SHIM SPACE 1.15' MIN. EMB. 1.25"MIN. EMB. TYP. 4 VERTICAL SIDE JAMB To 2xsub-buck Inswing shown 9 INTERIOR N I" MIN. FROM MIN. FROM MASONRY EDGE MASONRYEDGE z w v TYP.) TYP.) z 0 a oZLq JTumiwad13 N>n ^ a o a 4 ms " " •• V p z O Q N 89m. P J. z o c o J m E 1 2XBUCKXQwoA N = N INTERIOR EXTERIOR 3 HEAD JAMB y To2xsub- buck Inswing shown a1N wQ N GNU o I a o = EXTERIOR 0. 15" MIN. C-SINK 0.25' MAX. SHIM SPACE 1.1S' MIN. EMB. 5 VERTICAL SIDE JAMB To wood frame Inswing shown MALE: M. T.S. nvc. er: JK W. BY. LFS RAWMG NO.: FL-15225. 1-68'. SHEET 5 or 6 INTERIOR / EXTERIOR z } v w 2-1 /2' MIN. FROM 2-1 /2' MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) (TYP.) 1 VERTICAL CROSS SECTION 6 Inswing configuration Z w 13 2-1 /2' MIN. FROM 2-1 /2' MIN. FROM MASONRY EDGE MASONRY EDGE T)P,) (TYP.) 4 VERTICAL CROSS SECTION lll6 Inswing configuration EXTERIOR V71,1k/l INTERIOR z Ec 2-1 /2' MIN. FROM 2-1 /2' MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) (TYP.) 2 VERTICAL CROSS SEC17ON 6 Outswing configuration EXTERIOR INTERIOR 2-1/2" MIN. FROM 2-1/2' MIN. FROM MASONRY EDGE —III- MASONRY EDGE. TYP.) (TYP.) VERTICAL CROSS SECTION 6 Outswing configuration J N a z iA nw N izINTERIOREXTERIORma z N» 3= U oRi;~°. .o ;E 20 - Z U tV a u * d z ;a 8 a: i z g9opPo ' 21 12 8 2-1/2" MIN. FROM I 2-1/2" MIN. FROM MASONRY EDGE — I— MASONRY EDGE— TYP.) (TYP.) O p Z J0 3 VERTICAL CROSS SECTION EXTERIOR I'llb„a_ INTERIOR m 5 13 2-1/2" MINIFROM 2-1 /2" MIN. FROM MASONRY EDGE -----MASONRY EDGE.- TYP.) (TYP.) r6__ VERTICAL CROSS SECTION 6 Outswing configuration DATE 2 21 12 X AM, N.T.S. DWG. BY: JK ¢ cHG BY. LFS 3 FL-15225.1-68 c SHEEr 6 OF 6 10/27/2016 Florida Building Code Online BCIS Home 1 Log In j User Registration ' Hot Topics Submit Surcharge Stats &Facts ; Publications FBC Staff BCIs Site Map Links Search Florida r Product Approval USER: Public User N 71-`i= t55 Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL9174-R11 M a. Application Type Revision 3Mf i 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 J 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.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunlJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Method 1 Option D 04/06/2015 04/28/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL # Model, Number or Name - Des ription 19174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: 9174.2 ( 5120 / 6100 / 9100 #0229 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.3 15120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0228 318958 P7.Ddf 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 Reot 9100 rl s.odf FL9174 R11 AE FL09174 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 R11 II 0229 318959 P8.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval 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 R11 II 0230 318960 P10.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 653.1)df FL9174 R11 AE Eval Reot 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". Solid only - no glazing available. Installation Instructions FL9174 R11 II 0231 318996 P5.odf FL9174 R11 II Track Supplement Chart P10.0f 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.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 9174.5 5120 / 6100 / 9100 #0234 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 II 0234 319022 P5.odf FL9174 R11 II Track Suoolement Chart P10.Ddf FL9174 R11 II WDJambSuoolementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 https:/Avww.floridabui Iding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 JRflNxf6u7oj nlOheH %2bR KJkizESWxAzegKuY8GeGQ%3d%3d 2/6 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yesi 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.odf Impact Resistant: Yes Design Pressure: +39.20/-43.70 FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoplementP16 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.pdf 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.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.pdf Impact Resistant: No FL9174 R11 II WDJambSupplementP16 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.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf 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 P5.Ddf Approved for use outside HVHZ: Yes FL9174 R11 tI Track Supplement Chart P10.pdf Impact Resistant: No FL9174 R11 II WDJambSuDDlementPl6 s.Ddf Design Pressure: +18.50/-20.70 _ Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rept 9100 rl s:Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf 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.Ddf 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: +30.00/-33.50 FL9174 R11 II WDJambSuoplementPl6 s.pdf 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.pdf 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 9174.10 5120 / 91 )0 #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.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.Ddf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.pdf Design Pressure: +39.20/-43.70 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.pdf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 20145.odf Created by Independent Third Party: Yes https://www.floridabui Idi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 J RfWxf6u7oj nlOheH %2bR KJkizESWxAzegKuYSGeGQ%3d%3d 316 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 I 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.Ddf FL9174 R11 II WDJambSuoolementPl6 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 1 9' Max width. 10' Max height. Max section height 24" Glazing 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.pdf FL9174 R11 II Track Suoolement Chart P10.Ddf FL9174 Rll II WDJambSuoo1ementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf 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 9174.13 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. Installation Instructions FL9174 R11 II 0602 319028 P5.pdf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 IIFL9174R11IIWD]ambSupolementPl6 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 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 116' Max width. 10' Max height. Max section height 24". Glazing 0603 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: +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 0603 319029 P5.Ddf FL9174 R11 II Track Suoolement 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 19174.15 5120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing 0604 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 II 0604 319030 P5.Ddf FL9174 R11 II 319040 P1 Post.Ddf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 II WDJambSuoo1ementP16 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.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.Ddf Approved for use outside HVHZ: Yes FL9174 R11 [I Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 II WD3ambSuoolementP16 s.odf https:/Amww.fl on dabui I di ng. org/pr/pr_ppp_dtl .aspx?param=wGE\/XQwtDquf 1 J RfVVxf6u7oj nlOheH %2bR KJ kizESWxAzegKuY8GeGQ%3d%3d 4/6 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.pdf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing j #0606 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.Ddf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSupolementP16 s.pdf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.18 15120/5140/6100/9100/9400/9600 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 tI 0609 319035 P5.pdf FL9174 R11 II 319040 P1 Post.pdf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSupolernehtP16 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 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.Ddf FL9174 R11 II Track Supplement Chart P10.odf 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.pdf FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0607 319033 P5.pdf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 1I WDJambSupolementP16 s.pdf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. "Pursuant to section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl lJ RfWxf6u7oj nloheH %2bR KJ kizESWxAzegKuY8GeGQ%3d%p3d 5/6 10/27/2016 Florida Building Code Online 0 ecru Credit Card Safe https://www.floridabui Iding.org/pr/pr_app_Ml.aspx?param=wGEVXQwtDqufl 1 J RfWxf6u7oj nlOheH %2bR KJkizESWxAzegKuY8GeGQ%3d%3d 6/6 A Division of Overhead Door Corporation Jamb Connection 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 "oTE 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 1 9 7 6 780 1 9 7 6 800 1 9 7 6 8c,,tQ' No. 51737 O STATE OF ; r SION i ` 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 16fU2 = 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 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/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB (IN) MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB (LB/FT)"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 E. Sc No. 0737 STATE OF t 11 I I 1\\\ 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 16f /2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 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 "oTE3 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 1 10 1 13 15 No.51737 O STAB OF • oft 0 COR QP G'2N rrrti 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 S6308/F2203 Revision P16 SCHEDULE4 3/8" 0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT Nore 4 2500 PSI CONCRETE Noll I 4000 PSI CONCRETE "ore i 2000 PSI GROUT FILLED CMU"ore 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A mol r No. 51737 0 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 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 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 09:58:01-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULES 3/8" 0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FTNOTE4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE"oTEi 2000 PSI GROUT FILLED CMU NOTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 0 . GEN8j T//tQ,/ No. 51737 f f. O STATE OF •tV S/ONA; ? ItIII 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 56308/1`2203 Revision P16 REVISIONS Wagne Balton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 S- SC4; a No. 51737 O STATE OF ' w O`;`•flORM.." ekk SSIONA; E1111110o Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E. SCATES. PE 3121 FAIR ATE OR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF NNOLOAD CONSTRUCTION DETAILS. 1 6" MAX. FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2x4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2x6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYP. 6" MAX MINIMUM 2x6 q3 CE 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 2x6 ®3 r HEADER LOCK SOUTHERN PINE BRACKET LUMBER. a" 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 LBS. MINIMUM 2x6 p3 r q HEADER LOCK SOUTHERN PINE { BRACKET 1-1/2" J L- 1/2" J 4) 3/8" DIA. LAG SCREWS WITH 1-1/4" O.D. WASHERS. LAG SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1-9/32" INTO THE MAIN SUPPORT MEMBER. DETAIL WOOD SUPPORT STRUCTURE NOTE, MAXIMUM DESIGN LOAD DATE NAME CAPACITY OF 2430 LBS. ,,,,,,,,,, 1,, ,„-, ,,,,r SHEET 1 OF 2 ICHECKED DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 P16 Wagner Balton 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 eNBF rFiA No. 51737 O STATE OF O` S 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 NINDLOAO CONSTRUCTION DETAILS. MIN 2500 PSI CONCRETE NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORDFORTHESTRUCTURE 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 NUS 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 EXTERIOR HOLD BACK INTERIOR SHEATHING 5/16- LAG SCREW 'NTH 1-9/32" EMBED IN CENTER OF STUD (f 1/4') FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4-20x9/16* TRACK BOLT AND 1/4-20 HEX NU TRACK DIRECT WOOD WOOD MOUNTING DETAIL MAX 420MAX420LBSPERLAGFASTENERLACFASNER SHEET 2 OF 2 REVISIONS I I DATE I NAME I DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 P16 The Cenuine. The Original. 41 April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Overhead Door Corporation 2501 S. State Hwy 121, Suite 200 Lewisville, TX 75067 Phone 4695497100 Fax 469 549 7281 nww.overheaddoorxom 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 W.77M STATE OF• • •••.'`!` TONAL le i. Hortnn rancn Overhead Door Corporation A5.+bsidiaryofSanwaHwings.Corporatwn. "' ` 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 FL09174-R7 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Section 1609.1.2 Section 1714.5.3.1 Test Procedures Wind Loads ANSI/DASMA 115 - Windborne Debris testing ANSI/DASMA 108 - Static windload testing Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof') pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. FL 09174-117 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 202OW static 108-05 and impact 115-05, dated 3/9/2010 CTLA 202OW-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.co 2 tD/to/ta; 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 3 C'(0(t FL 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev 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 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev 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 FL09174-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. 5 (°ito 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 oi 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 5`h Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 51h Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 OW 1111/101 No. 51737 O STATE Of : 144, SS ONA `` IIIII NOTES:. 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 TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 16.75'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS. 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH A 1/8' BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE OUTER FRAME AND SCREWED TOGETHER WTH A MINIMUM OF 10) fBx1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75" AND A MAXIMUM LENGTH OF 39". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. GLAZED SECTION REQUIRES 18 CA J-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4' MAKROLON-AR POLYCARBONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21' AND A MAXIMUM LENGTH OF 50.08 GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G SHEET 2). 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 13 CA HORIZ ANGLE 13 GA FLAG ANGLE 16 GA MIN HORIZ. TRACK 5/16x1-5/8" LAG SCREWS MIN 3 AS SHOWN) 16 GA MIN VERT TRACK 5/160-5/8" LAG SCREW AT EACH JAMB BRACKET 1/4-2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT AT EACH JB JAMB BRACKET LOCATION 15 GA STIFFENED JAMB BRACKETS SEE SCHELDULE FOR OUANITY, LOCATION, AND TYPE KEY LOCK OR SLIDE LOCK 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/16' TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK SHOWN FOR 5. KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE, (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN. SEE SHEET GA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1' DEPTH. ON DOORS WITH OTHER SECTION QUANTITIES 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) #50' 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. SCATES. PE 3121 FAIRGATE DR. CARROLLTON, Tx 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINOLOAD CONSTRUCTION DETAILS, SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION GA END CAP SHEEET 18 CA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SEC SHEEET 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". JAMB BRACKET SCHEDULE DOOR HEIGHT NO. OF SECTIONS NO. OF JAM BRACKETS EACH JAMB) TRACK TYPE LOCATION OF CENTERLINE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS f 2") 7'-0' 4 6 01 JB), 13' (01), 25-1/2" JB), 34 (JIG), 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 CH JB), 13" (01), 23" JB), 34" (JB), 47-1 4' (01), 58" (JB), 67' (01), 75" (JB) B. 5 8 FAT JB), 10' (JB), 21-3 4' JB , 29-3 4' (JB), 48' (JB), 57-1 4' (JB), 66' (JB), 75-1 2" JB 8'-0" IGH LIFT/ROOF PITCH SEE NOTE BELOW NOTE: JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16' TRACK BOLT AND NUT, Y01) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED0ATTACHTOTRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE HEIGHT UNIFORM LOAD EACH JAMB (PLF) FMAX ALL 207.2/-230.4 ALL 181.3/-201.6 ALL 155.4/-172.8 ALL 129.5 -144.0 Wagne® Balton IISION OF OVERHEAD DOOR C 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 STATIC PRESSURE RATINGS APPROVED SIZES DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" TEST (PSF): +38.85/-43.20 MAX HEIGHT: B'-9" IMPACT/CYCLIC RATED (YES/NO): YES IMAX SECTION HEIGHT: 21 MODELS 5120/6100/9100 WINDLOAD SPECIFICATION OPTION CODE 0230 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. GRT 6/6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 5/26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 N.T.S. SIZE: A DATE NAME 3/B/06 GRT ED 4/6/06 MRB SHEET 1 OF 2 DRAWING PART NO. I REV MOM : f lm on 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA 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 END CAP AT WITH (2) 1/4-14x5/8" EACH END WITH (2) 1/4-14x7/8" CRIMPTITE SCREWS SELF GRILLING CRIMPTITE SCREWS FOR STANDARD TRACK AND (3) D 1/4-14x7/B" SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH " 0. 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) 1/4-14x5/8" CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH END USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-14x7/8" 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) 1/4-140/8" SELF DRILLING ATTACHED) I 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 WITH 0 U-BARS, ALL U-BARS SHALL BE 4-1/2" STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SUDES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PACE U-BAR OVER WITH (6) 1/4-20x5/0" INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF WITH (2) 1/4-20x5/B" CRIMP E SCREWS THRU WHICH ARE FACTORYC PRE -PUNCHED HOLES AT ATTACHED, 3 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 GA BOTTOM BRACKET FACTORY ATTACHED WITH D 3) 1/4-14x5/8" PUCE U-BAR OVER INTEGRAL RIB WITH CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-147/8" SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-14x7/8" SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM t 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) 1/4-2Ox5/8" DRILUNG CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. JOHN E. SCA TES. PE 3121 FAIRGATE DR. CARROLLTON, TX 75OD7 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WANDLOAD CONSTRUCTION DETAILS. R8x3/4" MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/2" O.C. MAX 1 /8" BEAD GE / SG400A ZESCSG4000ACI STRUCTURALSEALANT OR I I FACER NON- STRUCTURAL DECORATIVE INNER WINDOW TRIM- Iblamm l USED ONLY ON IMPACT GAZED SECTION - 11 GA REINFORCEMENT BRACKET ATTACHED WITH ( 4) 1/4-140/8" SELF DRILLING CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) Illike el 1) 1/4-140/8" 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 4! 101* 01110 ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) ( 1/ 4-14x7/8" SELF DRILLING / CRIMPTITE SCREWS IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH ( 6) Y. 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - 4) SECTION DOORS WITH ( 5) Y. 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN 1. ALL U-BARS SHALL BE PACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/ 4-14x7/8" SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP ( EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND D THIS SHEET), (2) 1/4-14x5/8" CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8" CRIMPTITE SCREW APPROXIMATELY S" 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 L DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. 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. GRT 6/6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO S'-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 1 """""' "" 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN 1/ 4" POLYCARBONATE THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-14x5/8" CRIMPTITE SCREWS. 3. 18 GA U-BARS SHALL BE STAMPED "46" APPROXIMATELY 8" 1 FROM EACH END. j I / STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A I I Wa AA® DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" DATE NAME y i TEST ( PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DRAWN 3/8/06 GRT Dal on IMPACT/CYCLIC RATED (YES/NO) YES MAX SECTION HEIGHT: 21 CHECKED 4/6/06 MRB MODELS 5120/6100/9100 SHEET 2 OF 2 A DIVISION OF OVERHEAD DOOR CORPDRAWING PART NO. REV. DETAIL PENSA O A, FLORI AR1VE 32514WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 850 474-9890 SPLICE PLATE LOCATION e SEE SCHEDULE 14" MAX i 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 FAIR D ATE DR. CARROLLTON. TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINOLOAD CONSTRUCTION DETAILS. CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUOI WALL ANGI 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1 /4" X 7/16 SEMI TUBULAR R I VI TS 11 GA MIN CLIP SEE SCHEDULE- RSW 0.28" 2 13 GA MIN CONTINUOUS WALL ANGLE TRACK 3) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MA DOORMAX WIDTH PSF 9'-0" 46.0 PSF -52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF Wayne® aitOi1 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN ( 850) A47FLRIDA 4 09890 32514 REVISIONS P2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS CHANGED TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL. CHANGED TO 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 & CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. GRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #B 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 DRAWN SHEET 1 OF 2 DRAWING PART NO. REV. 307494 P10 2 3/4" t1" EDGE DIST E60XX MIN. 11 88 22 4 24 MIN 3/16" jK STEEL FOR 5/16" x 1-5/8" WALL ANGL LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLIP SPF (G=0.42) OR BETTER AT EACH 1/4-20x9/ HOLE OR PAIR OF TRACK BOLHOLELOCATIONS MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL \ 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL I WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING a CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIROATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56309/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF NINDLOAD CONSTRUCTION DETAILS. 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOORHEIGH CLIP S FROM BOTTOM TO TOP SPLICE 7'-0' 7, 9, 9, 9, 9, 11 16 8'-0" 7, 9, 9, 9, 9, 11, 11 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18 10'- O" 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'-0" 7, 9, 9, 9, 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 HEIGHT CLIP IS FROM BOTTOM TO TOP SPATE # 7'-0" 5, 6, 6, 7, 7, 9 12 8'-0" 5, 6, 6, 7, 7, 9, 9 12 9'-0" 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18 14'- 0" 1 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 1 18 MODELS 6100 8300 8700 1-3/8" TO 1-5/8" THICK DOOR HEIGHT CLIP S FROM BOTTOM TO TOP SPLICE PLATE # 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 EIGHT CLIP S FROM BOTTOM TO TOP SPLICELATE # 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" 1 4, 4, 4, 4, 4, 4, 4, 4, 4 6 Wage® BAlton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN ( 850) A47FLRIDA 4 09890 32514 REVISIONS P2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANGED TEXAS WALL ANGLE" TO 'CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL. CHANGED TO TITEN HD ANCHORS CRT 4/2/07 P4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 5/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE do 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 p9 ACROSS THE 8 UPDATED STEEL IOUNTING DETAIL IRB 04/11/08 9 EXPANDED 1-1/2" TO 3/8" DOOR THICKNESS HART UP TO 14' HIGH, ART 12/11/08 10 ADDED MODEL 8700. IPDATED TITLE BLOCK RT 6/2/10 1 DATE I NAME I DRAWN 8721/,7 1 CRT SHEET 2 OF 2 DRAWING PART NO. REV. 307494 P10 Florida Building Code Online Page l of 2 x Y _, rid- ,1 :. 3d.-a W • =9 .v . 0(C(i i UiE en(d BcIS Home !' og In i User Registration j Hot Topics Suhmlt Surcharge i Stats & Facts Publications- i FBC Staff ; KIS Site Map i Links Search 't Busires(L @USER: product Approval Professi UI Public User Regulation Product Aonroval Menu > Product or Abollcation Search > Application list > Application Detail a:c c i r` FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived i Product Manufacturer Silverline Building Products Corp. Address/Phone/Email One Silverline Drive North Brunswick, N7 08902 600) 234-4228 Ext4644 Jonberrian@slbp.corn Authorized Signature Jon Berfian Jonberrian@sibp.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or listing Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2011 AAMA/WDMA/CSA 101/I.5.2/A440 2008 Equivalence of Product Standards. Certified By Product Approval Method Method 1 Option A Date Submitted 02/16/2016 Date Validated Summary of Products. FL # Model, Number or Name Description http://w,«v'.floridabuilding. org/Pr/pr_app_dtl.aspx?paranl=wGEVXQwtDgtvA%2bxinzk l ... 2/ 19,12016 Florida Building Code 01-dine 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, SWC002, 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-List.Ddf Quality Assurance Contract Expiration Date 12/16/2016 Installation Instructions FI-19715 RO II SWD002 SS 2016-02-03.odF Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2015-02-12.0f Created by Independent Third Party: Yes Back Next ContactUs :: ? 940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Fiorida is an AAIEEO employer. Coovmht. 2007-2013 State of Florida.:: Prh/aty Statement :: Accessibility Statement :: Refund Statement under Florida law, email addresses are public records.. If you do not want youra-nwil address released in responseto 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, pleasecontact 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 DeGartment with an email address If they have one. The emails provided may be used for official communication with the licensee. However e,nail 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 ender Chapter 455, F.S., please click here . Product Approval Accepts: sy' s-^,.f RM sccurtri 4i r: nu cs http:/,Iv,,vArw.floridabuilding. org/Pj-/pi_app dtl.aspx?parani—wGPV XQ wtDgtvA%2bxmzk 1... 2/ 19/2016 1NSTALLATION NOTES, 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. J-. TH E NUMBER OF INSTALLATION ANCHORS DEPICTED IS TH E MINIMUM NUMBER OFAFICHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3, INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF t1/2 INCH I HE DEP,IU ED LOCATION & SPACING IN THE ANCHOR LAYOUT DETAILS I.E., WITHOUT" CONSIDERATION OF TOLERANCES)„ TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO: THE NEXT.. 4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(S). MAXIMUM ALLOWABLE SHIM STACK TO BE:3/8 INCH. SHIM WHERE SPACE OF I/16 INCH ORGREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED. OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 48 WOOD. SCR FWS OR I GAUGE ROOFING' ,'AT L OR 10d COMMON NAILS-GF SJFFICIENT LENGTHTOACHIEVE ,-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE, INSTALLATION SHALL MAINTAIN MIN. 3/8" EDGE DISTANCE, 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL S7UD USE ITS SELF -TAPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM -OF 3 THREADS PENETRATION BEYOND METAL WALL. INSTALLATION SHALL MAINTAIN MIN. 3/8".EDGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE U10 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE. 1-1./2 INCH MINIMUM EMBEDMENT INTO WOODSU BSTRATE, 8. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH IX BUCKTO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE3/16 INCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN, 13/4" EDGE DISTANCE.. B. THROUGH FRAME INSTALLATION: FOR INSTALLATIONINTOMETALSTUD LISE 910 SELF - TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE_ A. MINIMUM OF 3 1HREADS PENETRATION BEYOND METAL WALL To. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, TCiAM, BRICK VENEER, AND SIDING. 11. INSTALLATION ANCHORS AND A550CIAl ED HARDWARE MUST BE MADE OF CORROSION RESISTANT. MATERIALOR HAVE.A CORROSION RESISTANT COATING, 12. FOR HOLLOW BLOCK AND :GROUT FILLED 'BLOCK, DO NOTINSTAL.L. INSTALLAT ION ANCHORS INTO MORTAR JOINTS.EDGE DISTANCE 15 MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK, 13, INSTALLATIONS ANCHORS SHALL BE INSTALLED IN. ACCORDANCE WiTH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORSSHALLNOT 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 WITH THE FOLLOWING PROPERTIE'S:. A. WOOD- MINIM UM SPECIFIC GRAVITY OF 0.5S. B. CONCRETE'- MINIMUM,COMPRESSIVE:STRENGTH OF 3000 PSI. C. GROAT- FIT.LEDC.MIJ-UNITS7RENG'LHCONFORMSTDASTMC-30.WITH MINIMUM COMPRFSSIV' F STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C476 MINIMUM GROUT COMPRESSIVE STRENGTH OF 20C10PSI. D. HOLLOW BLOC' CMU - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTHOF 2000 PSI., E. STEEL MINIMUM YIELD STRENGTH OF 33 XSI. MINIMUM WALL THICKNESS OF 47: S MIL (0.047a" or 18 GAUGEI. MIN. 1/2"EDGE DISTANCE. F, ALUMINUM- MINIMUM ALLOY 6063-T5. MINIMU M WALL THICKNESS OF 1/16". MIN. 1/2" EDGE DISTANCE. SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES; 1. THE PRODUCT. SHOWN HEREIN:' 15' DESIGNED AND MANUFACTURED[ OMPLYWITH THE TH EDITION' oc s2014) FLORIDA BUILDING CODE(FBC), EXCLUDING, HVHZ AND: HAS BEEN EVALUATED ACCORDING TO THE. FOLLOWING: AAMA/ WDMA/ CSA 1011L5.2/A440-68/11 2, ADEQUACY OF THE EXISTING STRUCTURAL CONCRETEjMASONRY, ZX FRAMING; ANDMETAL FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION 15 THE R ESPONSIBILITY OF THE ENGINEER OR. ARCHITECTOFRECORD FOR THE PROJECT OF INSTALLATION, 3. 1XAN0 ZX RUCKS (WHEN USED): SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6'F-OR FURT14ER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE. GENERIC AN D MAY NOT REFLECT ACTUAL`CONOITIONS FOR A.SPECIFIC.SITE, IFSITE.. CONDITIONS CAUSE. INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH I HIS. DOCUMENT IN NON-HVHZ AREAS, IN HVHZ AREAS ONE TIME. PRODUCT APPROVAL lO R E. OBTAINED FROM MIAMI.OAOF FIER OR AHI. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL: PVC 7, IN ACCORDANCE WITH THE 5TH EDITION FBC, WOOD COMPONENTS SHALL HAVE. BEEN PRESERVATIVE TREATED OR SHALL BE OF A DURABLE SPECHS AS DEFINED IN CHAPTER 23. S. GLASS MEET5 THE REQUIREMENTS OF ASTM E 1300 GLASS :CHARTS. SEE SHEET 6FOR GLAZING DETAILS, TABLE OF'CONTENTS SHEET I REVISION SHEE T DESCRIPTION INSTALLATION A GENERAL. NOTES 2 ELEVATION 3 ANCHORLAYOUT5 4 VERTICAL & HORIZONTAL SECTIONS (NAIL FIN) 5 VERTICAL HORIZONTAL. SECTIONS (THROUGH FRAME) 6 HORIZONTAL SECTIONS, BUCK INSTALLATION, S GLAZING 11 DETAIL MAX OVERALL SIZE CONFTG, DESIGN PRESSURE MISSILE IMPACTRATING WIDTH HEIGHT 36" 0/X- 351 -35 P5F NON IMPACT 38" 66" O/ X. 50 /-50'PSF NONTMPACT 38" 74" O/ X 50 / -50 P5F NON IMPACT 38" 77" O/ X: 35/-35 PSF NON IMPACT 44" 62" O/ X-: 50 / .50 PSF NON IMPACT 46" 72" O/ X 35 / -35 PSF NONSMPACT 48° 84, O/ X 20 / .20 PSF NON IMPACT 52" 72" O/ X 25/-25 PSF NON EMPAC.T 36" 83.75- O/X,(ORIEL) 35 / -35 PSF NON IMPACT 48" 96" O/ X (ORIEL). 20 / 20 PSF NON IMPACT 72" 62" O/ X=0/X 35 / -35 PSF NON IMPACT 72" 14" C/ X-O/X 35l -35 PSF NON IMPACT 76" 62" O/ X-O/X 507--50 P517 NON IMPACT 76" 76" 72" 77" O/ X_ O/ X a/X-O/ X 50 L .50 PSF 25:/ -Z&PSF NON IMPACT NON IMPACT 80" I., O/ X-O/X 35./-35PSF NON IMPACT 96" 74" O/ X-O/X 30 / 30'PSF NON IMPACT 108" 62" O/ X-O/X-O/X 50 / -50 PSF NON IMPACT 108" 72" 0! X-O/X-OLX 50 / -50 PSF NON IMPACT TOB" 84" O/ X-O/X-O/X 25 / -25 PSF NON IMPACT SilverLine b Andersen KIT W IN 005VR• 000R3 LINE nlvE NO. TI4 RRUMS K. NJ C8902 PA: (752) 4 54= L Digitally signed by Hermes F Norero, P.E. 5 W [-)00 2 Reason: I am approving this document FL#: FL19715 SHEET: ! Date: 2016.02. 03 09:40:44-05'00' i O F `j 1 I MAX, FRAA HEIGHT 91 MAX, HEIQ MAX. FRAME WIDTH 48" ELEVATION 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_ FRAN HEIGHT 9! r_ MAX. FRAME_ WIDTH 4W ELEVATION SINGLE 11UNG ORIEL WINDOW MAX. FRAME WIDTH 108" TRIPLE SINGLE HUNG WINDOW Silver Line bvAndersen wax ooixs.nn ans ONE'$ ILVF.kLINF DRIVE NORM ORUNSWICK, NT 08902 PH..[ 752) US -MI zT' Nanm03 z LL, mad^ LU U Cc 'cg,.. p., Lu p W i LU G O 1- 4 z H ` J d Hci LU w a Ao z n DWG # SWDQ02 SHEET. 2 OF 6 2" MAX. II' MAX. FROM CORNERS Il" MAX. r O.C. 2" MAX. FROM CORNERS NOiG 44" r 12".1111 Al OP SO PSI SHALL BE ANCHORED MAX 6' O.L. AT HEAD, SAA%A; AND SILL ANCHOR LAYOUT NAIL FIN -SINGLE HUNG WINDOW 2" MAX. 4 1/2" MAX, FROM CORNERS l r O.C. S 4 1/2" N O.C. 2" MAX. ___^ ___ 4 112" MAX. FROM I"' O.C. CORNERS ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG WINDOW 6" MAX. FROM 20" MAX. CORNERS O.C. 6" MAX. FROMCORNERS ` 1 20" MAX. U.C. L 6" MAX,. FROM CORNERS IN ANCHOR LAYOUT THROUGH FRAME -SINGLE HUNG WINDOW 16 1/2" MAX. o.r.. 6" MAX. I FROM J CORNERS 12 3/4" MAX. O.C. 1" MAX. FROM CORNERS 6" MAX. O.C. t 1" MAX. FROM J CORNERS 1 6" MAX. O.C. ANCHOR LAYOUT NAIL FIN - TRIPLE SINGLE HUNG WINDOW 6" MAX. FRO12" MAX. M (— CORNERS ' O.C. I i i 16 1/2" MAX O. C. ANCHOR STRAP 6" MAX. } P/ N 50=2995-2 FROM J CORNERS SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT THROUGHFRAME- TWIN SINGLE HUNG WINDOW ANCHOR STRAP P/N 50.2995-2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT THROUGH FRAME - TRIPLE SINGLE HUNG WINDOW SilverLine bYAf1dE'. rsen W N 6 • ITS ONE SLLV: MWE OPIVE NOFTFI ifRMISiYCCK: w 0A902 PH: (Y52) 135-1000 U m C o 2 o z oc wz 6 = Zn„ C9wU I OZ Zm 1 S' AT1Z m to <w m Z w m Z V) ¢ Lu c a F' c M a LU CD v J O F I Z j u Q a In >-.... a In 0o s uZ o In DN6#: SWD002 SHEET: 3 OF 6 CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY G 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS US WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERSPERIMETER SEALANT O.A. BY OTHERS UNIT HEIGHT EXTERIOR 1 O.A. UNIT HEIGHT SEE GLAZING DETAIL., SHEET 6 11/2" MIN. EMBEDMENT" a INTERIOR B1 VERTICAL SECTION Q, HEAD-2X WOOD BUCK V NAIL FIN SEE GLAZING -\ T7 DETAIL, SHEET 6 EXTERIOR INTERIOR PERIMETER SEALANT BY OTHERS EXTERIOR FINISH BY OTHERS 48 WOOD SCREW INSTALLATION ANCHOR 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR - CONNECTION DETAILS CAULK BETWEEN CONCRETE/ MASONRY G 2X WOOD BUCK BY OTHERS SilverLine b Andersen 3/B" MIN. s- wlx oows. 000ac ONE 5avEA-E carve NMa BFVN5NICC, N] WN2EDGEDIST. EH: 421439 lm 3 < H " MIN, 3/8" EDGE DISTANCE1/4" MAX. 1/4" MAX. SHIM SPACE — o O SHIM SPACE y_ .. z 0 _ N O V SASH REINFORCING_ SEE SHEET 6 FOR REQUIREMENTS MIN. 3 THREADS u m m o SEE GLAZING PENETRATION BEYOND p Q N a DETAIL SHEET 6 METAL STRUCTURE tii v 8 GR. 5 SELF -TAPPING SCREWINTERTOR Y INSTALLATION ANCHOR METAL. STUD BY OTHERS, SEE SHEET 1 INSTALLATION p NOTE 14 T EXTERIOR FINISH BY OTHERS 7— EXTERIOR PERIMETER SEALANT 0 BY OTHERS 1 Z O;A. Vi p UNIT H WIDTH uLu LL p HORIZONTAL SECTION 1/4"MAX. 4 JAMB - METAL STUD SHIM SPACE NAIL FIN O 3/B" MIN. I EDGE DIST. T_..... -._... a CONCRETE/MASONRY BY OTHERS 11/2" MIN. EMBEDMENT A VERTICAL SECTION SILL-2X WOOD BUCK NAIL FIN O u> > i m m N o 3 _* uZ 0110 U N DWG J#: SWD002 SHEET: 4 OF 6 10 WOOD SCREW SilverLine3J4^ MIN. INSTALLATION ANCHOR EDGE DISTANCE 2X WOOD BUCK/STUD BY OTHERSCONCRETE/ MASONRY IAndersen SEE SHEET 6 FOR 1/4" MAX.: BY OTHERS q, CONNECTION DETAILS SHIM SPACE MIN. 3 THREADS r• CAULK: BETWEEN a PENETRATION BEYONDSASHREINFORCING CONCRETE/MASONRY SEE SHEET G FOR REQUIREMENTS METAL STRUCTURE wiroows•nooas BYOTHERS_ JSEE GLAZING r MIN. 1/2." EDGE DISTANCE ONE snVbn¢NEo Ve WWSW K N308MZ 11/2" MIN.DETAIL SHEET 6 NORTH EMBEDMENT EXTERIOR FINISH= PH: 1152) 535Mu BY OTHERS INTERIOR 10 GR. 5 SELF" -TAPPING SCREW vv m Z1/ 4" MAX. - - INSTALLATION ANC!-ICR PERIMETERSEALANT_/ o a 3 ¢ o. O o wBY OTHERS SHIM SPACE METAL TUBE/STUD OR APPROVED v a Z ZOF- 0 O C LL t .—'--MULLION BY OTHERS, O SEE SHEET 1 INSTALLATION N 3 ys u W O.A. EXTERIOR i INTERIOR w Z i 0 " X. H m Q UNITl `\\\ NOTE 14 HEIGHT i- w PERIMETER SEALANT SEE GLAZING 4Z EXTERIOR BY OTHERS DETAIL, SHEET 6 N w Q a JO. A. I- P Lu UNIT—.._......_..-__^.—._..." WIDTH HORIZONTAL SECTION 0 w VERTICALSECTION , JAMB -METAL TUBE/STUD OR APPROVED MULLION 5 HEAO - 2X WOOD BUCK THROUGH FRAME. J THROUGH FRAME Z 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO SEE GLAZING O f- 1 FRAME.HOLES.PROVIDED DETAIL, SHEET 6 TO FRAME, HCDATE #14 4.0000 I 4.0000— O DIA. EXTERIOR INTERIOR 2.0000-r2.0000- F 1 ANCHOR STRAP, AT TWIN d LU o TRIPLECONFIG. ONLY. SEE PLAN VIEW-ANCHORSTRAP 0.0620-- ' O.A / 4.0020 UNIT / ` (P/N 50-2995-2)' DETAIL AT 0.5000 HEIGHT RIGHT FOR INSTALL. REQ. 2.3750 1/4" MAX: PERIMETER SEALANT SHIM SPACE ch Z BY OTHERS II INSTALLATION ANCHORS a 0..7500( 2j{— 5.0000(2) 6.0000 FROM ANCHOR STRAP TO EXTERIOR FINISHi1L4" MIN. - OPENING, SEE ANCHOR BY OTHERS- d PLAN VIEW-.ANCHORSTRAP (P/N 50-2995'-2). a EMBEDMENT BELOW. n```li q zA a. REQUIREMENTSa ...._......_r PRECAST SILL--•—a BY OTHERS a a ;, ANCHOR STRAP ANCHORING REQUIREMENTS: p 3/I6" ITW TAPCON a ' e. A. FO R INSTALLATION l OCONCRETE/MASONRY. USE (4) 3/16' I11N TAPCONS d, ,p y g INSTALLATION ANCHOR , a PR ` I. 3/ 4" MIN.' a PER STRAP, MTN. 1-1/4" EMBEDMENT, MIN. 1-3/4" EDGE DISTANCE. K+ T m aw V) EDGE DISTANCEB. FOR INSTALLATION TO METAL STUD, USE (9) #10 SELF -DRILLING SCREWS, GR. 5, PER STRAP. MIN. 3 THREAbS PENETRATION, MIN-3/4" EDGE DISTANCE. IW- -.. N n 2 C. FORINSTALLATIONTOWOOD, USE (4) #10 WOOD SCREWS PER STRAP-. MIN. n c' 3 M u VERTICAL SECTION j l-1/2" EMBEDMENT, MIN. 1" EDGE DISTANCE. D14G S W DUO 2 5 SILL - CONCRETE/MASONRY THROUGH FRAME SHEET: OF 6 EXTERIOR O INTERIOR I! VERTICAL SECTION 6 MEETING STILE INTERIOR o0 of SMALL' FRAME LARGE' FRAME REINFORCING EXTERIOR REINFORCI'NG SEE BELOW FOR REINF. SEE BELOW FOR REINF REQUIREMENTS REQUIREMENTS: r!4- HORIZONTAL SECTION INTERMEDIATE FRAME MULLION ALUMINUM SASH REINFORCING 1S REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X), DESIGN PRESSURE •/- 35 PSF 36 X 84, (0/X), DESIGN PRE55URE +/- 35 PSF 38 X 74, (O/X), DESIGN PRESSURE */- 50 PSF 38 X 77. (O/X), DESIGN PRESSURE •/- 35 PSF 72 X 84, (O/X-O/X), DESIGN PRESSURE •/- 35 PSF 76 X 72, (O/X-O/X), DESIGN PRE55URE */- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE'^/-50 P5F 108 X 72, (O/X-O/X-O/X), DESIGN PRESSURE +/-50 PSF c- STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (0/X-0/X), DESIGN PRESSURE''+/- 35 PSF U - STEEL INTERMEDIATE FRAME SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWINGSIZE/RATINGS: 76 X.62, (0/X-O/X), DESIGN PRESSURE +/- 35 PSF NOTE: ALL GLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND A5TM E 1300 GLASS LOAD RESISTANCE, 5/8" G.A. I.G. GLASS EXTERIOR- , \ INTERIOR O j; MIN.GLASS t IIJI SITE.1/2" 1/8" SETTING BLOCK GLAZING DETAIL 1 NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN P' MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED IS NOT EXCEEDED. 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK: 1/4" ITW TAPCON ANCHOR 4" FROM CORNERS 16" MAX. O.C. THEREAFTER 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME-. BY OTHERS. 1 1/4" MIN. EMBEDMENTY _ 11/2" MIN. EDGE DISTANCE 2" MIN. EDGE DISTANCE CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION DETAIL SilverLine bsAndersen W IN pOWS OORS ONE SILVERLZNE DRIVE NORTH C,O.UN-a, NJ 08902 Y F l 1 N Z '^. g O m Li W 0 3 N o O ll O Q kx NZz Zm"LL Q e 20Nwzr- ED 71— Z o Lu m o 2oQtu n: O I.K C) • r:; ' •6:'% T W CO V). m u Z DWG #E: swDoo2 SHEET: 6 OF 6 WINDOW & DOOR MAONUFACTUREIRSAS tATION Hallmark0 Certificate of w: r AMS, INC. AdministratiNv 1M anagtniatitWD'M'A Conformance and License (CL),tcnst. 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/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm 89241.01-109-47 7/17/2012 3/8/2017 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-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 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/l.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965xl676mm* (38x66in")-Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure= 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 WINDOW &€BOOR MA1,4UFACTUAERSASSOCIATION Hallmark@ Certificate of AI'viS, INC. WDMConformance and License (CCL) f Administrativc Man4mnwnt Systems, t>n. F Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide Nigh Test Report # CertDate ExpDate 440-H-025.44 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/I.S.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/I.S.2/A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm * (38 x 74in*) Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/i.S.2/A440-11 Class R-PG50;Size Tested 1321mm 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 & DOOR a, MANUFACTURERS ASSOCIATIONO rldmiuisarati4c.4rian e.On' allmark0 Certificate of WDMA Conformance and License rrarnt CAI,). 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/I.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- H-025.62 2900-4900 Series/2901-4901 Single Hung Window 101/l.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/l.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 +351-35 psf; Water Test Press 260Pa (5.43psf) 440- H-025.65 2900-4900 Seriesl2901-4901 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/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type- H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440- H-025.67 2900-4900 Series/2901/4901 Single Hung 101/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 & DOOR MANUFACTURERS ASSOCIATIONHallmark® Certificate of ,. AMSa INC, g m Adrniisiiarativc Managcn=t F W D OA Conformance and License (CCL) Systems, 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-025.69 2900-4900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109-47-r1 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.70 2900-4900/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.19 2907TW/4907TW 101/l.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in)-H 440-H-027.20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/1312016 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 1994xl524mm* (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.&VA440-11 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 2l5/2014 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 +35/-35 psf; Water Test Press 260Pa 5.43psf) WD-20 10114109 Friday, May 13, 2016 Page 10 1 1 WINDOW & 0 R MANUFAc R O la°r0 allmarkg Certificate of LL AMS, INC. Conformance and License CCL 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-027.27 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +151-15 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 +251-25 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/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52pso 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 +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.33 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-028.14 2903/4903/ 70 Series 101/I.S.2/A440-08 Class. R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 2737xl575mm, (108x62inyH 440-H-028.15 2900/4900/ 70 Series 101/I.3.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109-47 2/19/2013 1/17/2017 2718x2134mm (107x84inrH 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 2718xl575mm*(107x62in*-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 8, DOOR MMUFACTUR R`.a" ASB fATiO Hallmark@ Certificate of AMS, INC. a ` Atiminfsiratevc-A'tnu cgatnrWDMAConformanceandLicense (CCL) U w systems, tom. 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 +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in)-H 440-H-029.07 4900/2900/70 101/i.S.2/A440-08 Class R-PG35; Size tested 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 M41UWMAERSASBMATION allmark0 Certificate of x j F 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 # 440-H-089.00 5500/5510Sde Lite (Specimen 2) 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm 2432mm E6290.01-109-47 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 26013a 5.43psf) 440-H-089.01 5500/5540 Transom (Specimen 1) 101/I.S.2/A440-11 Class R-PG35; Size Tested 2734mm 914mm E6290.01-109-47 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: 4L 2 Jahn:t:fcFee, VPo AMS, INC. Admii istra€ewe ?.tan;cnzcns Systems, I . CertDate ExpDate 11 /23/2015 4/27/2025 11/23/2015 4/27/2025 rains, iT7)A14 Hallmark By: 0 ,a Rhonda Scher, .- urhori2ed Representative, AMS Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)673-4828 www.wdma.com TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954,744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval F .# FL 9715 Ill I 3 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 I.-Ine Building Products One Silverline Dr. North Brunswick, N7 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/15/2015 Contents: Evaluation Report Pages l — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' Xjj1IIfill" ES F. O 7 ' S/ ONAL Hermes F. Norero, 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 5th Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date: 12/15/2015 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 are as follows: Nailing Fin Installation: FL#: FL19715 Date: 12/15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 4/28/2017 Florida Building Code Online BCIS Home i Log In is User Registration Hot Topics Submit Surcharge Stats -& Fact; I Publications FBC Staff 3CIS Sit Map Links ' Search 90 Product Approval rS '` USER: Public User Y Product Approval Menu > Pr-u . gr ApQ!Lc2tion Search > 822lic3.tL2!L1--st > 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 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13192 R4 COI RIO - Certificate of Independence.PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 k Equivalence of Product Standards Certified By FloridaLicensed Professional Engineer or ArchitectWWIJFL13192R4EauivASTMC1186EquivalencySigned.pdf https://www:Floridabuilding:orgtpr/pr app dtl.aspx?param=wGEVXQwtDgtsk°/p2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%a3d 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 FL # ;Model, Number orName 13192.1 t Cemplank Lap Siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ install in accordance with NOA 15- 0122.04. fiber -cement lap siding Installation Instructions FL13192 R4 II ER RIO-2553-15 Plank metal wood odf FL13192 R4 1I ER RIO-2557-15 Plank Shingle CMU.pdf FL13192 R4 I1 ER RIO-2577-15 Plank to WSP Sheathing pdf FL13192 R4 II Install CemPlank Siding_pdf FL13192 R4 I1 NOA 15-0122.04.1)df Verified By: Ronald 1. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood pdf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU,pdf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathinq.odf FL13192 R4 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes 13192 2 HardlePlank Lap"Siding fiber cement tap siding limits of Use Installation Instructions Approved for use in HVHZ: "Yes - FI 13192 R4 II ER RIO-2553-15 Plank metal wood odf Approved for use outside HVHZ: Yes E" FL13192 R4 1I ER RI0=2557-115 Plank Shingle CMU pdf . Impact Resistant: N/A _: FL13192 R4 I1 ER RIO-2577-15 Plank to WSP Sheathing odf DesigmPressure: N/A Other: For'use-in HVHZ install in accordance with NOA 15- FL13192 R4 II -Install. HardiePlank" Siding. pdf i R4 II NOA 15-0122.04.pdf_ 0122.04", _ FL13192 i. Verified'By:, Intertek Testing- Services NA Ltd. Created by Independent Third`Party: No-: Evaluation Reports i FL13192 R4 AE ER RIO-2553- 5 Plank metal wood.pdf i FL13192 R4 AE ER-RIO-2557-15'Plank'Shingle CMU.pdf' FL13192 R4 AE ER RIO-2517-15 Plank`to"WSP Sheathing odf' FL13192 R4 AE NOA 15r0122:04:pdf s Created by IodependentThird.Party: Yes . 13192.3 i HardieShingle Individual Shingles fiber -cement individual Cladding shingles Limits of Use Installation Instructions Approved for use in HVHZ: No iFL13192 R4 II ER RIO-2555-15 Shingle metal wood pdf Approved for use outside HVHZ: Yes j FL13192 R4 II Install HardieShingle Siding_pdf Impact Resistant: N/A Verified By: Intertek Testing Services NA Ltd. Design Pressure: N/A i Created by Independent Third Party: No Other: Evaluation Reports FL13192 R4 AE ER RIO-2555-15 Shingle metal wood odf Created by Independent Third Party: Yes 13192.4 i HardieShingle Panel fiber -cement notched shingle panels (straight edge,° staggered edge, half round edge) Limits of Use Installation Instructions Approved for use `in HVHZ: No FL13192. R4 II ER RIO-2555-15 Shingle metal wood odf Approved for use outside HVHZ: Yes I FL13192 R4rII'ER RIO-2557-15 Plank Shingle CMU.Pdf Impact Resistant: N/A FL13192 R4r' I Install HardieShingle Siding.pdf Design Pressure: N/A Verified By: Intertek Testing, Services NA Ltd. - Other:. I Created by" Independent Third`Party: No" Evaluation Reports" FL13192 R4 AE ER RIO-2555-15 Shingle metal wood.pdf - j FL13192 R4 AE ER RI0-2557.15Plank Shingle CMU.pd 1 Created by Independent Third Party: Yes' 13192. 5 Prevail Lap Siding i fiber -cement lap siding Limits of Use Installation Instructions V w Approved for use in HVHZ: Yes I FL13192 R4 II ER RIO-2553-15 Plank metal wood pdf https:// www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtsk%o2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgAPIo3d%3d 223 4/28/2017 Florida Building Code Online Approved for use outside HVHZ: Yes' Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ install in accordance with NOA 15- 0122.04. FL13192 R4 II ER RIO-2557-15 Plank Shingle CMU.pdf FL13192 R4 TI ER RIO-2577-15 Plank to WSP Sheathind.odf FL13192 R4 II Install Prevail Lao Sidino.lodf FL13192 R4 TI NOA 15-0122.04.ndf 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.pdf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU,fidf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathina.pdf FL13192 R4 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-.1824 The State. of Florida is an AA/EEO employer. Cooyridht 1007-2013 State of Florida.:: Privacy Statement, :: Accessibility Statement :: Refunds Statement Under Florida law, email addresses are public records. If you do not want your e-mail address, released In response to apublic-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 arepublic record.. If you do not wish to supply a Personal address, please provide the Department with an email address which can be made avallable to the public. To determine if you area licensee under Chapter 455, F.S., pleasedick here . Product Approval Accepts: Credit Card Safe eca< ir z rnt `:, https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtsk%o2bGnUu47ogxrnaHRnH1ID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 313 Florida Product ApprovaL Y M, Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-15. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. 0 Hardo'ePlank, Io Lap Siding a es are EFFECTIVE SEPTEMBER 2013 INSTALLATION REQUIREMENTS - PRIMED & COLORPLUSrb PRODUCTSy!sit,v_:, l mi sl c ;tforthe most recentversion.. SELECT CEDARMILL"• SMOOTH • CUSTOM COLONIAL" SMOOTH • CUSTOM COLONIAL" ROUGHSAWN CUSTOM BEADED CEDARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURETO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMEa HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY; AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOUARE USING THE CORRECT HARDIEZONEr°" PRODUCT INSTRUCTIONS. INSTALLATION OF HZ10e PRODUCTS OUTSIDE AN RZ100 LOCAfION•WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE'r" APPLIES TO YOUR LOCATION, VISIT WWW,HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: z s CUTTING INSTRUCTIONS OUTDOORS INDOORS Store fiatandkeepdryandcoveredpriortoinstallation. Installing siding wet or 1. Ptl<itim rndgng station so that wind will blow dust away from 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. Po`sitiot cutting station In well -ventilated area joints. Carry planks on edge. Protect 2. Use one.otthe ldloMrig rnadiods a Bast: i. Scoie and sisip edges and corners from breakage. James Ii. Stems (manual; electric or finalmacc) NEVER use a perntr saw indoors Hardie is not responsible for damage b. Better: i. Dust reducing circularsaw etknipptd with a NEVER use a circular saw blade that sloes not c rry ate Hside8 ade saw blade trademark caused by Improper storage and handlin Ha(dieCdada` saw blade and HE -PA iucuum e 1raction NEVER dol sweep — Usevret suupressirm or HEPA Vacuum of the product c Good: 1. Dust raiuuing ring r sate with a HarrIVIladesaw, Male x k r only use for lav to i x)dmte Gulling) ImportatntNgtP For maximum protection 0ovA qt respirable dust prlxluctinn)„tunes Hardie recpinrmnds always usitg'Besr-le el rutting mdticds where feasbte: NIOSI1-apt ro>. ed respifa'ors can be used in conjunction with above cutting practices to further reduce dust exposures. Additional exposure infornetbn is available at~ rue hardie. com to help you calamine the mostappropreate cuttir•,g method for yourjob requirements: lfconcern still exists about exlxwre lavels or Wu do the AW industrial hygien or Hardie not comply with abovepracices, too snoticl consult a qualified st contact James for fiutherinfornnatio n: GENERAL REQUIREMENTS: HardiePlankw 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 requdrentents. Irregularities in framing and sheathing can mirror through the finished application. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at wivw, jainehardle 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 housewrap', which complies with building code requirements. When installing James Hardie products all clearance details in figs. 3-14 must be followed. Adjacent finished grade must slope away from the building in accordance with local building,codes - typically a minimum of 6" in the first 10', Figure 1 Double Wall single Wall Do not use HardiePlank. lap siding in fascia or trim applications. construction construction Do not install James Hardie products: such that they may, remain In contact with standing water water -resistive carder 24" o.c. max.. lot- Inbracing HardiePlank lap siding may be installed on flat vertical wall applications only pt}vonal or For larger projects, including commercial aril multi -family projects, where the span of the orrssneafn°'g' wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion acid moisture movement of the product in their design These values can be found in the Technical Bulletin "Expansion Characteristics of James Hardie" Siding Products" at www.JamesHardie.com. DO NOT use stain, oil/alkyd base paint, or powder coating on James HardleO Products, INSTALLATION: JOINTTREATMENT One or more of, die following joint treatment options are required by code ( as referenced 200,9 iRC R703.3.2) A. Joint Flashing (James Hardie recommended) B. Caulking` (,Caulking is not recommended ;y! for ColorPius for aesthetic reasons as the s Caulking and Colotl lus will weather b3?i differently. For the same reason, fla nog ,. do not caulk nail heads on ColorPlus products.) C. "H" jointer cover s Figure 2 Nal line_( If nail line is rail. s• present place a fastener between 3M 1'ir6m top L of plank) Uarl3: ri" (tutuHardieZone" HaidoPlank"siding instal planks in moderate contact at b0ttjrAnts i fastener instal a 1 114' starter "strip to ensure a consistent ptankangte leave appropriate gap between planks and trim, thencaulk•"' Note: Feld palnting crier caulking may produce a sheen. difference When compared to the field painted PrimePlus, `Refer to Caulking section in these instructions. For additional Information on 11ardieWrans Weather Barrier, consult James Hardie at f-1366.41lardie or wwW.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST times Hardie' products contain iespinabia crystalline silica, which is'lmown to the State of sailor a to cause cancer and is con iderod by IARG and N1091 to be a cause at cancer from we occupational sources. Breathing excessive amounts of respirable si5co dust can also cause a disabling and potent ally fatal lung diSetse caged silicosis. and has been linked'vwth othar diseases. Sonia studies suggest stunkryuu)yincri;aerihiser Ks.rhulngirrsit4lationorhandling'( 1)worl in outildxareaswilhingdrvtnliliiinn;( nsdliherr.Ementshcursfnrrutl igor,whemnntfaa ale tsa. Hardiel3!nrle¢ twldaii and dust -reducing ciicu!arsav, ahached boa HEPA vacuun; (3) wainothers lie [lie dnniedta le area; (4) wear a propary-fin d, (ION: -roper+ d dustma4k ar r sprator (e.g. N 95) tin accordance with applkabl2 governmenUeguYatur scrod manufacture' Insiructipis tofu thcx IniniLrespaahle sgica exposure ; Dunng,ccio-up, use HEPA vacuunnsorweleloanup methods - novordryswoo. Forfurtlner inlamation, refer to our in;dalbt:•ar insUuclionsandMalarialSolelyDataSneeravailableatwww.laninshardle.coui or by sailing 1-800-gHARDIE (I-800-942-7343). FAILURE TO ADHERE TO OUR WARNINGS, MSDS, AND INSTALLATION INSTRUJCTIONS MAY LEAD TO SERIOUS PERSONAL NUURY OR DEATH. "Mvs HS11119-P1/4 6/13 19 CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Roof to Wall Figure 7 Deck to Wail Figure 12 Drip Edge Figure 4 Figure 5 Figure 6 Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding Z-Flashing r As re uimd hy IRC code x 4"w Min. 1/4 Do not caulk + Min.1"-Y' Figure 8 Figure 9 Figure 10 Figure 11 Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry Figure 13 Figure 14 Block Penetration Valley/Shingle Extension FASTENER REQUIREMENTS k* Blind Nailing is the preferred method of installation for HardiePlanka 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 Men doing a repair). Pin -backed corners may be done for aesthetic purposes Only. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails - Wood Framing Siding nail (0.09" shank x 0.221"HD x 2" long) 11ga. roofing nail (0.121" shank x 0.371" HD x 1.25" long) Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 1/4" long x 0.375" HD) Screws must penetrate 3 threads into metal framing. Nails -Steel Framing ET & F Panelfast' nails or equivalent (0.10" shank x 0.313" HD x 1.1/2" long) Nails must penetrate minimum 1/4" into metal framing: 0S13 minimum 7116" 11ga. roofing nail(0.121" shank 0.371" HD x 1,75" long) Ribbed Wafer -head or equivalent (No. 8 x 1 5/8" long x 0.375" HD). 1 lW min. Overlap Figure 15 FACE NAILING Nails - Wood Framing 6d (0.113" shank 0267" 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" ifD) Screws must penetrate 3 threads into metal framing. Nails- Steel Framing FT & F pin or equivalent (0.10" shank x 0.25" HD x 1-1/2" long) Nails must penetrate minimum 1/4" into metal framing. OSB minimum 7/16" Siding nail (0.09" shankx 0.221" HD x 1-1/2" long)" Figure 16 Minimum overlap for Both Face and Blind Nailing I l min, 1 114" + t t ovedarr I 1 i{ 24" 11 O.C. max. 1 174" rtrn: overlap face nail 1 - a water -resistive barrier Laminate sheet to be removed immediately after installation of each course for ColorPius" 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, and when considering alternative fastening options refer to James Hardie's Technical Bulletin t1ST13 17 - F, for HardlePlane Lan Siding. HS11119-P2/4 6/13 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanizer, 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 resistark:e of fasteners, Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACO and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contact of ACQ or CA preservative -treated wood and aluminum products. Fasteners used to attach HardieTriin Tabs to preservative -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC R31,7.3 or 2009 IBC 2304.9.5. Consult applicable product.evaluation or listing for correct fasteners type and placement to achieve speckled design wind loads... NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing, Fastener heads Should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If hail 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 naili. NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The Gables 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 Linder drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). countersunk, k 0 sflug flush fill &add nail DO NOT DO NOT Figure A Figure B under drive nails staple PAINTING DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie`" Products. James Hardie products must be painted within 180 days for primed product and 90 days for unprimed. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint: manufacturers specifications. Back -rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges, James Hardie touch-up kits are required to touch-up COWPIUS 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 writteninstructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COL. ORPLUS0 TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should betaken when handling and cutting James Hardie& CDIorPlus© products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPius-Technology `touch-up applicator. Touch-up should he used sparingly. If large areas require touch-up, replace the damaged area with new HardiePlank° lap siding with ColorPlus Technology laminate sheet must he 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 ColorPlus product dealer Note: James Hardie does notwarrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third parry touch-up paints or paints used as touch-up that are riot James Hardie touch-up will,not be covered under the James Hardie DolorPlUS Limited Finish Warranty. PAINTING JAMES HARDIEO SIDING AND TRIM PRODUCTS WITH COLORPLUS" TECHNOLOGY When repainting ColoiirPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensu re the surface is clean, dry, and free of any dust, dirt, or mildew Repri » ing is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products. Ai) piy 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 ColorPlus touch-up section HSI1119- P.i/4 6/13 COVERAGE CHART/ESTIMATING. GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANK° LAP SIDING WIDTH SQ 5114 6114 7114 7112 8 8114 9114 9112 12 1 so = 100 sq ft) (exposure) 4 5 6 6 114 6 314 7 8 8114 10 314 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 1.00 too 74 9 225 180 150 144 133 129 113 113 B4 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 16 375 300 250 240 222 214 188 18B 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 23B 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 orderng of product. RE COGNITION: In accordance wiatlCC-ES Evaluation Report ESR-2290, 4ard,lePIanf10lap slang Is recognized as a suitable Am* totharspedaed in: the 2006,2009,&2012lolernalionat Residential Code fa One - and Two -Family Dwellings, and the 2006, 2009, & 2012 Intemat•onal Brilding Code,. HarifePlank lap sidN is also recognized for application in the following: City of Los Angeles Research Report No. 24862, State of Florida listing FL#889, Dade County, Florida NOA No. 02-0729.02. U.S. Dept of HUD Materials Release 12f>'3c. Texas Deparimn! of Insurance Product Evaluation EC-23, City of New York MEA 223-93-M, and California DSA PA-019. These documents should also be consulted for acidilidnal information concerning the suitability of this product for specific applications. 02013Jams Hardie BuMingProducLs.All rights resemd. Additional Installationlnformatlon, TM, SM, and rt denote lademarks or registered trademarks of James Hardie Technology Limited. 0isaregistered trademark Warranties, and Warnings are available at ® of games Hardie Technology Limited. wwwjameshardle.corn s W Panelfasi is a registered trademark of ET&F Fastening Systems, Inc HS11119-P414 6113 MIAMI•DADe NITAMI-DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE AD11IIiNISTRATION DIVISION T (786) 315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/eeonorny James Hardie Building Product, Ine. 10901 Elnt 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 Mianv-Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION "Hardie", "Cem." and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanet, CemPanel, Prevail. Panel; HardioPlank, CemPlank PrevailLap Siding; HardieSoffit, CetnSo€fit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E,, bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product 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 statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per T'BC1.710.9.2 and 1710.9.3 onsoffit 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 may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 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.E. NOA No. 15.0122.04 MlAMt•DADHCOUNTY Expiratiou Date: May 1, 2017 Approval Dater April 9, 2615 d313012h Page 1 James Hardie Building products Ine. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Stibinitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLIC & SOFF, titled "HardiePanel, CetnPanel, Prevail Panel.; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and seated. by Ronald I. Ogawa, P.E. B. TESTS "Subinitted under NOA # 13-0311.07" 1. Test reports on l) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/201.3, signed and sealed by Rick Curkeet, P.E. Submitted turner 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 51h edition (2014) FBC issued by Ronald 1.Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald 1. Ogawa, P.E. Carlos M._ Utrera, P.E. Product Control Exaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E-1 V1+Ai1 LENGTI C Stud.Spacing at 16" O.G. B-4 1 I -1 i ,'j ig, t`• fit'••. 204=qr IFiore m :% 1 WALL Oteft (? f! iEIGH 'Sit Nails at 16" 0.C. (typ.) 3/8" Minimum Edge Distance AET91_LA Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanel, Cempanel, Prevail Panel Siding M- d l Water -resistive barrier per Florida Building Code Section 14042 5/8" thick /5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 232 S 2" X 4" S-P-F Wood Studs The wall and soffit frames are to, be designed bythe Architect or Engineer of Record in compliance with the Florida Building.Code. SEE DETAIL A 6/8" thick 15 ply APA rated plyw*c d sheathing in acco¢Ianoewith Florida Buitd' ng Code Section 2322. 3 W2ter` resistive barrier per Florida Building Code Sedon 14042 r X a- s-P-F Wood Studs HardiePanel, SE CTION B-B Cemparie1, Prevail Panel Siding PRODUCT DESCRIPTION. HardePane[®, CernpaneM, & Prevail® Panel Siding 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. PANEL DIMENSIONS Width Length Thickness 4 6,9,10' 5/16" DESt_ GN?RESS>RE RATING Installation Design Pressure Wood Studs .76 psf impact Resistant - planks installed over 5/6" thick / 5 ply APA rated plywood sheathing ygRplEpAIdE9_ CEMPANEL, PREVACL PANEL SIDING INSTAL-L AMNDETAILS AllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer's installationrecommendations; and the applicable sections of the Florida Building Code WoodstudswhereHardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsof this N. 4A Mote1] VS" thick 15 ply APA rated plywood sheathing chat{ be attached to the studs in accordance with Florida Building Code Section 2322-3. APA rated plywood sheathing supported Thesidingpanelsshallbeinstalledover5/8' thick 15 ply byaminimumof2"X4" S-P-F wood studs spaced a maximum of 16" O_C. Note21Thesidingpanelfastenershallbea2' long, 0.223" head diameter, OA92" shank diameter, corrosion resistGrtt siding nail; the fasteners shall be spaced at 6" O.C. at panel edges andintermediatestuds; the fasteners shall be driven through the 5fe" thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fastenersshallhaveaminimumedgedistanceof3i8" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION fames Hardie Building Products, Inc. 10901 Sm Avenue Fontana, CA 9=7 Fax 909, 427-0634 A PNL SHEL7S OFF Creator. E Goner {es scaLaDate: 4124= 1 OF 12 Fastener Spacing per Florida Cladding Building Code Section 2322.3 16.00in, Framing PPODEJGTHEvtSM an eawviyiag t 3h ft llwi& Bcadbng = raQra.. 21t.d7 K2 c t a . FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-112" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALLAND SOFFIT FRAMESARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA eUILDiNG CODE, SNI;AT_HING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 23223 GLADDM- THE PANEL IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0_Q92'' SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS S" O.C. AT PANEL EOGES AND INTERMEDIATE STUDS Fastener Sparing per Florida Building Code Section 2322,3 I Sheathing Zz l , S D 1A FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) 1 WALL EIGHT i3 p EfA1L_A We Florida ANALL LcNGTI I Stud Spacing at IV' O,C., N oM STATErodiwY .ofla4B - 0 Fii94CQRC 3/8" Minimum Distance Nails at 6" O.C. (typ.) SEE Pf2GDUCT DESCREPTiJi1 HardiePanel(T, Cemparie,10, & Ptevaill) DETAILA Panel Siding materials are nonasbestos 5/8" thick /5 ply APA rated fiber -cement products tested in accordance with ASTM C1186 Grade 11, plywood sheathing fastened .type A and meeting the requirements otometalstudsasdescribedtheFloridaBuildingCode. in Note 1 PAIIEL DLNiFIV_S_IQNS Watermsistive Width Length Thickness ZZ barrier per Florida 4! 8,9,10' 5/16" Building Code 4 { Section 14042 DESIGN_P ES5i1R F2ATING Installation Design Pressure 209a, 3-5/8"X 1-518" Metal Studs -104 psf Metal Cstud Ha rdiePanel, impact Resistant — Panel installed over 5/8" thick / 5 ply S C_r ory) B CerdiePa , APA rated plywood sheathingPrevailPanel Siding HAIR DIEPANE CEMPANEL.zP&EVAIL PANEL 3tD[NG it STALLATION_DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, Campanel, Prevail Panel Siding will be installed shall be Sheathing fastener, as designed by an Engineer or Architect per the Florida Building Code. and the requirements of this described in Note 1. N.O.A. Note 1] 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6100 at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4" longPanelfastener, as described in bugle head screw Note 2 The siding panels shall be installed over 5(8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" uetal C-studs spaced a ma)omum of 16' O.C. Note 2) The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-Sie r-- Hard;ePanel& Siding long' ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating.metal framing); the fasteners shall be spaced at 5' O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick / 5-ply APA rated plywood sheathing into metal Water -resistive barrier per Florida Building Code Section studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from 1404.2 comers.. 618" thick 15 ply APA rated plywood.sheafhing fastened to metal studs as described rn 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. Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD COWSTRUCTION James Hardie Building Products, _Inc, 10901 Sim Avenue Fontana, CA 92337 rj SCALE' 112" = 11-0" PNL-PLK-SOFF Date: 4/24/2013 isH_L7 3 OF 12 Ciadding 6.00in. - - I 6.00in. . I I Framing 1 I. I • I I• I I I I I I II f• I i- I I I Sheathing II6.00in_ I I I I• - !• I I•I 6,00in. i I , 5GA . PROjCT 8£y1SED ` I • i I • I 1 Fbm yiwS MODUCr - I I I I Se ItTsta c 7,b t5 NO. 121 o I-ir gym II I = STATE OF S1ONA\ FRAMING NOMINAL 20 GAUGE 3-518" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM AND GRAVITY LOAD ARE THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROOVISIOVISJO NS FOR THESE LOADS) BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEA'TH_1NG NOMINAL 5/8" THICK /5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL HARDIEPANEL, CEMPANEL, PREVAIL PANELEDGESANDALLINTERMEDIATESUPPORTSUSINGA NO:a-18, 0.315"HEAD DIAMETER 1-1/4" LONG BUGLE INSTALLATION DETAILS METAL STUD CONSfRUCT10N HEAD SCREIlV Ja CLADD[T1G mes Hardie Building Products, Inc. THE PANEL IS FASTENED WITH NO.8-18, 0.315" HEAD 10901 Elm Avenue DIAMETER X 1-518' LONG CORROSION RESISTANT - o Fontana, CA 92337 RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT DM NO RE LEAST3 FULLTHi,EADS PENETRATING THE METAL Phone; 909-356&300 s FSCM No FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES Fax 90i27-0634A PNL- PLK SOFF 1 9 AND ! NTERMEDIATE STUDS 4/24/2013 sHE r 4 OF 12 Creator. E.Gonzales SCALE 1"= 1-0" Date: TAMKO BUILDING PRODCUTS, INC. C! EE TAfMKO Underlayments11-111TECHNICAL SERVICES, LLC TAMKOO 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. TAMKOO Master ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley In accordance with FBC requirements. Allowable roof coverings. Attachment of asphalt shingle ;valleys shall be permitted in accordance with the FBC. TAMKOO Moisture Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane Guard 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 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 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. AI " - 0- A I c. cr-WOMM-5, Max TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 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, 150T6.3, 1507:6.3.2, 1507.6.5, 1507.7.31 1507.7.3.2, 1507.8.3, 1507.8.3.2, 1507.8.8, T1507.8, 1507.9.3, 1507.9.3.2, 15,07.9.5, 1507.9.9 Properties: Physical properties REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST6049) TAP-191-02-01 REV ASTM D 1970. 2009 PRI Construction Materials Technologies (TST6049) TAP-1.92-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-214-02'-01 ASTM D 4869 2005601 PRI Construction Materials Technologies (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-220-02-01 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC 188 2012 UL LLC (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. 4/28/2017 Florida Building Code Online Credit Safe SeCt(r1L h3E'RIc9' https:l/www.flpridabuiIding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramDGm5e%2bS%2baRvkOl3ThCQrlWi58TQ%3d%a3d 4/4 0 4/28/2017 Florida Building Code Online Design Pressure: N/A i Created by Independent Third Party: Yes Other: See evaluation report for limits of use. 1 Evaluation Reports . . f FL12328 R7 AE TBP14001.3 ° 2014 FPA TAMKO U nderl aym ents-FINAL. odf I Created by Independent Third Party: Yes 12328.7 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 Asphalt saturated organic felt Installation Instructions FL12.328 R7 II TBP14001.3 2014 FPA TAMKO Underl ayments-FINAL, pdf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nderl ayments-FINAL, pdf Created by Independent Third Party: Yes Asphalt saturated organic felt Installation Instructions 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.Rd6. Created by Independent Third Party'. Yes Alternate to ASTM D 226, Type II underlayment Installation Instructions FL12328 R7 II TBP14001.3 2014 FPA TAMKO U nderlaym ents-FINAL, pdf Verified By: Zachary R. Priest PE-74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nderlaym eats -FINAL. pdf Created by Independent Third Party: Yes 12328.10 TW Metal and Tile Underlayment i self adhering modified bitumen underlayment1 Limits of Use - .Installation Instructions Approved for use in HVHZ: No. FLI-2328 R7 I1 TBP14001.3 2014. FPA TAMKO Approved for use outside HVHZ: Yes` Underlayments-FINAL, pdf Impact Resistant: N/A - Verified By; Zachary. R,: Priest"74021 Design Pressure N/A " Created by Independent Third Party: Yes_ Other: See evaluation report for limits'of use, . Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA.TAMKO.. Underlavments-FINAL pdf I Created by Independent Third Party: Yes 12328.11 — 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. pdf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nderlayments-FINA_L,pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-201,3 State of Florida.:: Pnvacv 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 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 are a licensee under Chapter 455, F,S., pleaseclick here . Product Approva l Accepts: https:// www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDOF2AezuarigOlAramDGm5e%2bS%g2baRvkOl3ThCQrlWi58TQ%3d%3d 3/4 4/28/2017 Florida Building Code Online a Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved tummary`,';of Products,_ Method 1 Option D 08/23/2016 08/23/2016 08/25/2016 10/13/2016 FL # Model, Number or Name 1 Description 12328.1 ASTM State Surfaced Roll Roofing Roll roofing surfaced with mineral granules by Independent Third Party: Yes 12328.3 1 Master Smooth 1 Asphalt saturated organic underlayment i 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-FINAL.pdf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes j` Other: See :evaluation report for limits of use, ' Evaluation Reports Independent Third Party: Yes ing modified bitumen:underlayrnent 1 Instructions 7 I1 TBP14001.3 2014 FPA TAMKO nts-FINALpdf Independent,Third Party.Yes i 12328.5 No 15 ASTM Asphalt saturated organic felt Limits of Use Installation Instructions I' Approved for use in HVHZ. No FL12328 R7 lI TBP14001.3 2014 FPA TAMKO 2 W ', Approved for use outside HVHZ: Yes Underlavments-FINAL,odf Y Impact Resistant: N/A Verified By: Zachary R: Priest 74021 Design Pressure: N/A I Created by Independent Third Party: Yes Other: See evaluation report for Limits of use. Evaluation Reports r t FL12328 R7 AE TBP14001.3 .2014 FPA TAMKO Underlavments-FINALpdf I - Created by Independent Third Party: Yesii 12328 6 I No 15 UL Asphalt saturated organic felt Limits of Use a Installation Instructions Approved for'use in, HVHZ: No FL12328 R7 3 2014 FPA TAMKO; Approved for use outside HVHZ: Yes Underlaym nts INAI'odf k # Impact Resistant: N/A, Verified By: Zachary-R. Priest 74021S https:liwww.floridabu,ilding.orgtprlpr_app dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramDGm5e%2bS%o2baRvkOl3ThCQrPNi58TQ%dad%3d 214 i 4/28/2017 Florida Building Code Online BCIS Home 1. Log In I User Registration Hot Topics Submit Surcharge Stats & Facts I Publications i FBC Staff BCIS Site Map ( Links Search d be'. Product Approval1 r u. USER: Public User Product Approval Menu > Product or Annliration. Searct > SpgtifAtignList.> Application Detail FL # FL12328-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product. Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email TAMKO Building Products, Inc, PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerrF_eden@tamko.com Carter Lea carter_lea@tamko.com Kern Eden PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerri_eden@tamko.com Category Roofing Subcategory Underiayments Compliance. Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 x w 4 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 01/07/2019 j Validated By Locke Bowden 1 _ rC .'; Validation Checklist - Hardcopy Received f Certificate of Independence m v r FL12328 R7 COI TBP14001,3 2014 FPA_TAMKO Undedavments- FINAL. odf I : Referenced Standard and Year (of Standard) Standard Year r { ASTM D1970 2009 E 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?parbm=wGEVXQwtDgtF2AezuarigOikamDGm5ep/o2bS%`2baRvkOl3ThCQrlWi58TQ°/a3d°/a3d 114 6.12 PATRIOTTM:..' LOW AND STANDARD SLOPE t se FOUIR imils for every full shill ;le loa-ucd as slloml Irt[mv. Soalanl l m^^ f TRINITY ERD STEEP SLOPE Use RXIT halls and foor spots (if asi lilt roofing cement 1br every lull shiitnle .ts shnil n bclpla: A.y(nit ro2f(nt cement mecum .l`'C1i (l45 6 T)Pe 1( is ,ag_-escetL Apply 1'( 5 min) spols of ;lsllhall roofing culneni 4`,shown. CA 11ON Excessiveessice use of roofing;"cement can cause ahilv,4es to blister. lle5=mt I e 6.121 Hip & Ridge for Patriot"': Refer to instructions herein for Cedar Crest'"', Cedar Crest'" IR, Shadow RidgeT"°, 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 CIA requirements. 10. QUALITY ASSURANCE ENTITY: ULLLG—QUA9625; (414) 248-6409; karen.buchmann@uscul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate ofAuthorlzation119503: FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 z T M I N I I ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14: 18 tbree piece units sepatafe to make 54 Hatteras Accessory shingles. 6.10.1.2 Ootion 2: Cut Hatteras Shingles V— 230 mm) I I I I F2s e j L---203mm) 4G0'fri Cap Cap Cap Shingle Shingle Shingle Figure I5-70: Cut Hatteras shingles to wake cower cap.,Ft cure 15-21:1nstal/ntfonof caps along hips and ridges: 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1T""" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE'""„HiGHLAMD SLATE'"' (RL LOW AND STANDARDSLOPE. STEEP SLOPE:. Use FIFE palls and EIGfiT spots of asphalt roofing cement* roc eadt full Highland State shingle. For Min W- 43xle, Six nails are required. Apply i' diameter spots of asphalt°roofing cement under each tab corner, Asphalt rooattg cement meeting m'm D4 86I'To11 is suggested. 9- a79' k, stxlefequires SIXi'alk lM o nails 1' (7$ n aliea sYy C&tldf fxll8ul ad e:%YMt}. Fig era 1 a-,i: Uw FITE hair for every /ltgbtand Slate shingle SIX na c{"i •Sits. +'¢5 mr1 W(2Ffgxre 11-3,4: Use MT natlsfind elgbt spots;ofapbatt roofing conent under each W corner. CAUTION: Excessive use of rootl rig ceinenI cat] cause shingles to blister. 6, 11.1 Hip & Ridge for Highland Slate'", Highland Slate'"` IR: Refer to instructions herein for Cedar Crest'", Cedar CrestTM IR or Shangle Ridge" hip and ridge shingles. Exterior Research and Resign, LLC. Certificate of Authorizattan #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-Ril FLS444- R10 Revision 11: 12/08/2016 Page 11 of 12 u, TR.INITY ERa i 6.9 PRESIDENTIAL SHAKETt; PRESIDENTIAL SHAKE, "' (R,. PRESIDENTIAL.SHAKE TLT"" PRESIDENTIAL SOLARIST"":. LOW AND STANDARD SLOPE: STEEP SLOPE- For low and standard slopes, use five nails for each full Presidential For steep slopes, use nine nags for -etch fill Presidential shingle and shingle as shown below, apply 1' diameter spots of asphalt roofing cement under each shingle tab. Afterapplying 5 nails in between the nailing guide l'uies, apply 4 nails V Nagin9 Imo- 40" above lab cutouts.ifiaidffg certain tabs of overlying shingle cover nails Guide Lines (101:6.MITI) 5 1t4' I i 1133MM) . 141/4' t t/r 38 nini) (362 mm) NOTE: Apply nails on painted guideline. Figure M-6: FiutentiigPreskknlialantiPresutentiat tL Shake shingles on lour and standard slopes. V diameterasphalt tooling ceinent Figure 16--T Fastening Preside» tot and FiestdeenllatT/L Shake" shingles on, steep slopes. 6. 9.1 Hip & Ridge for Presidential Shakerm, Presidential ShakeTI IR, Presidential Shake TL'", Presidential Solaris""' 6. 9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shinglesup to the ridge (expose no more than 7" from the bottom edge bf the "tooth." Fasten each accessory Nvith two "fas- teners. The fasteners must -be 1341 long or to'nger, so they penetrate either 3/4" into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Blrmingham,. AL-is I2" x 1.2"; Portland, Ok'produce"s 9`7/8° x 131/4" accessory 6. 9.,1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1"" 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 I HATTERAST"" ' LOW, STANDARD AND. STEEP SLOPE: urn / S+.a' 1'aslcrt1nSi/aRrrnsSfiniglcr on Loa and Slandoat,11opec I- w lowaiuisl: n(htrd slopes,^use fire gaits for each (;III. H" uter is shiugh.,, as sliukiii alwre. Kp I );.r("Waing 110NIitt..1i1[Yk.,"'gftYfA,Ciliirt! far steep doiv.M a..+i; nee nails mid eigia sjk4s of`:uphalt ronfiag rcblciti roi cavil fuif,ll:inc as :chfogie es "Ilm i'a4ave diyify I` td5mni 1`Ul unt{t r 110of Coofisl, MIMI( OS:TM 1) 4586 lk i e 11 sag;;ritctl) under tacit lab Coiner..Fn+s siHn;;k d(1n) phco; Iln-not cslmsb ceweui:.. - va rriON: Too -nu di"riwdlag cw.cat run canacahiogka to hfislcr. Exterior Research and Design, LLC. Evaluation Report3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-RID Revision 11: 12/09/2016 Page 10 of 12 W16 t1251, Va rcrtlll^+a t•! n4 t31f•1' i { 3371.n.,y f Align thin / r 0iss it to top 7 5.:'E 7=dI J14 tfS i rt NorthGate Ridge n r1051111n) TRINITY = ERD f 3 1181, 333 mm)---- 6 5l8' +11-6 518"- 168 mm). (168 mm) Centering 131/4' Notch t 337 mm) . Align theso" Moines to top 7 5/8" edge of ( 194 mrn) NorthGate Accessory 12" Laying Notch I i Figure 13-20. Elsa layingnotcfies to centersbtngk on bi s and ridges, and to locate Me connect exposure. 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP `111 adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Optiore2: Refer to instructions herein for Cedar CreStTM, Cedar CrestIm IR 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: 1Z/08/2016 Page 9 of 12 STEEP SLOPE use sic nails and foor spots of asplialt roofing cement for every full LANDMARKTL landintled shingle. See belotc. Asphalt roofing cement should meet ASTM 114586 1}gte H. ipp(v 1' spots of asphalt cement und'e each corner turd at about 12" to 13' iu front each edge. 131/ 2"- 343 nim) METRIC DIMENSIONS I- 1 '( 25 mni) I "_. 25; nim) STEEP WM I` m, NorthGate: 30S mm)- *—{375In Naiiln V( 25 rump bet`rven vq 13" 131/ 2" 330 mm) ( 343 mm) 1 "(25 mm)- figure 13 S: Use sixxnatls.and or(r spots of asphalt roofing conLant on steep slopes r(25 12° 1„ 25 mm) Naming areas for steep slopes (greater tllnn 21:12)' and "Sttlrmi-Nailing" Nail between lower 2 nail lines as shown above. 6.8.1 Hip & Ridge for Landmark—, LandmarkT" IR, Landmark*' Pro, Landmark'"" Premium, Landmark*"" TL, Landmark"" Solaris_LandmarkT" Solaris IR, NorthGate: 6.8.1. 1 Option''1: Shadow RidgeT" or NothGate Accessory 12' 97/8" 305mm) (250mm) 150mm), osomm) — (125mm) I ;125mm) 12' \ l/- 305mm) Notches forA10tnenttathe top Edge of the Previous 7 Cap for 5' ( 125mm) Exposure (ice English Dimension Shadow Ridge'" Exterior Research and Design, LLC. Certificate of Authorization # 9503 FBC NON-HVH2 EVALUATION Centering. 131/4" 137m11) Notches fo, Alignment to. Lthe Top; Edge of the Previous 7 mu 1 Cap for55i8'( 141mm) Fxposure (i( m) Metric Dimension Shadow Ridge'" Evaluation Report 3532. 09,.05-R11 FL5444-RlO Revision 11: 12/ 08/2016 Page 8 of 12 TRINITY ERQ 6.7 CARRIAGEMOUSE SHANGLE® AND'GRAND MA NOR SHANGI€®: LOW AND STEEP SLOPE STANDARD SLOPE Esc seven nails wid three spirts of asphalt roofing cement for every Bill Grand Manor Shao4e. use G1c n.aik and tlnti spots of asphalt L'sc live nails for eret<< frill $Etfangie. rooting cement for emr y full Carriage House tihaug)e antl Lunrnniid Slate, Applyatsplialt roofing,cement I" (25 mm) from cdgo of shingle. Flqu •e 1 5). Asphalt rooting cement -meeting ASC3t D4586 %lie if i (25 iron) n. Sin" 8 519" ji i (38 mm1 luiYm) / "220mm) !' orLlLiI1—(25iml) 1 mm) ss 1 —4- Rguw17 r Isefintvailrfr'nrrte'r} frill?;irrnrldlnunr,4furgRlr'• a1S" 85k Carriage llrnrae ,bangle. or mm) 25'irur}T t _ i..-_... pooliriy Cement ----i Figum 17-5. i(berr eelslalllnp'l;relnd;lrnncy'Sn<rrrglir ilz <let.da/krr. nw seeerr qd he mid lkree gaols rt/err/afire moJing fennel!. 6.7.1 Hip & Ridge for Carriaee House Shangle® and Grand Manor Shanele: Refer to instructions herein for Shangle' Ridge hip and ridge shingles 6.8 LANDMARK"", LANDMARK`"' IR,'LANbMAR' V PRO, LANDMARK'"'- PREMIUM, LANDMARK`"" 4 LANDMAR m SO ('ARIS,,LANDMARK'm SOLARIS IR; NORTH GATE:, LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143I4„ 12„ rnm)---,-(315 mm)-+-•-(305 mm)-{ I {7h mnr) Relcas}a TapB 1 {25 mni) yIL NaMl* { Arm Exterior Research and Design, I.I.C. Certificate of Authorization 7r9SO3 LANDMARK TL 13t12" 13" 131/'L" 343 mm) (330 mm)-- --(343 tnm) --j 1" (25 mm) 1" (25 min) Pignir 11-4: t Se four nalkfior erei) frill shingle. NorthGate: rru;r. FtaB,t\G I 12 14:114" a r 305 mr.1 375 mm)—+-1-+— (335 ;nei;'. 1 I - hail ni rrtti' - 25 mm) il,awrr na I ir^e I Nn4ing arias far low and;elaiidard slopes (t„om 2:12 ro 21121 Nat r;rnnu(1er#kr+A t esA:symnaUm.'H. FBC NON-HVHZ EVALUATION Evaluation Report3532.09.05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 7,of 12 6.6 8 ELMONT"": Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle,. located as shown below. Ya raml I r" } 1 TRINITY! ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement- for every full Belmont shingle. Apply asphalt roofing cement V (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTK1 D4586 Type Il is suggested. 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 Nlgirre 17-18: Shanrgle" Ridge. 18' Remove tapeExposure from the right side 81 and fasten SECOND Fasten the left side a5la RIGHT FIRST LEFT gu e 17-19: hislallation gfS'bnngle° Ridge sbuigles on b1ps>and ridges. 6.6.1.3 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, U.C. Evaluation Report 3532.09.05-1111 Certificate olAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 r _ _ TRINITY ERD 6.S ARCADIA'": LOW AND STANDARD SLOPE STEEP SLOPE 1'se SIX nails for even! full shingle located ns sLmtn helot. (sc SIR. nafis mid POUR spots of asphalt roofing cement for nery (till shingle as Shown belnw. apple' msphalt ronfing cement 1"(25 nun) r--,-- from edge of shingle.:lsphalt roofing cement meethlg AST f D 4586 71pe IT is:auggested. 1, j 5 nvn) 1' (25'Will —r^ nail l.s — tuill --- nall!e2 I - 1y75 rrnl i't25mni-- I I 1 IYgare 2: Gse sb- trails fir eccrr frtR sGia„le. J mo. II —r F{qunr 3: Lisa six aails and fr,nr shots of asphall ro<fgg r:c!acnt on stet/ slopes 6.5.1 Hip & Ridge for Arcadia": Cedar Crest'"", 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 Y.-inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "SonolasticO NPI' "' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. mrn) -----__ Lti Cr°•' mm Hand -sealing adhesive 14- 1/4" 3/4" —s.- Dab of asphalt cement between -- shingle layers 1r, Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 5 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 i R.IIITY ERD Roof deck, slope, underlaymentand fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer' s minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation' and shall hold current Florida Statewide Product Approval; or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905. 2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but, not less than FBC 1507. 2.6 or R905.2.5. Staples are not permitted, Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. TT"' 25, XTT^" 30, XTr"" 30b I R ENGLISH 12" 12' 12" 1" ( 25 mm) lant Sealant1 ' (25 mm)-«i 5 s/a" (115 inns) 5 1/2 Narxood plant T MEMIG I ( 25 mm)J i' (25 mm) { Sealant— 6 t/e" rigute ll-3 Use fournalls for weiy foil sbingla.. Use four nails.and six spots of asphalt roofing eegnent* for every Tull shingle, ( Figure; l.1-4). Asphalt roofing cement meeflng ASTM D'45s6 Type 11 is suggested. I RoJY ofingCementApply 1";(25 nnn) spots of asphalt fooling cement under each tab corner, Figuie11` 4: Ustifour'nailsand six sjwta:ofaspAiltatinerihon sheep slopes CAUTION. Excessive use ofroofing,cement can -.cause shingles to, blister. Hip & Ridge for CT10'", XT'" 25, XT` 30, XT'" 30.IRs Cut Shingles 1— +I2" ( 50'mm) Remove_^ 5rm)I II1 i ? fl 12" Cap cap p 305 m) hinglShingle, shingle sFigure 11-24, Cut.tabs film idut back to make cap shirides Wnglisb dinkiutons sbouu:)'. 5 1? ( 365 mm)-"-- 5b1g _ 0 1-a5 k, 1 iLFigure 11-25: lasia/lation of caps tdong the hi)isand ridge. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastico NP T`"" adhesive or Henkel "PL*' Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design,LLC. Evaluation Report3S32.09.05-Rll Certificate of Authorization #9503 FBC. NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/1016 Page 4 of 12 RaTRINITYF 4. PRODUCT DESCRIPTION: 4.1 CT2W-, XT'"' 25, XT"^ 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 ArcadfaT", BelmontT"', Carriage House Shangle®, Grand Manor Shangle®, Landmark'", Landmark'" IR, Landmark'm Pro, Landmark"" Premium, Landmark'"' TL, Landmark— Solaris and LandmarkM 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 ShakeTM, Presidential Shake'"" IR, Presidential Shake TL` and Presidential Solaris" are fiberglass reinforced, architectural asphalt roof shingles, 4.5 HatteraST", Highland Slate'm 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 CreStTM 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 Va,d = 150 mph (V,it = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating; 5.4.2 Presidential Accessory, Accessory for Hatteras, Shingle 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 NIP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Va,d = 150 mph (Volt = 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 Fisted in Section 4.1 through 4.6 (except Presidentiol Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of Vwd = 150 mph (V rt = 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. S.S All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1311 Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R1b Revision 11: 12/08/2016 Page 3 of 12 i. ERDTIITYI 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 5`h 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, R905.2.6A Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Enti Examination Reference Date UL (TST 1740) ASTM 03161 941NK9632 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 OSNK16778 05/12/2005 UL(TST 1740) ASTM D3161 05CA16778 05/12/2005 UL(TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 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(TST9628) ASTM D7158' TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D,3161 & D3462 4786334434 09/16/2014. UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC( TST 9628) ASTM D3161 & D3462 4787195678, 02/09/2016 UL LLC 9628) ASTM D3161, D3462-&.D7158 4787380356 10/26/2016 ULLLC ( TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158' 47873803S7 11/08/2016' ULLLC (TST 9628) ASTM D3161 4787880357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report3532.09!05-R11 Certificate -of Authorization #9503 FRC NON-HVHZ EVALUATION FLS444-RlO Revision 11: 12/08/ 2016 Paget of 12 j 1 II III H' L EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. CerGficote of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 ERD OXFORD, CT 06478 PHONE: (203') 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-11:11 FL5444-R10 Date of Issuance:09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. 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 IERD requires,a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature.. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request; a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearingwas authorized by Robert Nieminen, P. E. on 12108/2016. This does not serve as an electronically signed document. Signed, sealed hardcopies 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. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. 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. r i . TRINITY ERD 6.12 PATRIOT'" LOW AND STANDARD SLOPE STEEP SLOPE USe 1011Z nails lot- evety Bill shhwle located as showli bcic)tt Use MIT nails clad iota- sin))s of osithaU roofing <rmvnl for C%TIV full shingle ac shown below. Asl)li:tlt ro(ifing cenwiW.ieuing AS1']1.1) i96 tppe It is su; 1'ed., ililtly' l'( mm)slits of asphalt roofing Small cenlent os sli(AVII. i . — — — l — — — — — — — CK FION\ recessive rise of roolntg ceawnt can taus shingles to blister. 1 mn) T Ii Mnrni i— — — — — — — -- T"i ITS ra :i aZ ,n:. l Jflcollnq Cement 6.12.1 Hip & Ridl;e 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 FEIC 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 CIA 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..09,05-1111 Certificate o/Authorization #9503 FBC NON•HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of"12 1 TRINITY, tr'tt!'( j(j 6.10.1 Hip & Ridge for Hatteras—: 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14: 18 t%ree piece units separate to snake 54 Hatteras Accessory shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles V 23Q n-,C) 466 03mm)b" cal Cap CapCap Cap 3lV ShingleShingleShingleShingleNgure 15-20: Gut Hatteras shingles to irtake coder cap." Figure 15-21: Installation of caps along laps and ridges: 6. 10.1.3 For ASTM D3.161, Class F performance use BASF "Sonolastico NP111" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGHLAND SLATE- HIGHLAND SLATEr"IR. LOW AND STANDARD SLOPE- STEEP SLOPE;. Use FIVE nalls and ElcfiT spots of asphalt roofng cement" foe each full highland State shingle. For Nflaui-Dade, SIX 'na is are required. Apply C diameter spots of isphalrrooting cetuent under each tab rn' mra os?Rmr . cornet Asphalt too0ngretnen( meeting ASl7vf D45 36 Cype, it 6, swcstod. Figure 11-3., Use MW nuLr for every ftbland Eflalo shbigia T tnI rLl r ahou. RooF4ig Come Flyare ll-3k tfsr,rnw nails nrd ergit spots of,73PIWlt rooj? ng convent unLrer a acb lab evrnee CAUTION; Excessive: use of roofing cerient can cause shingles to blister. 6. 11.1 Hip & Ridge for Highland Slater", Highland SlateTM IR: Refer to instructions herein for Cedar Crest1m, Cedar CreStTM IR or Shangle RidgeT1 hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization N9503 FBCNON-HVHZEVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 LOW AMn STANOABD CMDC )Ittr )Lure: For low and standard slopes, ase five nails for each full Presidential shingle as shoynt below. Nailing 1--- 40 ----i Guide tines (1016 min) 5 1 /4' — 1:3 min) . 1 141J4" 1 1/2' 38 min) (362 mrn) NOTE' Apply nails on painted guideline. Figure, [6-- S.- Fasteiii;jglhesi lerrgnl jidN kkntid A Sbake shingles on lath and standard stopes For steep slopes, use nine nalls'for each full Presidential shingle and apply 1' diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails In between die nailing guide lines; apply 4 nails 1" above tab cutouts making certain tabs of overlying shingle cover rails: 1 1 1' diameter asphalt roofing cetnent Ftguia 16-7.- Fastening Presidential and Presidenital T/L Shake shingles on steep slopes. 6.9.1 Hip & Ridge for Presidential Shake". Presidential Shake'" IR, Presidential Shake TLT", Presidential Solaris'"'i 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessoryshingtes can be nsed.for covering hips and ridges. Apply shingles up to the ridge (expose no more tlian T from the bottom edge of the "tooth." Fasten each accessory'Nvith two, fas- teners! The fasteners -mist. be 13/4" long or. longer, so they penetrate, either 3%4" into the deck. or completely through the deck. Presidential accessory comes in trvo different sizes! Accessory produced in Birmingham, Avis 12` x 12"; Portland, OR produces 9148" x I31/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP ' " adhesive or Henkel "PL® Polyurethane Roof'& Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest", Cedar Crest" IR hip and ridge shingles. 6.10 F< r sir p slnjv,w ti:a fire u:iN and eight_tims of asph:dt roofing Figme t5-3: k(rteuhig IGttMma'.1'bbrtds at cecueiA for e;ich;hill 16111urrs shingle as''ltlm t al*c. Ai pki i-- na• mrrh.5'fmrdaxLsTol ea (tgnne}:dl:nuetrr stwis csI iaonng'cgnutin (ASf11 D 45. 6 "Npe u foc Itnr ao(1. 5I mhirtlsloixs,.use fife nails for each fall "ui,^,estcsl) nndet ctrhtnb coi im' Qre.s shing e; Inlu jilace, do not lkntanu sliinglc.rs slara'it iilu'uc. e%pose cement CAlrr ON7 11u) much rimfiq,ctvion c,ut caw stueglrs in Iri ster. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.05-1111 Certificate of Authorization #9503 FEICNON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 9 Z1;.,,r. Irt l 0 12. rnr11 - L-i L'@rlsrLtg ii iGh. i 337irtr) Align th, @. r 'L:has M. top F s+s,, dgen (104 mri) 7tlU4 G'I tS NorthGate Ridge TRINITY ERD 13 1/81, 333 mrn).-.__..-.. 168mm11 t168mm1 Gentering 13 i/4" Notch I337 i m) `Align Mosa 7 5/8' notches to top (194 nvn) edge of previous course. NorthGate Accessory 12" Laying Notch 2 l I Fi wwe'13-2D: Use.laying notches to coaster sLinglias on hips rmd. ridges, and'to locate tiro conecteiposure.. 6.8.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic® NPY" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance, with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar CrestT", Cedar Crest'"' IR hip and ridge shingles. Exterior 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 9 of 12 STEEP SLOPE Use six nails and four ipots of asphal( roofing content for oa•ety fit[] laminttted shingle. `eer below: Asphalt tooling cemew should nteei ASTb1 b4536'RPt! 11, Apply 1" spots p[asphak roofing cement trade each corner.aod at about 12" to 13" It, 6btn each edge. METRIC DIMENSIONS 3U5 mm) a 1 t25 mm) Nail Area For Steep' 25tnm) 1---- l0bl"----12"-- 375 mar) (305 mm) tease Taue p ;:. 1 (25 TRINITY11 ERD itGldi li3 1 I WA o Figure13-5: Use. six nails andfo ur shots of i" aspbalt roofing-nenton steep slopes, 25 nun; NorthGate: 12" 14.3114' 12" 1—( 30.5 mm)— (375, mrn — -•-(305 MY-1 Nailtn ` imifs t"( 25 mm) bei',veel t maa 1"(25 mm Nailing areas for steep slopes (greater than 2112) and " Stottn-Na)Ifhg" 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 Ill, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge""' or NothGate Accessory 1 z 97/s, 305mm) ( 250 m) i— q15/tG 41S/tti 6 —T— 6' (i25mm) (125mm) 15Omm) I (150mm) Nat h for Not Ittfor Centering Centering 12' 131/4' 305mrn) N tchesforAligmaientto (337mm) Notches for Alignment to 5 the Top Edge of the Previous T the Top Edge of thePrevious 7 Capfor5'(125mm} Exposure (tom m} Lt!! tt 19SImm) English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge — Exterior Research and Design, LLC. Evaluation Report 3532.09.OS-Ri1 Certificate ofAuthorization # 9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE®S STirp SI (1PL LOW AND STANDARD SLOPE t }e five nails for mry fall Sharigle. 25mm) Y (25t,um) 1•7gmc L7 / hise f n! mittsfin, of er}fitIC(;rnxd :uarrvr,Ybnlrgle, Carrfagellanse flangle, or 6'enteoialstate. tt TRINITY I ERD t`. ieseveu nails mid (hrce'sfxds af;lsphah roofing cement. for evert fill Grwtd manor Sha,rglc. lac fire nails amid Ihree "spots of asplmll roofing cement for every fill Carriage Ilol:se tih;uigle and Centenutal Slate. Appl ,-phalt ruofiitg ceAllenl V (2S null from edge tdshinrle 11lgnrn, 17 5). Asph:dt roofng content naeeagg Xmi 1)4586 1l lle II Is suggested, T ( 39 mm) i•• j oriels 25mm) 25 mm)t-`L_ _ l' I,r w 17-.5. lFbm iastidlhig Grand aframr Shaxgtes err sleep sloprrd•, lase sere" nails and 11uies/iats ofasplialt rarving teem. Hip & Ridge for Carriage House Shangle" and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles L. ANDMARK'm, L:ANDMARKTm IR;XANDMARKTM PRO, LANDMARK— PRE,MIU-M, LANDMARK.`"' TL, L.ANDMARKTM SOLARIS, L,ANDMARkTm SOLARIS IR, NORTHGATE; LOW AND STANDARD SLOPE METRI( DIMENSIONS 1?' 143/4'' 12" 375 mm)---(305 mm)- I ( 2S nun) Rehdsle Tape { 1 (25 rnm) w t4ailable l'-- - _ ----- Area LANDMARK Till. NorthGate: 13'/ V 13" 131/2" 343 mm)----(330 mm)-- --(343 mm)--( 1„ ( 25 min) 1" (25 min) - Pignix, 1g.4: Lur four mails for eroy frill shingle. ra. q m 12+ 1414' 12' A1tFA I {305 mm) -.- 375 non) —•- 305 mni} Nallrg lamas ry t t Q5 trim)j- Upp natleo Ln: ternellte l haling araacfor low and standard slopes (From 2:12to 21:12) Nal uetrivsn upreI R. bir'!.1:.es ci s"mvn ah+yx. Exterior Research and Design, LLC. Evaluation Report 3532.09.05•1111 Certificate of Authorization #9503 FBC NON•HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 J 6.6 e r J 1 RII IITY ! ERD BELMONT'm: _ 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 e1gery full Belmont shingle, asphalt roofing cement— for every full located as shown below. Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below- Asphalt roofing cement rneetingJ, ASTM D4586 Type II is suggested. b M16m:11 ails ii ^. wT4--.. 6 5?8' is rcmj - j 1 I X d 5Pa' 6:6.1 Hip & Ridge for Belmont`"": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar CrestT" IR hip and ridge shingles. 6.6.1.2 Option 2': Shangle® Ridge Figure 17-13: Shangle" Rube. 18 Exposure Remove tape from the right side and fasten SECOND Fasten theme' left,slde SSIA RIGHT FIRST LEFT fignl'e 17-19:'bistallatlon Q% S/,7ang[d0 RI(4Je sbitlle Oil h/ps and rqqec 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastie®NP111" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rli Certificate of Authorization p9503 FBC NON-HVHZ EVALUATION FLS444-RSO Revision 11: 12/08/2016 Page 6 of 12 6.5 6.5.1 ARCADIATM: LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nails for cae.n, full shingle IQCate(I ,ts s11MV11 helMV, 1,(2s rM i-iA timl -- TRINITY ! ERD l,'sc SIX Mails and FOUR spots of aspliait roofing cement for ererY [till shingle. as shown htd(Ik. AI)ply asphalt r00f lig cement 1"(25 nma) from edge of shingle. Asphalt roofing cen;ent mnetin .011 1) 4586 Tyl)e It is sug;ested. I-1'?5:pm mml— Fr,ure 2: Use six hail frar vl:erp fall shingle. F'igtux',;: Gse sh. u(Nls rnul four spots ofasphalt roq' illg ceiuent on slaty) .slopes, Hip & Ridge for ArcadiaT": Cedar Crest", Cedar Crest`" IR Use two (2), minimum M-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic® NP1 "" adhesive or Henkel "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. Exterior Research and Design, LLC. Certificate of Authorization #9503 Hand -sealing adhesive 4" 114!" ., 3/4" —* ,•— Dab of asphalt cement betweel) shingle layers FBC NON-HVHZ EVALUATION Evaluation Report3532.09.05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 TRINITY! ERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1S07.2.6 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. C pTm, XTT"" 25, XT'M-30, XV30 IR ENGLISH 12" 12 1221, Use four nails and six spots of asphalt roofing cement. for every full V5mm) (3051 mm)- -($05 mm)- i shingle (Fignro, 11-4). Asphalt roofing centeiit meeting ASTM D4586 1"( 25mm)—Sealant1"(25mm)-may Type` Itiasuggeste<f. 5 51e" ( 149mm) 1 5tl`, totAtitrmvod ---- ---- ---- ani METRICh_ 13i/e" -^l a 131/s" - 131/a""floating Cement ` 1"(25 mm) Sealant 1" (25 mm) Apply 1" (25 mm)'spols of asphalt rooting Lenient. undereach fab cornar. Fiore 11=4: Use furor nails emd six spoo ofrup&dl centail bn'sl&p slopek CiUi11710M Excessive use of roofing cement can cause shingles - to blister. Figurell• 3: Usefournallsforeueryfullshingla 6.4.1 Hip & Ridge for CTT2I0"I , XT— 35 XT" 30, XT'" 30 IR: Cut Shingles Remove-_ 12 005 fnfT)' Fg it — — — t — if _ _ U I (125 mrn) i' '" Sides ml CIF ap Gap" Cap305t1im) ` 1i aS' Shingle Shingle Shingle 1 r 19 Shai+n Figure 11-24: Cut tabu, t/xn lrinf back to make cap.sbin—glass 1 b5 m °i No pOd 12 t1 kigl4h dinterulons shount) lro ti Figure fl-25: Insftd, eWon ofrwps atong The Lips.and rUtxes. 6.4.1. 1 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1T""' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3532.09.0S-1111 Certificate ofAuthorhation #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/ 08/2016 Page 4 of 12 kr` .lei TRIRIITY ERD 4. PRODUCT DESCRIPTION: 4.1 CT201", XT'" 25, XTT" 30 and XTT" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont", Carriage House Shangle®, Grand Manor Shangle", Landmark'", Landmark"" IR, Landmark'" Pro, Landmark" Premium, Landmark`" TL, Landmark'" Solaris and Landmark'" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGateTM 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 HatterasT", Highland SlateTM 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 TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 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 D71S8, Class H, indicating the shingles are acceptable for us in all wind zones UP to Vasd = 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 PL® Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Va,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 Va,d = 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, U.C. Evaluation Report 3532.09.05-1111 Certificate ofAuthorhation #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 11 1 t TRINITYERa 4 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 5th 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 Pro a 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, R905r2.6.1 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 99NK265OG 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 OSNK16778 05/12/200S UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM 03161 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 IOCA41303 10/08/2010 UL(TST 1740) ASTM D7158 IOCA41303 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 4786570826 02/12/2015. ULLLC (TST 9628) ASTM D3161,03462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & 03462 4787195678 02/00/2016 UL LLC (TST 9628) ASTM D3161, D.3462 & 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 Auihorizbtion #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page Z of 12 TRIM EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC, Certficote of Authorization #9503 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 S'h Edition (2014) Florida Building Code sections noted herein. DESCRIPnoN: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCES 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 "TrinityIERD 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. O C Florida Registration No. 59166, Florida DCAANE1983 Jiinn nnsU The facsimile seal appearing was authorized by Hobert Nieminen,: P.E. on 12/08/2016. This does not serve as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have; nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. I 4/28/2017 Florida Building Code Online Product Approval Method Method i 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 #, j Model, Number or Name ' Description 5444.1 I CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles 1 asphalt roof shingles Limits of Use Installation Instructions Approved for use in HVHZ: No i FL5444 R10 II 2016 12 FINAL ER CERTAINTEED Asphalt Approved for use outside HVHZ: Yes ; Shingle FL5444-R10.pdf Impact Resistant: N/A j Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A f Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Limits of Use Evaluation Reports FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-R10.odf j Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone. Road, Tallahassee FL 32399 Phone: 850-487-1824 The. State of Florida is.an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statemen4 :: Accessibili-v Statement.:: Refund Statement Under Florida law,email,addresses are public. records. If you do not want your e-mail address released In response to apublic-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 llcersed 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 Approva l Accepts: W a .rs ; - Credit, Card safe s C[1Tri 'M>»TltIc httpsa/ www.floridabuilding.org/pr/pr app_dU.aspx?param=wGEVXQwtDgtahlgO7CSsoycOr128CcpCJinUeXw7ibKvlUzOW4hL8-,v%3d%gad 2/2 4/28/2017 Florida Building Code Online acIs Home 1, Log In User Registration ' Hot Topics Submit Surcharge Slats & Facts Publications FBC Staff BCIS Site Map Llnks Search IC71iCir`I Oa, r Product Approval USER: Public User PreduR AoPmval Menu > Product or ARpLg tion Sfarct > Application 1-1 > Application Detail FL # FL5444-RlO Application Type Revision Code Version 2014 Application Status Approved Comments Archived droduct 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 Harper mark.d.harner@saint-gobain.com Technical Representative Mark D. Harrier Address/Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 Mark.D.Harner@saint-gobain.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59.166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE Y' Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444 R10 COI 2016 01 COI Nieminen.odf Standard ASTM D3161, Class F ASTM D3462 ASTM D7158, Class H Year 2009 2009 2008 https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hL8w%3d%3d 1/2 CREEK TECHNICAL SERvicF-s,, LLC 12" T4 Soffit ALUMINUM COILS; INC Soffits Appendix 0 3 !ir 718., 3 1/6" -7/81, 3 its" 5/16" 1 2" 1/21" 1/2" 1/2", 3/ 13.75" ,BLANK 3./8" PROFILE 0 ID P OCG F-1 F1 0aaa L.99., IN= D'fFt'e"C'noN AS R15s, END OF REPORT ALCI5001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20T3. 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 REF; UJO EC CC oc c i aa o WIN LOUVER PAnTRN (Bit} SC'N Q LOW AS, FORMED IN SAVE DIREC7,014 AS RJBSj ALUMINUM COILS, INC Soffits Appendix D ALU 15001 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 throughoutthe duration for which this report is valid. This evaluation report does not express nor.ir-hply warranty, installation, recommended use, or other product attributes that are, not specifically addressed herein. tra tro CREEK TECHNIC/AL'SERVICES, L,LG Fascia. 3/4" ALCi;S001 1f8" HEM 6"FASCIA' T' BLANK FL12194-R3 ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D 2of4 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 implywarranty, installation, recommended use, or other product attributes that:are not specifically addressed herein. t TECHNICAL SERVICES, LLC 3/8" F-Channel 318' 3/4" 3/8" J-Channel 1/8" HEM 15/6" S 3/4" ALC15001 FL12194-R3 ISOMETRIC VIEW 3JB"'PROFILE ISaMETRIt VIEW 3T8 PROFILE ALUMINUM COILS, INC Soffits Appendix D 1 of 4 This,evaluation report is provided: for State,of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are, not specifically -addressed herein. EEK TECHNICAL SEIRWICES: LLC' ALUMINUM COILS, INC Soffits Appendix C Design Wind ;PEosss re '.for Sous in Ezpo"sureD Building _ Type Zone Roof Hei ht ft' Basic 'ind S eed m h 1`20 130' 140 150 160' 170 180 190 :° 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 60.6 67.6 74.9 4 30 27.9 32..8 38 0 4:3 6, 49.6 56'0 62:8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41>6 47.8 54.3 61.3 68.8 76:6 84.9 Enclosed 60 31.5 370 429 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89A 2.5 33,3 39.1 45 3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 613 69.2 77.5 86.4 9547 5 40 36 2 1 -42.5 49.3 56 6 64.4 72.7 81.5 1 -90.9 100.7 50 377 44.3' 51.4 58.9' 67.1 75.7 84:9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29_6 33A 37.5 41.7 463 25 1<7.3 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 44.8 497 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 54.4 Enclosed 60 20.2 23.7 27.5 31_6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16,7 19..5 22. ' 26.0 29.6 33A 37.5 41.7 46:3 25 17.3 20.3 23.5 27.0 1 307 34.7 38.9 413 48.0 30 17.9 21.0 24:,3 27.9 31.8 35..9 40.2 44 8 491 5 40 1;8.8 22..1 25;6' 29.4 33.4 37;8 42.3 472 52.2 50 19.6" 23.0 26.7 30.6 34.8 39.3 44.1 49A 54A 60 1 20.2 1 23.7 27?5 31.6 36.9 40.5 46.4 50.6 66.1 This evaluation report is provided.forState of Florida product approval under Rule 61 quality assurance changes throughout the duration for which this,report is valid. This product attributes that are not specificallyzddressed herein. Page 4 of 4 manufacturer shall notify CREEK Technical Services, LLC.ofany product changes or report does,"not express nor imply warranty; installation, recommended use, or other L jTE:.CHNICAL, SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix C Design Wind Pr-essuresfor Sotfit" in.Ex -' ' e G Building Type- Zone Mean Raof Height Basic Wind Speed m h 120, 1,30 140 150- 160 °'_ 170 180 1.90_ - 200 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 628 30 23,6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.54 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 1 -62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2' 31.9' 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26:7 31.4 36.4 41.8 47.5 53.7 60,2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 5 30 29.1 34.2 39.6 45.5 51.8 58,4 65.5 73.0 80,9 40 30.9 36.3 42.1 48.3 54 9 62.0 69.5 77.5 85.8 50 32.4 38.0: 44.1 50.6 57.6 65.0 72.9 1 -81.2 89.9 60 33.6 39.4 45.7 52.5 593 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27,9 31-2 34:8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 4 30 15.1 17.7 20.6 23:6 26;9 30.3 34.0 37.9 42.0 40 1,6.0 1 &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 46.7Enclosed Positive 60 17.4 20.5< 23.7 27.2 31.0 35.0 39.2 43,7 48.4 Loads) 20 13.9 16.3 18.9 21.7 24°.7 27.9 31.2 348 38.5 25 14.5 17.0 19.7 22:6 25.8 29.1 32.6 36.3 40.3 5 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 402 44.5 50 16.8 19.7 _ 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 1 27.2 1 31.0 35.0 39.2 43.7 484 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. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix. C Desi n`,Wind, Pressures`for Soffits in Ex'po'sure°B Building' Type Zone Mean Roof, - Hei ht: ft' Basic Wind °S eed rri h 120 .. 1 30 140 15:0 160 170 180. 190 200 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 1 -2.1.5 24:9 28.6 32._5 36.7 41.2 1 45.9 50 8 50 19.5 22.9 26.5 30.5 34.7 39a 43.9' 48.9 54.1 Enclosed 60 M5 24.0 278 32.0 36A 411 46:0' 51.3 56.8 Negative 20 20:8 24.4 28.3' 32.5 37.0 41.7' 46.8 52.1 57.8 Loads) 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 752.1 57.8 40 22:6 1 -26.5 30.7 353 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 16.9 19.2 21.7 24.3 27:1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30,0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 118 16.0 18.3 20.8 23.5 26A 29.4 32.5 50 12.5 14.7 17.0 19.5 222 25.1 28.1 31.3 34,7 Enclosed 60 13.1 15A 17,8 20.5 23.3 20 29.5 32.9 36.4 Positive 20 1.0.8 12 7 14.7 16 9' 19:2 21.7 24.3 27,1 30.0 Loads). 25 10s8 12.7 14.7 16.9 19,2 21.7 24.3 27.1 80.0 30 10.8 12.7 14.7 1 & 9 19.2 21.7 24.3 27A 30.0 5 40 11.7 13.8 160 18.3 20.8 23.5 26:4 29A 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 FL121.94-R3 Page 2 ofA 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. LI CREEKiTECHNICALSERVICES, LLC DESIGN, WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following; tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, Ii, )Il; and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC„ 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind, directionality factor, Kd = 0.85 Vu,i 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-ftshall be evaluated by a licensed design, professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or(0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 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. lCREEKijTECHNICALSEFZVICES_LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail, 11- TRIM NAIL .-FASCIA: BOARD I'Xj' CRO PAINTED S.S, \ - FASCIA CAP US14G A a ONrI SGFFIT- PATIERN: REFER TO CANTILEVERED CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN RAFTER DETAIL FASCIA BOARD SOFFIT' & FASCIA I J, TRIM NAIL PAINTEID,S-S, DETAIL 24J-1 & 1-4- CROWN STAPLE I I 24J-2 FASEIA,,CAP; REFER SOFFIT' & FASCIA DETAIL Nommal. V x Z'SYP battens sabded beV.V n M-lerS and SOFFIT: MAX. 24- 3/8 J-CHANKEL se m with one (1) 7d,flng Shank niaTir,'liohl-nafted through f,je nafter nlid,the end11 WOOD SUBSTRATE--- of the biatten o. two (2),7d ring shah nails fce•nzileC on eaher side of the tranem at Ito j. batiewrafter inlefwtion SOFFIT STAPLE DIAMOND PATTERN ALC15QOI FL,12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufadurer 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 expTess nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. S a iCREEK TECHNICAL SERVICES. LLC ALUMINUM COILS', INC Soffits Appendix B. System No. Installation Detail I }` TRIM NAIL +{ FASCIA BOARD PAINTED S,S- q icGA;{`.T-NAILS[,,,—FASCIA CAP s 'I 1`.J' CROWN STAPLE I I 4 1 }" TRIM NAIL . FASCIA DDARD. PAINTED S.S. SOFFIT & FASCIA 24F-3 & DETAILi 24F-6 ;`, CROWN STAPLE 1 - FASCA CAP: REFER 1 TO SOFFIT & FASCIA DETAIL Nomo at vxr SYp 18a1-fen Anchored to. F-CHANNEL .Rafters +.ith'ore T8 SDFFIT MAX, 24" Ring Shank. NaO.. at eYery Rafter MASONRY--- 1- i i I I 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. i CREEK 14 TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System. No. lnstallation Detail I J" TRIM NAIL ,,-FASCIAeoANo PAINTED liS. V 14- SMOOTH SNXINK I CAPAROOFNAILS FASCIA SOFFIT I".1' CROWN STAPLE I---- 1 TRIM NA IL PAINTED SS. FASCIA BOARD SOFFIT & FASCIA 24F-2 & I OETAIL 24F-5 FASCIA CAP.; REFER TO SOFFIT & FASCIA Nornin't'j"xZ' SYP Batten Anchoredle SOFFIT : MAX. 24" F- CHA144EL Rafters with one ')d RingZankNailat4" Y Rafter WOOD SUBSTRATE- 10 of 12 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 tks report'is valid. This evaluation report does not express no rimply warranty, installabon, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALIMINUM COILS, INC Soffits Appendix B Systern,No. Installation Detail' A I J., TRIM NA I FASCIA BOARDPAINTEDS.S.S 1'4- CROWN i STAPSTA I 4 C FASCIA CAP SOFFIT. I /_ LNESUSINGAU PATTERN; REFER TO i".4" CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN L_ t " TRIM NAIL FASCIA BOARDPAINTEDS,S.. SOFFIT & FASCIA DETAIL 24F-1 & j 24F 4 j' Yx" CROWN STAPLE FASCIA CAP; REFER SOff1T L FASCIA DETAIL Nominal 1ith SyIBattenAnchoredto SOFFIT. MAX. 2C" F-CHANNEL Ratters vith one Id RI y whaik at 41000 SUBSTRATE every Ratterfte I SOFFIT STAPLE DIAMOND PATTERN FL12194-R3 9of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The imanufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluation report does not express nor imply warranty, installation, recommendeduse, or other product attributes that are not specifically addressed herein. CREEK TECi NICAL SERVICES, LAC 16J-1 No Installation Detail. 3/4" X 1/4' CROWN STAPLE '24- ON CENTER USING A DIAMOND PATTERN CHANNEL WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4- TRIM NAIL PAINTED S,S 48' SOFFIT—;iiax. 15-inch snan ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE, DIAMOND PATTERN FACIA BOARD 14a s rv1:cer DETAI L 1 $TpPEES, . AscIA CAP `\`•.~-- - /, I l; / 1I 3/4' X 1/4" CROWN FACIA BOARD STAPLE '& 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 ol"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 specificallyaddressed'.herein. z CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. - Installation Detail ll 1 J` TRIM NAIL l li FASCIA BOARD PAINTED ss: {I FASCTA CAP SOFFIT i I-r4" CROWN STAPLE OPEN RAFTER I FAS,CIADOARD Ott" CROWN I. STAPLES. i SOFFIT i FASCIA USING A DIAMO;{O 4. DETAIL 16F-2'& PATTERN; REFER TO SOFFIT STAPLE 16F 6 DIAMOND PATTERN DETAIL OS IT REFER TTO SOFFIT & FASCIA DETAIL 9 CHAKNEL 378{, SOFFIT: MAX, 16".—. i SPAN wATESL'HSTRATE< SOFFIT STAPLE DIAMOND -PATTERN ALC1S001 FL12194-R3 7of12 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. CREE"K TECHNICAL SERVICES, LLC System lVq., Installatiori Detail 1617-4 3/4' X 1/4' CROWN STAPLES USING A DIAMOND PATTERN I CHANNEL CAN 8t, 1-3/4,* TRIM NAIL F- O.C. INSTALLED WITH THE O.C. D S.S. 48' tWUNG FLANGE UP OR DOWN 000 -, SUBSTRATE OPEN RAFTER BOARD CAP 3/4- X 1/4- CROWN STAPLE -8- ON CENTER 7,iax. 3.6--inCh spari ALUMINUM COILS, INC, Soffits Appendix B 31/W Xr4M SOFFIT STAPLE STAPU:s DIAMOND . ..... PATTERN QUAILU-1, W KTVED4jSTAMM- 1-3/4* TRIM NAIL FACLA BOARD PAINTED S'.S. FASCIA CAP 3/41:,'` 'X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALCI5001 FL121,94-R3, Page 6 of 12 This evaluation report is provided for State of Flodda. 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 warrantyinstallation, 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 r i n., 3j y ..: dy t.. nail ui is mti.. I!., — for -v(>o >. -__._ t a r_l. ,nr R .0N%-".3ia.. T-nail Gr s--ub nail vi.`-h min. 5j3^' r .a Pm 7r ( . r r nc-ara or Klock subs^,z sr c_d as road FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL U1C.r:,je 1. YA:J:•"• . i nr Block Walll STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE FASCIA LIP 1 /4" L PAINTED S.S, 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001, FL12194-R3 Page 5 of,12 This evaluation 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 r TECHNICAL SERVICES, LLG ALUMINUM COILS, INC Soffits' Appendix B System,No. Installation Detail' Q- TRIM NAIL (. : FASCIA. BOARD PAINTASOFFrr! L FASCIACAP CROWN STAPLE OPEN RAFTER FASCIA BOARD 16F-1 SOFFIT & FASCIA 16F-5 , OETAiL l FASCIA CAP; REFER TO SOFFIT 6 FASCIA DETAIL F^ CHANNeL 1 SOFFIT! MAX. 1f" SPAN. _ _ i MASONRY SUBSTRATE. j... ALG1500:1 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3_ The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which, this report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. r TECHNICAL SERVICES, LLG CREEK ALUMINUM COILS, INC Soffits Appendix 8 System.No. Installation Detail. OPEN RAFTER 3 TGE SEN `, SOFFIT STAPLE OIST DIAMOND PATTERN D ETAI LEi"SFACIABOARD MENtErtTAKES f 3/4" X 1/4" CROWN STAPLE -24" ON CENTER USING A DIAMOND PATTERN I FASCIA CAP 12J-1 LJ—CHANNEL 3/4" X 1/4' CROWN STAPLE W ON CENTER 1-3/4' TRIM NAIL FACA HOARD 1-3/4' TRIAL NAJLJ PAINTED S.S. ox_ ed Co- o:fat itn an_,1y #a x PAINTED S.S-,48' FASCIA CAP z' x. 3/8u head O.C. diameter s.ct-c -w, 3/4- 'X 1,/4" iGO e.a• CROWN. STAPLE SOFFIT—rtax. 12-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D EfAI L ALC1so01 FL12494-R3 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, LLCIof 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. E1 CREEK TECHNtCAL SERt/ICES..LLC ALUMINUM COILS, INC Soffits Appendix B Systern,No. IThstalliation Detail OPEN ;RZ FrER i ` SOFFIT STAPLE s/a• x /4- ' I DIAMOND PATTERN CROWN STAPLES , ; DETAIL USING A DIAMOND\ _ aie ErViEFr! TTMLES PATTERN FACIA BOARD L r i FASCIA CAP 12F-2 3/4 X 1/4•CROWN FACIA BOARD STAPLE "8" ON CENTER 1-3/4" TRIM NAIL 1-3/4" TRIM NAILJ PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48` INSTALLED WITH THE Q C: FASCIA CAP NAILING FLANGE UP, OR 3/4 ` X 1/4`" DOWN CROWN STAPLE SOFFIT— rn :. 12 1r:ch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of12 This evaluation repprt`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 B INSTALLATION Note = Refer to the APPRoyEo Sys7Ems'section of this report for additional installation details of a selected system and maximum design pressures limitations. No. ) Installation Detail Min, 3I^ `«Cd die.. n,iL 4_ch min. e:n3.aqm_nt'((fo woad %Lbztr-.te:) or. min. 9.0,57'' d_,n. T-.n..i ._ s,ut ^:A 1 as llot.d AS' CIA 'SLIP BOARD: FASCIA TRIM 1 II 12F-1 & F" CNOFFIT ANNEE(OVERHANG WIDTH VARIES) 12F- 3 Wo-- d cone --- FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8"' X 3/8" STAPLE 1; 6" O,C. t_ PAINTED S.S. 1 3/4" TRIM NAIL MIN, 5 NAILS PER 12' PIECE I I SOFFIT & FASCIA DETAIL ALC15DD1` 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 that are not specifically addressed herein. k CREEKO*s" TECH KIIC'AL-.SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems, for24-inch overhang with 4-Channel, Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment, Attachment Nominal 1 x2 No.12 SYP scabbed between rafters with one (1) One (1)18 ga.im-inch Nominal 1 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 strai ht-nailed=throw hgg the rafter into the end sta ies spacedpp 1'2inchox.,securing- 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 Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 60 12-inch 1) min. 225- staples in diamond min: 2.25 inch ri 7d' ring One (1) min1.75-inch leg staples spaced 3/16-inch head spaced inch -xi7d ringpatternspaced nailed 16- shank nails toe x 0.072 Inch diameCer, 8-inch o.c. 12-inch o.c. shank nail inch o.c. on eitherside of the batten at each finishing nail With min. 24-inch o_c. battenlrafter 3116-inch head spaced intersection. Max. 4-inch o.c, rafter 'spacing. is 24-inch o.c. Nominallx2.'No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 225-inch x 7d. ring shank nail crown x 1-inch leg No.2,SYP anchored to Three.{3) 98' ga.1/4-inch crown strai ht-nailed-throughg124nch the rafter into the end staples acedpp o.c. securing, g- One 1 18 a. Y, g inch crown X 1-inch One (1) min. 1.75-inch 24J-2 Max rafter with one x 1-inch leg of the batten or two (2) each panel lap 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 (1) min: 8-inch c:c. and 3116-inch heads acedspacedinchx7dringpatternspaced16_ P P ringshanknails toe- diameter z0.072-inch diameter securin each panel gP16-inch o,c: shank nail' inch o.c; nailed on either side of finishing.naii with min.. lap 24- inch o.c. the batten at each batten/ rafter 3 16-inch head spaced intersection. Max. 4-inch-o.c. rafter spacing is 24- inch o.c. ALC1, 5001 FL12194-R3 7of7 This evaluation report is provided for State of Florida ,product `approval under Rule 61 G20-3. The manufacturer' shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the'iduration 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 TEICHNICAL. SERVICES, LLC: ALUMINUM COILS, INC Soffits Appendix A Approved Systems 1or-24-inch overhang with F-Channel WallConnection 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) 18rga.114-inch Nominal 1x2 crown x 1-inch led, 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, 4 16-inch Wood leg staples in 1) min. _ Wood leg staples spaced 8- finishing nail with min. 801-60 diamond patter in inchx7dringOne (1) min. 1.75-irich Inch o.c. and securing 3116-inch head spaced spaced 16-inch o.c- shank Wait 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- No2 SYP 12-inch o.c. securing One (1) 18,9a. 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 2417- 5 16- inch Wood smooth shank rafterwith one Wood' leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/1 6-inch head spaced 16- inch orc, inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c,. nail24, inch o.c. finishing nail with ,min. 3/ 16-inch head spaced 4- inch o.c. One ( 1)18 ga.114-inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 1'2-.inch o.c. securing One (1) 18 ga. 114- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F- 6 16- inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x2.25- One (1) min. 1.75-inch inch o.c, and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch.o.c. finishing nail with min. 3/ 16-inch head spaced' 4- inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report'does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS; INC CREEKSoffits' TECHNICAL SEP.VlCES., LLC 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 AttachmentAttachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-inch.leg Nminal P' staples spaced Three (3)'18 ga.114- 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 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, 801-90 diamond patternOneinchx7dring 1),min. 1.75-inch inch o.c. 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. finishing head spaced 4-inch o.c. One (1)18 ga.114=inch crown x 1-inch leg Nominal 1x2 staples spaced One (i) 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 1.1 ga. anchored to each panel lap Inch crown x'1-inch 0.072-inch diameter gt7f 24F-2 12-inchlegWoodsmoothshankrafter -with one Wood 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. 311,6-Inch head spaced 4-in6h O.C. One (1) 18 ga.114-inch crown x 1-inch leg, Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga . 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-3' 12-inch Masonry inch long T nail' rafter.with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 8=inch o.c. 1) 7d.x 225- 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: 3116-inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluationreport 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. LCREEKjTECHNICALSERVICES, l_LC: ALUMINUM COILS, INC soffits Appendix A. Approved Systems for 16.-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F`-5 Max, Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples, spaced.4- 0.072-inch diameter finishing nail with min. 3/16- 43.316-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 ga.1l4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x. 072-inch diameter0 16F-6 Max. 6-inch Wood inch leg staples in diamond pattern Wood 1.-inch leg staplesspaced '4- inch o.c. and securing each finishing nail with min. 3116- 43.3 spaced 16-inch o..c, panel lap inch head spaced 16-inch o.c. Approved Systems for 1,6-inch overhang with,J-Channel Wall, Connection Eave Connection System Panel MDP No. Width psf,): Substrate- J-Channel Substrate PaneLAttachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/flinch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.516J-1 SB-inch. Wood crown staples in diamond pattern spaced 24-inch Wood crown staple spaced 8-inch o.c: min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 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. f k ry CREEK TECHNICAL SERVICES., L:iLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12`=inch overhangwith J-Ghannel Wall Connection Eave Connection System Panel MOP No. Width psf) Substrate F-Ghannel Attachment; Pane! Attachment Substrate Panel Attachment Fascia Cap Attachment Max. Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch long3/8-inch head diameter One ( 1) min 3/4-inch x One (1) min. 1 3/4-inch long x 0. 072-inch dia, x min. 1/4-inch 48 12J- 1 16-inch Wood. staples-1n diamond pattern spaced 24- x spaced 6-inch o.c. screwspaWood 1/4-inch .c:. crown staple spaced 8-inch o 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-Ghannel Wall Connection Eave Connection System Panel, MDP No. Width psi. Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One ( 1) 18,ga_ 1/4-inch crown x One (1) min. 1.75-inch x Ddiameter t6F-1 Max. Masonry One ( 1) 14 ga: 5/8=inch long T nail Wood 1-inch leg staples spaced max. finishing nail with min. 3/16- inch 53, 3 12-inch spaced max. 8-inch o.c. 4-inch o.c_ and securing each inch head spaced panel lap12-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 crownx 1- 1-inch leg staples spaced max. O.D72- inch diameter 16F-2 12-inch Wood inch leg staples m diamond pattern Wood 4-inch o.c. and securing each finishing Waif with minx 3l16- g 53.3 spaced 16 inch:o:c' panel lap inch headapaced 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 3/44nchlong i x 0.072 inch dia. x min. 16F-3 16-inch Wood 1: 25-inch embedment spaced 24 Wood' crown staple spaced 16-inch 3116 inch head dia. trim nail 25:6' inch o, c: O.C. spaced 36- inch o.c. Max. Three { 3} min.3l4-inch x 1/4-inch One (1) min 3/4-inch.x 1/4-inch One (1) min.,13/44hch long x O: D72-inch dia x mim IM- 2716F-4 16-inch. Wood crown staples in diamond pat em Wood crown staple.spaced 8-inch o.c. inch, head dia. trip nail 36.1 spaced 24- inch o.c. paced 48-inch o.c; ALC15001 FL12194- R3 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 addressedherein. i TECHNICAL SERVICES., LLC d. 16 Q4 Soffit — 8-inch o.c. Fastener Fastener Fastener Location Location Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F4 Approved Systems for 12-inch Overhan with F-Channel 12J-#" Approved Systems for 12-inch Overtian with J'-Channel 167-# 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-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment. Max. One (1) min. 3/8-inch head dia. nail, One (1) min.318 x 3/8-inch One (1) min. 1 3/4-inch long x 12E-1 6 inch Wood min. 1;25-inch embedment spaced Wood crown. staple spaced 16-inch 0.072-inch dia. x min. 3/16 40.0 24inch o.c. O.C. inch head dia. trim nail spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (`1) m;n: 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 ox. 12F-3 Max. Masonry, One (1) 14 ga. 5l8-inch long T nail Wood One (1) min 3/4-inch x 1/4-inch One (1,) min, 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 48 16-inch spaced 8-inch "o.c. crown ainch a.c: head dia. trip nail spaced 48- 64;2stungspacedeachandsecuringeachpanellapincho.c. ALC15001 FL12194-R3 Page 2 of 7 Thisevaluation 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, L_LC APPROVEDSYSTEMS ALUMINUM COILS, INC Soffits 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 171.09.4. 2 Refer to LIMITATIONS and sections of -this evaluation when using the table(s) below. 3. Refer tO INSTALLATION section of this reportforinstallation detail when the information is not explicitly stated for the selected -assembly_ 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (&G. = 0.42) 2x lumber. Substrate attachment shall be 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 FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: ALC15001 a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location 1 IX b. 12" T4 Soffit— 4-inch o.c. Fastener Fastener Fastener Fastener Location l Location l Loc tion Location c 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location l 1 FL12194-R3 Appendix A designed by others accordance with 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61,G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes -throughout the duration for which this report is valid. This evaluation report does not express nor' imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 01ttuut111 PRY R. I • ?.• p,'. 0 01 5.0 8.2 7GEIV`S•`, No 74021 o7:05:00 04f00' rSTATEOF44/ ` 0 % • w. f4,s-. < O R t Q P` Zachary R. Priest, P.E. Florida Registration No. 021ONA Organizationon No. A E9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire; a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. ZacharyR. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (7 pages) 2) APPENDIX B —installation Drawings (12 pages) 3) APPENDIX — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida. product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes hat are not specifically addressed herein. aT s CREEKALUMINUM COILS, INC soffits r TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed .nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Pane s 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.. 16- FUll:_7lEt1L 3.fi.rurE wur 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H--14. aluminum soffit panels provided in 12- inch sections; The reported, net free ventilation areas are 12.5 in %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 FL121194-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 throughoutthe 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 Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL33647 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA91'10) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES Ea& 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) ACIX7003-02-01 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 1710.9.2 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 required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets .or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3I8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D"for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK 12?'T4 Soffit 31 3 1/2" Y 7/81, 2' 13.75" BLANK 3/8" PROFILE 01 0 U in F11 D ALUMINUM COILS, INC Soffits Appendix D U U 0. 0 U D oaao 11, 1- PA LOWERS FORWW IN SAME DURECTION AS Rl--!Si 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 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 Oroductattributes that,are not specifically addressed herein. k CREEK TECHNICAL SERVICES, LLC: 16" Q4 Soffit 18' BLANK 3 / 8 PROFILE REF. Illt ac a oo o i i aa W10f, I OJ)VER PA rERN (Hill =&E) LOWERS FORMED IN SAME DIRECTION- AS RIW, 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 A TECE NicALSERVICES. LLC Fascia 5 3/4,. 7/8" 118" NEM' f VFASCIA 3" BLANK ISOMETRIC VIEW ALUMINUM COILS„ INC Soffits. Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3 The manufacturer shall notify CREEK TechnicalServices, LLC of any product changes or quality assurance changes'throughoutthe duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed` herein. T' CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel. 318" J-Channel F 3/8" 3/4"-. 1/8" HEM 11518, 1 j 314" 3/8- d ISOMETRIC VIEW 3/9' PROR E isoMETRIr VIEW. 318" Pi2OFkE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed_ herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design"Wind:RressbresforS:offtsin"EkposureD '-' BTlldie9 YP Zone Mean - Roof. Hei" ht' ft Basic!Nmd..S peed m .h _ 130.. 140 1:50 160.,. 170 .- 18 0 190 200. 20 26.0 30.5 35.4 406 46.2 52.2 58.5 65.2 72.2 25. 27.0 3.1.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56,0 62,8 70.0 77.5 4 40 29.4 34.5 40.0 45.9. 52.2 58.9. 66.1 73.6 81.6 50 30.fi 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3. 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45;3 52.0 592 66.8 74.9 83.4 92.4 30 34.5 40A 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5, 49.3 56.6 64.4 72.7 81.5 9.0.9 100.7 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 20 163 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 173 20.3 215 27.0 30.7 34.7 38.9 43.3 48.0 4 30 17,9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19:6 23=0 26.7 30.6 34.8 39.3 44.1 49.1 54A Enclosed 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 oad 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 433 48.0 30 17.9 21.0 24.3 27.9 31.8 35A 40.2 44,8 49.7 5 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 44.1 491 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 5.0,6 56.1 ALC15001 170,2194-113 4of4 This: evaluation report is provided for State of Florida product approval under Rule 61 G20=3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS; INC Soffits Appendix C Design;Wind'Pressures;for;Soffits in Exposure_G Building Type Zone Mean Roof Hei ht ft Baslc',Wind S eed nap h ° 120, 130" 140 1'S0 160:.,'. 170 18:.0 11.0 200 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 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 36.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 754.6 61.2 68.2 75.5 Negative 20 26.7 31.4 36.4 41.8 47.5 753.7 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 45r5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 4.8.3 54.9 62.0 69.5 1 -77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 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 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 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 Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6' 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 1 . 1 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 60 17.4 20.5 23..7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall no* "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 ALUMINUM COILS, INC Soffits. F 0 TEC:FiNICAL SERVICES, LLC Appendix C Ciesign Wind Pres$&es for•$offits in Exposure R Building Zone Mean Roof Hei ht fiT Basid Wind S "eed. P,n h) . . 1s20 140 1a0 9TYRe200 . 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 1 121.5 24:9 28.6 32.5 36.7 41.2 45,9 50:8 50 19.5 2-2.9 2&:5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative 20 20.8 24.4 28.3 32.5 37.0 417 46.8 52.1 57.8 Loads) 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 1 -56.6 62.7 50 24.1 2.8.2 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 1.0.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 1 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 28.1 313 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, 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 40 11.7 1 118 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29-5 32:9 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20=3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality. assurance changes throughout the duration'for which this report is valid. This evaluation reporti does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. DCREEKTECHNICAL'SERVICES. ,LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category 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 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V,,,t is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension 'a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 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 t TRIM RAII ,-FASCIA /. BOARD PAIN TEO- S.S, 1'x}' CROWN FASCIA CAP STAPLES USING, A DIAMOND, SOFFIT PATTERN: REFER'TO I 1-4- CROWN STAPLE SOFFIT STAPLE CANTILEYEREO I "} DIAMOND PATTERN RAFTER OVAL FASCIA BOARD f= TRIM NAIL SOFFIT & FASCIA PaINTFD S. r DETAIL 24J-1 & 1 1"14CROWN STAPLE tRawsTAVLE24J- 2 FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL / N= M 8.. winva; t- R one, battens- I... scabbed behveen mllera and SOFFIT; MAX. 24" I I 3/8'} 1- fHANNEI ! sec re t••7Ut one 1) 70 ling l IshanknailStraightnailedI. through the rafter into the end , WOOD. SUBSTRATE I or tneba!en o:_ twolt2) Td I ring shank nails tce-naflej on eUMel . Sideof the at the ba Iennatter m:esection. / I l' SOFFIT STAPLE DIAMOND PATTERN ALCI5001 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 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. CREEKiTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 e TRIM NAIL VFASCIA BOARD PAINTED SS.. 146A {" T-NAILS j 1 I —FASCIA CAP SD'- CROWN STAPLE 1. {" TRe`I NAIL BOARD PAINTED SS. I SOFFIT & FASCIA DETAIL 2417-3 & I 24F-6 I 1 1'4" CROWN. STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Non"'al 1'k2' SYP Batten Anchored to SOFFIT; MAX, 24" F-CHANNEL Rafters vith one 7d Ring Shank Nail. at J_,—{' veryevery Ratter' MASONRY I' ALC15O01 FL12194-R3 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 e'TRIM NAIL FASCIA BOARD PAINTED S.S. t I+SMOOTH.-SHANK li.,-FASCIA CAP ROOF NAa.S SOFFIT i"il' CROWN STAPLE I i 1 L TRIM NAIL ;FASCIA BOARD PAINTED S5. Ij SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 i i•T#- ceDti'N sianLE I FASCIA CAP;'REFER. TO SOFFIT L FASCIA DETAIL Nominal. Px2" SYP Niten Anchored fo SOFFIT: MAX. 24' F-CHANNEL. Rafters -pith one, d Rmg.Shaak'Mail of every Rafter WOOD SUBSTRATE ALCIS001 FL12194-R3 Page 10 of 12 This.evaluation report is provided for State -of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this repoit,iS valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that'are, not specifically addressed herein. CREEKl"' £ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Sous Appendix B System No. Installation Detail 1 t TRIM NAIL ( FASCIA BOARD PAINTED S,S. I 1'r" CROWN i 1j--FASCIA CAP STAPLES SOFFITa USING A DIAMOND I 1iPATTERN; R£F£R.To 1"0' CROWN STAPLE SOFFIT :STAPLE DIAMOND PATTERN OE f A!L t >j' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 1 DETAIL 24F-4 8 t , 24F-4 1'x11" CROWN,STAPLE I FASCIA CAP; REFER f TO SOFFIT i FASCIA DETAILNomirw1'x2' eY Bathen Anchored toe SOFFIT; MAX. 24" 3/8 F-CHANNEL Rafters 7Rafters. riM one 70 18 Rng. Shank Nail at t i WOOD SUBSTRATE every Rafter SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC System x 1/4' CROWN STAPLE '24' CENTER USING A DIAMOND PATTERN 16J-1 WOOD OR, BLOCK SUBSTRATE ALC15001 OPEN "RAFTER T—\- 1-131/4- TR11W NAIL PAINTED S:S. 48 0 C; S0FFrr—.tax. 16-inch span ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE SCARES DIAMOND PATTERN 1 DETAIL, FACIA BOARD J Ll .. BET*VEE% t ASCIA CAP FA 3/1-4- X 1/*- CROWN FACIA BOARD STAPLE "8' ON CENTER 1-3/4" TRIM NAIL PAINTED &S, FASCIA CAP 3/4' X 1/4- CROWN STAPLE FL12194-R3 SOFFIT SOFFIT & FASCIA DETAIL Page 8 of 12 This evaluation report is provided for State of Florida product, approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout. the duration for which this report is'v@4W. This evatuabon,report does not express nor imply Warranty, installation, recommended,use, or other productattributes that, are not specifically addressed here'in. k ` TECHNICAL SERVICES. LLC CREEK ALUMINUM COILS, INC Soffits Appendix B System No.. Installation Detail t TRIM NAIL j a. FASCIA BOARD PAINTED S.S. FASCIA CAP f SOFFIT 1",'' CROWN STAPLE OPEN RAFTER I AS IA BQARD T P7cj' CROWN A` STAPLES _ 7' SQ.FFIji'i FASCIA USING A DIAMOND 16F 2 & PATTERN: REFER TO DETAIL. SOFFIT STAPLE 16F-6 OIAttO40 PATTERN DETAIL EL .._.......... FASCIA FTOSOFFIT7T & 8 FASCIA 3„ gF- CHANNEL DETAIL SOFFIT; MAX. 16' I, SPAN WATE \ / 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 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. ula. J•, CREEK TECHNICAL SERVICES, LLC, ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. n SOFFIT STAPLEOPENRAFTER DIAMOND PATTERN 3j4' x 1j4' ' ` D ETAI .LUSINGSTAPLESit - l..-. USING .,4 JIAUINo 3/B' WTVEErei sI APLU PATTERN FACIA BOARD FASCIA CAP' 1617- 4 X t j4` CRQwN FACIA BOARD 1- WE TRIM NAIL 8` STAPLEON CENTER 1;- 3j4` TRIM NAIL PAINTED S.S. F- CHANNEL CAN BE PAINTED, S.S. 4C FASCIA CAP INSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3j4' X t j4" DIYVN CROWN STAPLE SOFFIT- itax._ I'S _r_ch span WOOD SQFRT - SUBSTRATE. SOFFIT & FAsc>A DETAIL ALC15001 FL12194-R3 Page; 6 of 12 This evaluation report is provided for State of Florida productapproval under Rule 61G20-1 The manufacturer shall notify CREEK Technical Services, LLC of any prod uct 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. g lCREEK TECHNICAL SERVICES, L.LC No. I Installation Detail MJln. head 11J-. nail Iq-th min. 11;:' n an.,emsnr i r woo3 r> b cr,,tu; or u,'n- C; 071' dia T- nail Dr s--ur, nail w min/ ter, yrra-i t .cret-z Ar block substratelt apaced as n ..el above . ASCI:A SLIP BOARD ASCIA TRIM I ! \ \ SOFFIT (OVERHANC WIDTH VARIES) 16F-3 -- F CHANNEL or Block va? STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4 PAINTED S.S. 1 .3/4" TRIM NAIL MI.N. 5 NAILS, PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This, evaluation report is provided for State of 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, 11CREEKTECHNICALSERVICES, LLG ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Pt4i7 }' A14T HAIL , I FASCIA BOARD E9 I.S. I FASCIA CAP SOFFIT CROWN STAPLE OPEN. RAFTER: . FASCIA BOARD iA PA isB" 4R:3 16F- 1 SOFFIT 8 FASCIA 16F- 5 OETAIL FASCIA CAP; REFER TO SOFFIT S FASCIA F- CHANNEL DETAIL SDFFM MAX. 16` SPAN MASONRY SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Y. TECHNICAL SERVICES, LLC 12J-1 No. I Installation'Detail, 3/4" X 1/4- CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER i SOFFIT STAPLE O1ST ; DIAMOND -PATTERN I FACW .80AR0 a/s" eerwccNDETAIL j SiNtE2- / FASCIA CAP Lr— CHANNEL 1-3/4' TRIM NAIL) zc_ ea'ed to sbfP t cl. ore(2) 18 s PAINTED 'S.S. 48' bead O.C. WOOD OR BLOCK SUBSTRATE SOFFIT= max. ' 2-1_`:c hspan 3/ 4"'X 1/4" CROWN l_ 3/4" TRIM NAIL STAPLE "8" ON CENTER PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/ 4- X 1/4' CROWN STAPLE SOFFIT & FASCIA DEAI L ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report 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- 12F-2 ALCI5001 ALUMINUM COILS, INC- Soffits Appendix N I 3.1W BETUTEN SOFFIT STAPLE OPEN. RAFTER 3 4w X 1/4' L-1 DIAMOND PATTERN w ctvWN STAPLESITETAI, USING A, DIAN(OND PATTERN k, FACLA BOARD CAP 3/ 4- X 1/4- CROWN STAPLE ' 8* ON CENTER F- ' CKANNEL. CAN BE 1. 1- 3/ e TRIM PAJr4TED, S.S, INSTALLED WITH THE Omc. UNG'. FLANGE UP OR DOWN SOFFIT— max, 12 -inch zpGin- WOOD SUBSTRATE FL12194- R3 1- 3/- TRIM NAIL FAINTED S.S. SOFFIT FACIA BOARD FASC( A CAP 3/ 4' X 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL 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, nstallation, recommended use, .or other product attributes that are not specifically addressed herein. CREEK y TECHNICAL 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. System ;No. Installation Detail Min. head d:ia, nail with ;nil., VICZd. sWSt+ra.r.i ar ttlSn., l;C: 1 dia, T-nS11 cr 3tui nail 11 n. S.,lk} L-C.a gem a I' --,r ccmis -ret:e. vi i:l }: noted. IFASCIA SLIP BOARD r FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 12F-1 & l 12F-3 ` "F" CHANNEL STAPLE SOFFIT TO FASCIA BOARD ##T50 3/8 X 3/8" STAPLE 1:6" O: C. FASCIA LIP 1/4" PAINTED S.S. 1 3/4" TRIM NAIL MIN'. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Pagel of 12 This evaluation report is provided for State of Florida product approval underRule'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 specificallyaddressed herein. LCREEKjT£CHNICIAL.SERVICss, LLLC ALUMINUM COILS, INC Soffits Appendix A Approved,System's,for 24- nch overhang with J-Channel. Wall Connection, Center Connection Eave Connection System Panel MDP No. Width"- psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1 x2 No.2 SYP scabbed between rafters with one 0) One (1) 18 ga.114=inch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x 7-inch leg No: 2 SYP anchored to Three ( 3) 18 ga. 1/4-inch crown straight= nailed through the rafter into the end staples spaced 12- inch o.c: securing One (1) 18 ga. %- One (1) min. 1.75-inch 24J- 1 Max. rafter with one x 1-inch leg ofthe a battenor (2j each panel lap Wood inch crown x 1-inch x 0. 072-inch diameter 12-inch. 1) min. 2.25- staple's in diamond min. 2.25-inch x 7d One (1) min. 1.75•dncn leg staples spaced finishing nail with min. 3116-Inch heads aced P t60inch x 7d Tin 9 pattern spaced 16- P pringshank toe x 0.072-inchdiameter c 8=inch o.c. 12-inch shank nailincho.c. nailed at either side of the batten at each finishing nail with;:min. o.c. 24-inch. o.c. bsectio 3116- inch head spaced M intersection- . Max: 4-inch o.c rafter spacing is 24=inch o.c. Nominal 1 x2 No.2 SYP scabbedbetween rafters, with one ( 1) One (1) 18 ga.114-inch Nominal 1x2 min. 2.25-inch.x 7d ring shank naib crown x 1-inch leg No.2 SYP anchored to Three ( 3) 18 ga.1/4- inch crown straight -nailed through therafterinto"the end stapies spaced 124nch o. c. securing One (1') 18 ga. '/ inch crown x 1- inch' One (1) min. 1.75 inch 24J-2 Max rafter one x 1-inch leg of the batten or (2) each panel lap: leg staples spaced x 0.072-inch diameter 16-inch 1 min. 2.25- O8-inch staples -indiamond min. 2.25-inch x 7d One"(1) min. 1.75-inch Wood o.c. and finishing nail with min. 53.3 inch x 7d rin g pattern spaced' 1fi- P p ring shanknailstoe xs0.072-inch securing each pane! 3/16-inch head s paced 16 inch shank.nailinchox- nailed on either side of 'finishing nail with min. lap o.c. 24lnch o. c. the batten at:each battenfrafter 3f16-inch head spaced intersection. Max. 4 inch o.c. rafter spacing is 24- inch c.c. ALC15001 FL1:2194-R3, Page 7 of 7 This evaluation:report is provided for State of Florida product` approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ICREEKTECHNICALSERVICES, 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. Widths 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. 114- nachored to 12-inch o.c. securing One (1)18 ga 114- One (1) min 1.75-inch x Max inch crown 1-inch rafter with one each panel lap inch crown 1 inch 0 072-inch diameter 24F-4 16-inch Wood leg staples m Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond, pattern inc x 7- ring 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. 3116-inch head spaced 4-inch o.c. One (1) 18 ga. 1(4-inch crown 1-inch leg Nominal 1x2 staples spaced One (1) min. L5- No.2 SYP 12-inch o.c. securing, One (1) 18 ga. 114- One (1) min.,1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank 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 o.c. nail 24-inch o.c. finishing nail with min. 3116-inch head spaced 4-inch o.c. One (1) 1`8 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2SYP 12-inch o.c. securing One (1) 18 ga. 114- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panellap 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 225- 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. 3116- inch head spaced 4- inch o.c. ALC15o01 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 spedificaily, addressed herein. J'V CREE TECHNICAL SE:RVICES.. L.LG ALUMINUM COILS, INC soffits Appendix A Approved Systems for 24-ineh 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.1f4-inch Nominal 1x2 crown x 1-inch leg No2 SYP staples spaced Three (3) 18.ga.114- anchored to 12-inch o.c. securing One (1) 18 ga. 1l4- One (1) min. 175-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown:x 1-inch 0.072-inch diameter 24E-1 12-inch Wood leg staples in min. Wood leg' staples spaced 8- finishing nail with min. 80/-30 diamond pattern rininchx7dnngin One (1,) min. L75-inch inch o.c. 3/16-inch head spaced spaced t6-inch o.c. shank nail x 0.072-inch diameter 12-inch o;c. 24-inch o:c.; finishing nail with min. 3116-inch head spaced' 4-inch o.c. One (1)18 ga.1/4-inch crown.x 1-inch leg Nominal lx2 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-inchx Max. inch x.11 ga. anchored to each panef;lap inch crown x 1-ineh 0.072=inch diameter 80L24F-2 12-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6roofinnailsacedgp1) 7d x 2.25- One (1)min. 1.75-inch inch o.c. 3l16-inch head spaced I&inch o.c. inch ring shank x'0.072-inch diameter 1:2-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.114-inch crown x 14nchleg Nominal 1x2 staples spaced' No2 SYP 12-inch o.c. securing One (1)18 ga1/4- One (1) min. 1.75-inch x Max. One {1 } 14 ga. 5/8- anchored to each panel lap inch crown x1-inch 0 072-inch diameter 80/. 24F-3 12- inch Masonry inch long T nail rafter with one Wood: leg staples spaced 8- finishing nail with miry. 76.6 spaced 8-.inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch b:c. 3116-inch head spaced inch ring,shank x 0.072-inch diameter 12'-inch o.c. nail 24-inch o-a finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001 1`1_12194-R3: This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall-notiy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressedherein: CREEK TECHNICAL SERVICES, LLG 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)18ga. 114-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One _i 14 a. 5/8-inch tonOg g T:naii Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail min. 3/16- 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.1/4-inch crown x 1- One (1) 18ga. 114-inch crown x. One (1) min. 1.75-inch x 0.072-inch diameter 1.6F-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- 433 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-Channel Substrate. Panel Attachment Fascia Cap Attachment ° Attachment Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 314-inch 16J-1 Max. Wood crown staples in diamond pattern Wood One (1) min,3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 16-inch. spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 114-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This, evaluation report is provided for State of Florida product approval under Rule 61G20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. n G CREEK TECHNICAL SERVICES, LL:C ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection. Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Panel: Attachment Substrate. Panel. Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One;(i)min. #8 x 1/2-inch One (i) 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 1pac h crown staple 0.072-inch dia. x min. 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. connecting soffit to J-channel inch o.c. Approved.Systems forr164nch,overh'ang with F-Channel Wall Connection Eave. Connection System Panel*, MDP No: Width psf) Substrate ttChannel Substrate Panel Attachment Cap Attachment. Attachment AttachmentOne ( 1)18 ga. 1/4-inch crown x One ( 1) min. 1.75-inch x 18F- 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 securingeach 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 x'1- 1-inch leg staples spaced max 0. 072-inch diameter 16F- 2 12-inch Wood inch leg staples in diamond pattem Wood 4- inch o.c, and securing each finishing Wait with min. 3116= d 53. 3 spaced 16 inch o.c. panei' lap inch heaspaced 12-inch o.c. Max: One. ( 1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 318-inch One (1) min. 1 3/4-inch long x 0. 072 inch dia. x min. 16F-3 16-inch Wood 1.254nch embedment spaced 24- Wood crown staple spaced 16. 3/16-inch head dia. trim nail 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 1,6F 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 d. 16" Q4 Soffit— 8-inch o.c. Fastener Fastener Fastener Lncatinn Location Location ALUMINUM COILS, INC Soffits Approved Sstem Numbers and Definitions 12F-# Approved Systems for 12 inch Ovetang with F-Channel 12J-# Approved S stems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch' Overhan with F-Channel 16J-# Approved Systems for 164rich Overhang with J-Channel 24F-# Approved Systems for24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 124nch 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. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 12F- 1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0. 072-inch dia. x min.'3/16- 40. 0 24- inch o.c, o.c. inch head dia: trim nail spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 114-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 h 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. 12F- 3 Max. Masonry One {1)14 ga. 5/8-inch long T nail Wood One ( 1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0. 072-inch dia. x min. 1/4-inch 48 16- inch spaced 8-inch o.c. crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically:addressed herein. 9 Yh CREEK TECHNtCALSERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC :Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate; shall be minimum No: 2 SPF (S.G. = 0.42) 2x-lumber. Substrate attachment shall be designed by others in accordance with FBG 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 bedesignedby others in accordance with FBC requirements to meet the.minimum design requirements for the project 7_ Typical fastening details are as follows: ALC15001 a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location l l 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 FL12194- R3 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. CREEKSoffitsALUMINUMCOILS, INC9TECHNICALSERVICEs, LLC COMPLIANCE STATEMENT 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. 0111t,t111111u,11 rYR. p 2015.08.27o`` . G• Rid'. No 74021 EN 07:05:00 1= ec —04 00 STATE OF 4IJ 00. p Ft `0 Zachary R. Priest, P.E. Florida NA`Organization No. l A E9641on No. 021 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any companymanufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C —Design Wind Loads(4,pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 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. Li-Ij CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERviCEs, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick; 3105 H-14 aluminum soffit Panels provided in 16inchsections. The reported net free ventilation areas are 22.3 in /lin.ft for the `full vent' configuration and 11.1 in2/lin.ftand for the 'center vent' configuration. See Appendix D for dimension drawings. in:rst ti 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided :in 12 inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. FL12194-R3 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'_ Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL.33647 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5r" EDITION (2014) Manufacturer: ALUMINUM COILS; INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743. www.aluminurncoilsine.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 En itv. Report No. Standard Year Certified Testing Laboratories (TST1577) CTtA 1847W AAMA 1402 1986 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 1710,9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FRC 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 maybe required bythe 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 318" 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 drawing's. ALC15001: FL12194-R3 Page 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 forwhich 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. 4r28/2017 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Method 1 Option D 08/27/2015 08/28/2015 09/04/2015 10/16/2015 04/05/2017 iummofProducts-- i > _. .,,._. w, FL#,:. I' Model; Numberor:.Name Description 12194.1 [Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R3 II AL65001 Evaluation Report 2014 FBC 04 T4 Approved for use outside HVHZ: Yes f Soffits.odf Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 k Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. ! Evaluation Reports, FL12194 R3 AE ALCI5001 Evaluation Report 2014 FBC 04 T4 I Soffits.bdf Created by Independent Third Party: Yes M Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487=4824 The State, of Florida Is an: AA/EEO employer. Coovdoht 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 85p.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; eChgct >.x Cre0ft Card Safe SCCUrit niETRICs' https://www.floridabUilding.orglpr/pr ppp_dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2flCXzYoyzA%a3d%3d 2/2 4/28/2017 Florida Building Code Online BCIS Home + Log In i User Registration Hot Topics Submit Surcharge Stats & Facts I Publications FBC Staff BCIS Site Map I Links Search b 1 Product Approval II' USER: Public Userd ", Product Approval Menu > Ldiuct or Application Search > Applica igrl ist > Application Detail FL # FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoiisinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 8,13) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality. Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Reoort 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://www.floridabuildirg.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquk24AUC%p2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxA%3d%3d 1/2 Cladding Framing 6.00in. PRODtJC REVI" - mWjy.,%wbb the E PiLODt'JC>I' RW=M DZa S AccMf3-r311.G 1 Praia'' . [ ' -' :.` SSION FRAMIt IG. NOMINAL20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FOR FAETAL AND WO AND BOTTOM CONNECTION) OD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE FASTENED WITiONN WAFER HEAD SCREWS (2 PER.TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESELOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING: CODE CLADDING ` HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18, 0.315" HEAD INSTALLATION DETAILS METALSTUD CONSTIt'UCTION DLAMETERX'1.1/4 • LONG CORROSION RESISTANTRIBBED> BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST James Hardie Building Pmduc`S, Inc. FULL; THREADS PENETRATING THE MEAL FRAMING), PLACE 10901 Elm Avenue SCREWS`6" O.C. AT PANEL EDGES AND INTERMEDIATE e STUDS Fontana, CA92337 Phone; 909-356-6300 SIDE Fscra nio DWG 9b RE Fax 909-427-0634 A PNL-PLK-SOFF I 12OF 12 Creator: E. Gonzales SCN4 1" 11' 4" Date: 4124=13 sNE_T ` WALL WALL LENGTH SEE Stud Spacing at 16' D.C. DETAIL A B-<- 3/8" Minimum 20ga, 3-518 X 1-518" Metal Gstud Nails at6" O.C. (typ. Distance Soffit fastener, as described in Note 1 HardieSoffit, Cemsoffit 209a, 3-518" X 1-51T Metal C-stvd LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida. Building Code. 1. PODIJCT DESCRlFTlO_N HaraieSoffitO & Cemsoffit(D materials are nornasbastos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SOFFfC I fM:ENSIONS Width Length Thickness HardieSoifit, DESIGN _PRESSUFtE RATINGgCemsofftFns`allatian Design Pressure j mew Studs E 1aroi S BCTIQNB" o . © C7,q PRODUCT REVISED M ODOX'r REVISM as cornoyirw with the IF7«6ds `` ` ' •' as s+a1(fit CNoI3 G'r l 0' 27 7rlehli .. T/Z O11 F m w/7 -Z -a BY - o co+eaa 0'` F ' cXQR CSTATEAP jrR9lyC4>... — S J LI217fESOFFLT cEMSOF_17pANEL IN$TALLATIOt±DECAILS J© aLN "'' All in: iIi lion shall be done in conformance with this Notice ofAcceptan6 ' ianutacturer's instateation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-58" Metal C-studs spaced a maximum of 16, Q.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long" ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing) he fasteners shall be spaced at 6" Q.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 3/8" and a minimum clearance of 2" from colrters. Creator. E. Gonzales. IscALE HARDIESOFFIT, CEIVISOFFIT PANEL INSTALLATION DETAILS METALSfUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 FSCM NO 12" = T-0" OVVG NO REV PNL- PLKSOFF 1 Date: 4/24/2013 1 SHEET 11 OF 12 4,00! T— 9FRCbIiCd>ZEYISF9 PtZ20DYlG'I<2EV7SMD as cooWlyins wi b &e Floods as Y wiefi d Floeida ,1 07 l Bow la, tti.•R. ca r r;j i,,oeo,s ca FRAMLNG NOMINAL r 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 CLADDING THE SOFFtT'IS FASTENED WITH 2" LONG, 0=3p HEAD DIAMETER, 0.092"SHANK DIAMETER, CORROSION RESISTANT SIDING NALS, PLACE NAILS 4- O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing* o. 121 STATE OF F 0 FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF T #IS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) RLV t WALL E-18 IAA WALL LENGTH Stud Spacing at 16" O.C. 3/8" Minimum Nails at 4" O.C. Distance offit fastener, as escribed in Note 1 HardieSoifit, Cemsoffrt Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by ,he Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 2"X 4' S-P-F Wood Studs HardieSoft, Cemsoffit S_EQTI O-t1-B f!ROaUC_T_BESCRI_ET-LCLN HardieSoffit@ & 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. 9jOF_F_L7 q;MENSIQNS Width Length Thickness 4' 8' 14, D S_I_GN_PRESSUR><?TQ?_G. A Installation Design Pressure Wood Studs -70 psf 0GAWq No- 4 2# STATE OF l S110,N A"" I f IA.RD1i SQEF_iTC 1VISOFFiT-EANE'Lj&STALLAJJON DECALS An installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of th:s N.OA The soffit shall be installed over minimum ZX4" S-P-Fwood studs spaced a maximum of 16" O.C. lNote 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 at 4"' O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O.G. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. PRODUCT REVMM couviy6a ..;tb ec k1+midin n No 13-0 11-'-- e . ins_ _ rTitc sy HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION lames Harde Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 VAC NO PNL-PLK-SOFF Creator. E. Gonzales IscnLe 1TZ-= 1'-0- 1 Date: 4t2 12013 9OF12 6.00in. j.- 16 in. OC Cladding 6.00h Framing 6.001n.00 Sheathing I• 1 1 0.75n 1 OGAiy!`r,- cdmpbimmi:hew ncwi& ln'6' Lbe FWri& 17- No. 121 STATE OF CC cs JN AI-ro, 5FE NOMINAL 20 GAUGE 3-5/8" X 1-518" STEEL STUDS 16" O.C.'FASTENED WITH 518" LONG RIBBEDBUGLEHEAD SCREWS ( 2.PER TOP AND BOTTOM CONNECTION} THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED 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 THJNG NOMINALS/ 8"THICK 15 PLY APA RATED PLYWOOD SHEATHI NG TO METAL STUDS AT 6" "OC.AT:PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A N01. 8-18, 0.316' HEAD DIAMETER X 1-1/4" LONG BUGLE " HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING " HEAD SCREW CLALlDif4G INSTALLATION DETAILS METAL STUD CONSTRUCTION PLANKKS OVERLAP THE EXPOSURE IS S 8-19' James Hardie Building Products,.Inc. THE PLANKS ARE FASTENED WITH NO. 6-18, 0.315- a 10901 Elm Avenue HEAD DIAMETER X 2-1/4" LONG CORROSION- Fontana, CA 92337 RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS Phone: 9 99-356-6300 SIZE Fsca+ Na Ows No =v PENETRATINGTHE METAL FRAMING), PLACED 3/4' UP Fax 909-427-0634 A PNL-PLKvOFF 1 FROM THE BOTTOM EDGE OF THE PLANK AT EACH Creator E Gonzales SCALE 1" = 1'-0" Date; 4J2412013 SHEET 8 OF 12 STUD LOCATION Stid Spacing at 15' O.C- bVALL LENGTH SEE DETAIL l i i aub i o-'see o ° Q NAU y e EIGHT i i y i' adr i i.i IJ Gi 314" Minimum Edge Distance DET' A{L,A X) Cr REVISED PIRODt CT DESCRIPTiOIti A, HardiePlankO, CemplankS, and Prevails Plank lap Siding materials 513"tNek15ply APA 1 rated are nonasbestos fiber -cement pr> od sheatiung products tested in accordance with fastened ASTMC1186 Grade 11, Type A and to rnetal suds as meeting the requirements of the described inNote1FloridaBuildingCode. 1Nater- esistive barrier per Florida PLAhKDIMENSIOINIiS Building Code Width Length Thickness 5-c+ on 1404.2 S 9-1/2" 12' 5/161• 1-,20ga, 3-518" X 1-518" DESIGN PRESSURE RATING Metal CGstud KardlePlank Installation Design Pressure Metal Studs - 92 psf Cernptank, Prevail ss _\ t 4 Lap Siding impact Resistant - Nails at 16" O.C. p,) _ ,f10NAL ?> CT[O Planks jnstalled over 518" thick / 5 ply E- 1- 1 X tax 5/16" thick starter ship APA rated plywood sheathing HARDIF3lANK GEM? LAW1< PRE1/AIL LJ P SIDING iNSf ALLAT1Qi1 DETAILS p All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation Sheathing fastener, as recommendations, and the applicable sections of the Florida BuiIc[iing Code. described in Note 1 Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA ti e jlsote 1] 5/8" thick / S ply APA rated plywood sheathing shall be attactted to metal studs at 6"oc at panel Siding fastener, as edges and all intermediate supports using a No.8-18, 0.315" head diameterx 9-1/4" long bugle head screw described in Note 2 Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is S 8-lX vertically. l Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4' long* bugle head screw over metal studs (*or screw shall have at least full threads penetrating metal framing); The siding is HardiePlank, j fastened s 8-1/4"'O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 518" Cemplank, thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" Prevail Lap Siding from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. Water -resistive' The planks shall be installed over 5/8" thick 15 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. barrier per Florida Fasteners shall have a minimum edge distance of 3/5 . Building Code Section 1404. 2 " HARDIEPLANK, CEMPLANI4 PREVAIL LAP SIDING 5/8" thick 15 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened to metal studs as described in James Hardie Building Products, Inc. 10901 Elm Avenue Note 1 a Fontana, CA 92337 20ga, 3- 5/3"X 1-5/8" Metal C stud Phone- 909-356-6300 size FsaM NO 40 The wall and soffit frames are to be designed Fax 909-427-0634 A PNL-PLK-SOFF by the Architect or Engineer of Record in compliance with the Florida BvEding Code, Creator. E. Gonzales SCALE 112" =1'-0"Date: 4/242013 sHEE7 7 OF 12 REV Fastener Spacing per Florida Building Code Secc6on 2322.3 F --16 in. OC---- Cladding i t Fastener Spacing per Florida Building Code Section2322.3 . I 0,75in ` . Am—M s M0 Tro: T41Bymra ade Prod+ex C'oe¢ad So.25ln. ERSAM,NG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O C. FASTENED WITH SA/2' 1Bd COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALLAND SOFFIT FRAMES'ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8"THICK/ 5;PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH-FLORIDA BUILDING CODE SECTION2322.3 CLAQDING P1 ANKS.OVERLAP 'I-1W THE D(POSURE IS's8-1/4" THE:PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0=` HEAD DIAMETER, 0.09:r SHANK D1A(WETER, CORROSION- RESISTANT SIDING NAILS, -PLACED 3/4' UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATIOt\' PRCOL[Cr REVISED Framing Sheathing w eaEviymg NW a= Examm J$dty i No. 121 STATE OF ' ZORI FOR METAL AND WOOD STUDS, PROVISIONS FOR,DIAPHRAGM ACTION AND (9faq fY LOAD ARE NOT PART OF THIS APPROVAL (MIDST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEVIPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CAA 92337 Fax 909-427-0634 A I IPNL-PLK-SOFF i Creator: E. Gonzales SCALE 1" _ I -V Date: 4/24/2013 sK 6 OF 12 f WALL HEIGHT I L11 SF RftODUGT DSCRIP?I JN Stud Spacing at I U' O..C. ALL LETIGTH D>"1A1LA HardiePlank®, CemplankS), & Prsvaiim Plank Lap Siding materials 5 ply APA are nonasbestos fiber -cement518"thick 1 products tested in accordance witha _ _ -- — - } rated pywood AS7M C1186 Grade it, Type A and sheathing in meeting the requirements of the a=rdancewith Florida Building Code. Florida Building Code usM*' Yiagwiithif FlacI Section23223 PANEL ANEL_D_tMlENLOJS iWates resise Length thicknessT barrer per Florida 59- 1/2" 12' 5/ 16' 1 ? N Building Code Section 1404.2 DESIGN PRESSUFZE RA Vgi i Nksruiadt Produl Contre4i C[ installation Design Pressure r•x 4" s-F-F wood Studs Wood Studs - 92 psf 314" Minimum Edge Distance D A Sheathing fastener, as described in Note 1 Mails at 16" O. C: (YP.) Siding fastener, as described in Note 2 HardiePlank, ti Cemplank, Prevail LapSiding J Water - resistive barrier per Florida Building Code Section 1404.2 5/8" thick /5 ply APA rated plywood sheathing fastened in accordance with Florida Building.Code Section 2322. 3 2"X 4" S- P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in comofiarcewith the Florida Building Code. Lap Siding impact Resistant -- planks installed over 5/ 8" thick / 5 ply 1-114- tall X 511s" APA rated plywood sheathing thick starter strip H. q$DIP_LAT i,[<CENfPLgNrcLrt_Ctylt.+L -•,-, Il installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and theapplicablesectionsoftheFloridaBuildingCode. Wood studs wtlere lardiePlank, Cemptank Prevail Lap Siding will be installed shall be designed by an Engineer orArchi#ect pertheFloridaBuildingCodeandtherequirementsofthisN.OA Note 4] S/8" thidE! 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Buildng Code Section 2322.3. Planks shall be appliedhcdzorWIYcommencingfromthebottomcourse of the wall with 1-114' wide laps at the topoftheplanksuchthattheexposureareaofeachplankis:5 8-1/4" vertically - Note 2] The sidingfastenershallbea2-1/2' long, 0.223" head diameter, o.092" shank diameter, corrosion -resistant siding nail; ? he siding is fastened s 8-1/4" O.C. vertically and 16" Ot n , fastens fasteners are driven intowoodstudsthrough5/8"thick /5 ply APA rated plywood9. are placed in theoverlappingareaapproximately314' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. The planks shall beinstalledover5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 316'. HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ens. io901 Elm Avenue Fontana, CA 92337 Phone; 909-356-6300 sim Fscnc No Fax 909-427-0634 A Creator. E. Gonzales SCALE 12" = T 0" Ott NO ^ PNL-PLK- SOFF 1 Date: 4124/2013 (SHEET 5 OF 12 lgCREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL, 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. TAMKO@ No. 34 UL ASTM D 226, Type 11 underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted; in accordance with -the, FBC. TAM KO® TW Metal and Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40"F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall bepermitted in accordance with the FBC. TAMKO® 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. TAMKOQ TAM -FELT Alternate to ASTM D 226, Type I and Type-11 underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2" sine 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 61 G20-3. The manufacturer shall noti.fy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is: valid. This evaluation report does not express nor imply warranty, 'installation, recommended use, or other product attributes that a rel not specifically addressed herein. 41,CREEK w TECHNICAL SERVICES, LLC LIMITATIONS TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments 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 underiayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3, COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest; P.E. have demonstrated compliance with the Florida Building Code, 5th Edition (2014) as evidenced in the referenced docurnents submitted by the named manufacturer. ttjtutrrrjtty' R. p et tiPG,, - G E N s • Fs No 74021 c 1 ` STATE OF ' w 4 O R t p..,.•',. Q N A" Ifilli` E 0* CERTIFICATION OF INDEPENDENCE 20 6.08.2 2 09:35:39 04'001 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, LLG 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; not 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. CREEK TECHNICAL SERVICES, L1L. EVALUATION REPORT Manufacturer: TAMKO BUILDING PRODUCTS, INC. P.O. Box 1404 Joplin, MO 64802 417) 624-6644 htto://www.taml<o.com Quality Assurance` UL LLC (QUA9625) SCOPE Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 813)480-3421 FLORIDA BUILDING CODE, 5T" EDITION (2014) Issued August 22, 2016 Category: Roofing Subcategory: Underfayments Code Sections: 1507.2.3, 1`507.2.4, 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 PRI Construction Materials Technologies (TST6049)' PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction. Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) PRI Construction Materials Technologies (TST6049) UL LLC (TST9628) PRODUCT DESCRIPTION AND APPLICATION Report No. Standard Year TAP=191-02-01REV ASTM D'1970 2009 TAP-192-02-01 ASTM D'1970 2009 TAP=193-02-01 ASTM D 1970 2009 TAP-214-02-01 ASTM D 4869 2005e01 TAP-215-02-01 ASTM D 226 2006 TAP-216-02-03 ASTM D 6380 2003(2009) TAP-217-02-01 REV ASTM D 6380 2003(2009) TAP-218-02-01 ASTM D 226 2006 TAP-219-02-01 ASTM D 226 2066 TAP-220'-02-01 ASTM D 6380 2003(2009) TAP-2-22-02=01 ASTM D 4869 2005e01 TAP-319-02-01.1 ACC 1$8 2012 13CA12269 ASTM D226 2006 TAMKO® ASTM Slate ASTM D 6380, Class M, Type If underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules.. Min. slope: 2:12 Application: The 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. CREEKTAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO© ASTM Tile ASTM D 6380, Class M, Type 11 underlayment constructed from an organic felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. TAMKO@ Master Smooth TAMKOO Moisture Guard Piuse TAMKO® No. 15 ASTM Asphalt Saturated Organic Felt TAMKO®-No. 15 UL Asphalt Saturated Organic Felt TBP 14001.3 Application: The underlayment shall be installed with minimum 2" side laps and minimum'4"staggered end laps and in accordance with FRSA/TRI 07230 for the applications. Allowable roof coverings: Attachment of clay and concrete tile shall be permitted in accordance with the FBC. ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated 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. Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane 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 the roofing shall be permitted in accordance with the FBC. ASTM D-226, Type I underlayment constructedfrom 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, metal roofing; wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. ASTM D 226, TYPe t 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, metal roofing,, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. FL12328- R7 2of4 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. CREEKxTAMKOBUILDINGPRODCUTS, INC. k TAMKO Underlayments TECHNICAL SERVICES, 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 AsphaltSaturated 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® TW Metal and Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underiayment 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, 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 Underlayrn6nt polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F Allowable roofcoverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. 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. I CREEK ITECHNICAL SERVICES, LLC TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments LIMITATIONS 1) This evaluation report is not for use in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50°F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All underlayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product. approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tlnrrr P R`( R E IN No 74021 Cr` STATE O F : UJ O R CERTIFICATION OF INDEPENDENCE 2016.08.2 2 0935:39 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P,E.. does not have, nor will acquire, a financial Interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest,. P.E. does not have, nor will acquire, a financial Interest In any other entity involved In the approval process of the product. END OF REPORT TBP14001.3 FL12328-R7 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 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 Building Code Online Y i i illy w;' Product Approval e USER: Public User Product Approval Menu > Product. or.Apgl iration Search > Anplication lst.> Application Detail. FL # FL3792-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and. ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter@lomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technical Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 361 acarter@lomancocom Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 9.82-6511 Ext6163 acarter"@lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance, Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and 'Year (of Standard) Standard Year Miami -Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method, 1 Option A iAffl" https;//www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVidikEk7oGQ6zyYnmk%3d 1/3 4/28t2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Florida Building Code Online 09/30/2015 10/06/201S 10/09/2015 08/16/2016 1FIL # i Model Number or Name Descivption - 3792.1 1 135 Roof Louver Aluminum Roof Louver 1 Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C. CAC Lomanco 135 - 2000 PV - NOA 11- j Approved for use outside HVHZ: Yes 0602.02.odf Impact Resistant: N/A E Quality Assurance Contract Expiration Date Design Pressure: N/A 08/17/2016 1 Other: 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Model 135 Roof Vent and Model 2000 Power FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602,02,odf Roof Vent shall be installed over composition shingles roofs Verified By: Miami -Dade BCCO - CER i only. 3. Model 135 Roof Vent and Model 2000 Power Roof Created by Independent Third Party: Vent shall not be Installed on roof mean heights greater than Evaluation Reports 33 feet. FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602,02.odf Created by Independent Third Party: Yes 3792 2 730 Roof Louver _ Aluminum Roof Louver Limits of Use I - -----_ -1 j Certification Agency Certificate Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes FL3792'R8° C CAC Lomanco 700" Series -.NOA 11- - 0602.04.pdf Impact Resistant: N/A - Quality. Assurance Contract Expiration' Date Design Pressure; N/A I Other: 1. Refer to applicable building codes for required -{ W,16/2016 Installation Instructions ventilation. 2, Lomanco's Model'730,750,770 Roof Louvers 3;shalt comply with applicable building code, 3; Lonianco's i FL3792 R8 II Lomanco 700 Series - NOA 21-0602 04,0f j Verified.By: Miami -Dade BCCO - CER i Model 730,750,770 Roof Louversshall not -be installed on roof 1 Created by Independent Third Party: mean heights greater than 33 feet. Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA I1-0602.04,odf Created by Independent:Third Party Yes T.__.. _ 3792.3 1 750 Roof Louver i 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 1 0602.04.odf Impact Resistant: N/A 1 Quality Assurance Contract Expiration Date t, Design Pressure: N/A 08/16/2016 Other: 1, Refer to applicable building codes for required 1 Installation Instructions ventilation, 2, Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's FL3792 R8 11 Lomanco 700 Series- NOA 11-0602.04.odf Verified By: Miami -Dade, BCCO - CER- Model 730,750,770 Roof Louvers shall not be installed on roof Created by Independent Third Party: mean heights greater than 33 feet. Evaluation Reports I FL3792 R8 AE Lomanco 700 Series - NOA 11-0602.04.1)df Created by Independent Third Party: Yes 13792 4 i 770 Roof Louver . Aluminum Roof Louver Limits of Use - Approved for use in HVHZ Yes Certification Agency.Certificate 171_3792 R8 C CAC Lomanco 700 Series - NOA 11= Approve d for use outside HVHZ: Yes 0602,04.odf Resistant: N/A QualityAssurancc Contract Expiration Date Desigimpng, Pressure: to N/A 08/16/2016 = Other: I. Refer applicable building codes for required I Installation Instructions ! I"ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers FL3792 R8 Ik Lomanco 700 Series - NOA- 11-0602.04.odf shall comply with applicable buiding=code. 3; Lomanco's I Verified By: Miami -Dade BCCO - CER Model 730,750,770 Roof Louvers shall not be installed on roof i heights than 33 feet. Created by Independent Third Party: I Evaluation Reportsmeangreater I FL3792- RS AE Lomanco 700 Series - NOA 11-0602.04.ndf Created by Independent Third Party Yes1 - 3792 5 ' 770D Roof Louver Aluminum Roof Louver Umits of Use Certification Agency Certificate _ Approved for use in HVHZ, Yes C FL3792 R8 C CAC NOA 15-0709.O df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A i 10/04/2020 Design Pressure: N/A i Installation Instructions Other: FL3792 R8 II NOA 15-0709.09.bdf Verified By: Miami Dade BCCO - CER 1 Created by Independent Third Party: Evaluation Reports 1 https://www.flaridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVdikEk7oGQ6zyYnmk%3d 2/3 4/28/2017 Florida Building Code Online FL3792 R8 AE NOA 15-0709.09.odf Created by Independent Third Party: Yes Contact Us :: 2601. Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of-Florida'is an AA/EEO employer. Cooyricht 2007-2013 State of Florida.: i 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 mall. 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 donot wish to supply a personal address, please provide the Departmentwith 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: Credit Card safe ec1LT JVTfIIL'' 8 https7/ww v.Roridabuilding.org/pr/pr_app_dtl.aspx?ppram=wGEVXQwtDgsFgPhXouzz9PGbeVidikEk7oGQ6zyYnmk%3d 3/3 MIAMIDADE MI,AIYII=DAUE COUNTY 2 ,r_`, PRODUCT CONTROL SECTION BUILDING AND NEIGRBORROOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION D[VISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.mia.midade.gov/buildint!/_ Lomanco, I'nc. 2101 West main Street. Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction .materials. The documentation submitted has been reviewed and accepted by Miami -Dade County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AH.I). This NOA shall not be valid after the expiration date stated below. The Miami. -Dade County Product Control Section (In Mianu 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 inunediately 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, Lomancool 2000 Power Vent LABELING: 'Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL 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. Tl+ RMINATION of 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. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the ,job Site at the request of the Building Official. This renews NOA# 06-0501.11. and consists of pages I through 4. The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0602.02 MIAMGDILDECOUNTY Expiration Date: 08117/16 Approval Date: 08/17/11 Page 1 of 4 F ROOFING COMPONENT APPROVAL Catep,orv: Roofing Sub-Catej!orv: Ventilation Material: Ah.1111inUM TRADE, NAMES OF PRODUCTS MANUFACTURED OR LABELED .BY APPLICANT: Test Product Product Dimension's Specification Description. 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with flan and Lomancool 2000 Power thermostat with a aluminum. hood. Vent MANUFACTURtNG LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Tot ALencv/Idehtifier Name Report Date PRI Asphalt Technologies, Inc, TAS 100(A) LOM-0 t 1-02-01 04/05/06 APPROYEO NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof rafters, cut a 14" diameter hole through shingles and.sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting with the drill hole 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 theventis centered over vent hole. Fasten the. base to roof decking at corners, and approx. 4" o.c., V from the outside edge of the flange and 1 from stack every 45' with approved roofing nails, keeping heads of nails under shingles where possible. Use a minimum of 32 nails and shall be of sufficient length to penetrate through roof sheathing a minimum of '/2". See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature D MIT A'1:`IONS 1. Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomaneo.ol 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, hie. published uistructions, and in accordance with applicable Building Codes. 3. This acceptance is for installations over asphaltic, shingle roofs only, 4. 135 Roof Vent, Lomancool2000 Power Vent,'shallnot be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a duality assurance audit iu accordance with the :Florida BuildingCode and Rule 9B-72 of the Florida Administrative Code NOA no.: 11: 0602.02 MtaMt DAI7E COUNTY Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 3 of 4 DETAIL DRAWINGS 135 Roof Vent, Lomancool 2000 Power Vent PART # I flW I REO I Ii 'X M A t -L R 1 A L i Mli I Wi 0201 - 50 1 1 1 1 1 11 D"WE 1 0'52±.0025 X 23.59 X 28.50 K`05-0 Al 1 3 250# 0211 - `112 BASL X 20 X 2 3 5 0 0 0 AL 1 4,) 4i G025 -1 9-5 -') 1, 11,510 1005-0 A!- 9 1-1,' 16 GA, X 1.250 X ' !.SW ) 'GALV. SIELL .1g"Ai 0201 --507 s L 1%. 02.8 X 5 A 4i,!-!,5-8X3 MESH PERIJ-A-11'01F, I e 04000) 65 6 2 RIVFT 3/160 X Y/32 OVALJ-0 AL 140510C,D)281 3 SMUN Y114 X 112 HWUt.) Typ-,j "A19" PLT END OF THIS ACCEPTANCE NO No.: II-Q602.02 CMIAMMIMMMINTY Expiration Date: 08/1746 Approval Date. 08/17/11 Page 4 of 4 MIAMI DARE DiIANII-DADS COUNTY MPRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINIS-IRA`RON DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wivw.miamidade.gov/buildinl,, Lomanco, Inc. 2101 West main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County BNC - Product Control Section to be used in Miami Bade 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. 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 'Lone of the Florida Building Code:. DESCRIPTION: 135 Roof Vent, Lotnancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and. following statement: "Miami -Dade County Product Control Approved", urnless.otherwise noted herein. RENEWAL of this NOA shalt be considered after a renewal application has been filed and therehas 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 tertnination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County; Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This renews NOA# 06-0501.11 and consists of pages 1 through 4: The submitted documentation was reviewed by Atex Tigera. y NOA No.: 11-0602.02 FItAMhDLU] E;COUNTY Expiration Date 08/1-7/16 r39M# M1I Approval Date: 08117/,11 Page 1 of 4 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Alunsinum 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. Jacksonvillie, AR EVIDENCE SUBMITTED: Test Agenev/Identifier Name Report Date PRI Asphalt Technologies, Inc. TAS 100(A) LOM-011-02-01 04/05/06 NOA No 1 L-0602.02 MtAMaoADECauN7Y Expiration Date: 09/17/16 Approval Bate:; 08/17/14 Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18"from ridgeline. At chosen. location and centered between two roof ratters, 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 1" from stack every 45' with approved rooting 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 %a". See details drawings herein. Seal all scams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature LIMITATIONS: 1. Refer to applicable building codes for required ventilation. 2, 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with T;omanco, 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 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 MIAMGDADECOUNTY Expiration Date: 08/17/16 Approval Date:_ 08/17/11 Page 3 of 4 DETAIL DRAWINGS 135 Roof Vent, Lomancool 2000 Power Vent PART ff Rf'-.o MA H' RIAL MAT W 020111 UUMC 0`32D025 X 28,50 X 2E'!O '3005-0 AL 12 5-li 0201 — 502 2 E3 A 5— 0327-0025 X 20 X 23 5005---Q AL i 8 c", # D i: . G () 2 5 01qX 19,50 X 19.5C) 5"0 9 1 'y U 41 (1— E--O' 4 3RACKE't6 CA. X 1.250 X 7.5W) GALV, ","IFEEL 5 028 X X 41: 5FiX8 PERM—A—KOl'F 1404000165 6 2 1 RIVF 1 3/160 X 7/32 OVAL FKL). AL 1405000281 3 SCREW 111 Y. 1 12. H%k'!JHD ;'l1E.M "AB- Zi NC ill, T END OF THIS ACCEPTANCE NQ=u= 11JUBTY NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 4 of 4 rl MAMMA MtAYrr-DU DE COUNTY PRODUCT CONTROL SECTION BUILDING AND iNEIGIIBORIIOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 203 BOARD AND CODE ADMIN1STRATION D1 VISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wwwv.niiamidadc.aov/building/ Lomanco, Inc. 2101 West main Street Jacksonville, AR 72076 SCOPE': This NOA is being issued under the applicablerulesand 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 Raving Jurisdiction AIIJ). 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 AR.) 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, Lomancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless. otherw 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 ternlnation 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 shalt be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This renews. NOA# 06-0501.11 and consists of pages 1 through 4. The submitted documentation was reviewed by Alex Tigera.. NOA No.: 11-0602.02 hiiAM1• rJAOEct uAVTY Expiration Date: 08/17/16 f Approval Dater 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Category: Roofing Sub-C atezory: Ventilation Material Aluminum TRADE NAMES OF PRODUCTSMANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description 135 Roof Vent, 9"" x 2.8.5 " TAS 100 Powered Roof Vent, with fan arid- Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. ' Jacksonville, AR EVIDENCE SUBMITTED: Test Atienev/Identifier Name Report Date PRI Asphalt Technologies., Inc. TAS 100(A) LOM-01;1-02-01 04/05/06 NOA No.. 11-0602.02 Mtar[ t•aaot couNTv Expiration Date: 08/17/16 Approval Date:. 08/17/1 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 vent throat opening. Starting with the drill dole 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. I" from the outside edge of the flange and 1"from stack every 45' with approved- rooting 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 Y2". See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature U-MITATIONS: 1. Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, ihc. published instructions, and in accordance with applicable Building Codes, 3. This acceptance is for installations over asphaltic shingle roofs only. 4. 135 Roof Vent, Lomancool 2000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida. BuildingCode and Rule 9B-72 of the Florida Administrative Code NOA No.: 11-0602.02 MUNTY Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 3 of 4 DETAIL DRAWINGS 135 Roof Vent, Lomaucool 2000 Power Vent PART # i?EW I-._-_ I REQ DESCRIPTION IAA IFRI ^.l MAF WT' 0201 501-- 1':>?f 0321 002,5 X 28.50 X o~. C--5005 0 At 3.25Gp 02)1-5 2 2 I: i I3A°£. Uil .aGti S X 20 X-'i' Si:i(a5--0. AL I:i3Oj,' r?). 03 3 1 i RANSI-iFt_D 0191.O1)25 X 951 X tJ 'l 5)i —J t.L QI-3 410 501 4 P4CfEr iG ,;a X t.5u X '755) GALS'..,9J CCeEEN 028 :< 5 X 41 _9Yi 8X8UE SH PERM—A—h:01'1F 1404000t65 6 RM r 31 Frr. X 32 OVAL FID. F 140 000281 3 s..RP,iU 1 a• X 1 / 2 HWUHb ;f'r.Al 'a5- ZINC PLT END OF THIS ACCEPTANCE M OtOMIAPPROVED1_ NOA Na.: 11- 602.02 Expiratior Date: 08/17/16 Approval Date: 08/17/11 Page 4 of 4 4/28/2017 Florida Building Code Online BCIS Home i Log In User Registration Hot Topics Submit Surcharge Stats & Fads i Publications ; FSC Staff I BCIS Site Map Links Search i l' Product Approval USER: Public User Product Approval Menu > induct or. Ap2tiration Search > Aoolicatios i %> Application Detail FL # FL158-R8 akit Application Type Revision Code Version 2014 si Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified I by the POC and/or the Commission if necessary. err n r ${ Comments Archived i _ iey11 Product Manufacturer CAST-CRETE USA, Inc. r ! Address/Phone/Email PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Authorized Signature Craig Parrino cparrino@castcrete.com Technical Representative Craig Parrino RP Address/Phone/Email PO Box 24567 rk° Tampa, FL 33623 Yea cparrino@castcrete. com f t 4Aa 61 Quality Assurance Representative Craig' Parrino x; Address/Phone/Email PO Box 24567 Tampa, FL 33623 aEm , cparrino@castcrete,com Category Structural Components r Subcategory Products Introduced as a Result of New Technology I rxl Compliance Method Certification Mark or Listing Certification Agency Miam(-Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year ACI318 2011 ACI 530 2011 Equivalence of Product Standards Certified By t; s' `' Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https:// www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDqueg1%2bT71a/o2fF192gnRzHNuicgj5pqLXkU6g°/a3d 112 4/2812017 Florida Building Code Online Date Validated 05/ 06/2016 Date Pending FBC Approval Date Approved 05/ 06/2016 iummarrr'of Products FL # 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 i Approved for use in HVHZ: Yes FL158 R8 C CAC NOA 14-Q9Q3.03.odf Approved for use outside HVHZ: Yes FLISS R8 C CAC NOA 16-0126.03.Ddf Impact Resistant: N/ A j Quality Assurance Contract Expiration Date Design Pressure: N/ A i 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load i FL158 R8 II NOA 14-0903.01ocif FL158 R8 II NOA 16-0126.03.odf i Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Ia4:I'<': UN Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AAfEEO employer. Coovrlaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please. contact 850.487.1395. *Pursuant to Section 455.275( 1), Florida Statutes, effective. October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply,a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F:S., please click here . Product Approval Accepts: a[..l.xl Credit Safe ay. tS 111' 1i; 14 11:TRICS''' littps://www.floridabuilditig. orgtpr/pr app_dtl.aspx?param=wGEVXQwtDquegl%2bT71%2fF192gnRzHNulcgj5pgLXkU6g°/a3d 2/2 MIAM I•DADE AIIAb3I-DADE COUNTY e PRODUCT CONTROL SECTION DEPARTMENT Or REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADN[IMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) Nv)viv.mi:tmidade.eovleconomY 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 mamier, 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 I of 1, prepared by Craig Pareitio, P.E., dated March 24, 2003 and. Drawing No. LT4612, titled "Cast -Crete 4", 6" & 112" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parritto, P.E., dated March 24, 2003, last. revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the 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 ofthis product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process, Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section. of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed. by the expiration date may be displayed in advertising literature.. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection. at the.job site at the request of the Building Official. This NOA revises NOA # 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. l ' t NOA No. 14-0903.03 MIA 11-DADE'COUhlTY r f% Expiration Date: 09/11/2018 Approval Date: 10/09/2014 Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing ATo. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, Prepared by Craig Parrino, P.E., dated ltlarch 24, 2003 eruct DreavingAfo, LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 0l'3, prepared by Craig Parrino, P.E., dated Afarch 24, 2003, last revision 41 elated April28, 2003 both drawings signed and serried by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled k1odels, total of (13) concrete lintel specimens, per ASTi11 E,-529-94, prepared by Applied Research Laboratories, Report Mo, 30404A, dated 04110103, signed and sealed by Christopher A. ffamon, P. E. C. CALCULATIONS 1. Calculalions,for Cash -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed kv Craig Parrino, P.E. 2. Calculations.for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino; P.E., signed and seated by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System kfanual for Cast -Crete 11achine rllade Precast Lintels remised on 1, 2002. 2. Cast -Crete Quality System kfanual for Prestressed Proehrets dated 2002, 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drenving ATo. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated ltlarch 24, 2003 and Drawing Alo. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Strfe Load Tables'; sheets 1 through 3 of 3, prepared b , Craig Parrino, P.E., dated &larch 24 2003, last revision dated March 11, 2008, B. TESTS 1. None, C. CALCULATIONS 1. Alone, D, QUALITY ASSURANCE 1. By 1fianri-Dade County Building Code Compliance Df ce. E. MATERIAL CERTII+ICATIONS 1. Alone. Hehi y A. Makar,1).E., 1l.S. Product Control unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E - I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Drawing No, FD4612, titled "Precast and Prestressed Lintel Details ==, sheel I of 1, prepared by Craig Parrino, P.F., elated jUarch 24, 2003 and Drawing No, LT4612, titled "Cast -Crete 4", 6=' ce 12" Lintel Sale Load Tables =; sheets I through 3 oj'3, prepared by Craig Parrino, P.E., dated klarch 24, 2003, last revision dated rtlarch 11, 2008, all signed and sealed by Craig Parrino, P. E., oil 14arch 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1, Alone, D. QUALITY ASSURANCE 1. By111ienrri-Dade Courrt}= Department of Permitting, Brnpit orrrrrerrt, and Regulcrlory .jfairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter'fi°o» r Cast -Crete Corporation, alerted February 03, 2012, signed and sealed by Craig Parrino, P.E., cer•tdfing compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. Alone. B. TESTS 1. None. C. CALCULATIONS 1 • Arone. D, QUALITY ASSURANCE 1, By Alianri-DadeCounly Department of Regulatory and Economic Resources (RER), E. MATERIAL CERTIFICATIONS 1. None, r l elfny A. Makar, P.E., M,& Product control Unit Supervisor NOA No. 14-0903.03 Expiration date: 09/1 t/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Lne. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW .EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing Ato. FD4612, titled "Precast and Prestressed Lintel .Details'; sheet 1 o 1, prepared by Craig Parrino, P. E., dated March 24, 2003 and Drawing Alo. LT4612, filled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, AE:, dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. Axone. C. CALCULATIONS 1. Caleulations.fcr Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236, Prepared by Craig Parrino, P.E., signed and sealed 61, Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By A41ami-Dade Counhj Department of Regulator), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fr-ow Cast -Crete USA, Inc.,, dated August 19, 2074, sighed and sealed 43' Craig Parrino, P.E., certifying compliance with the Florida B11ilding Code, 2014 Edition. Hel#PA.talcar, P.E., M.S. PI.O(lnct C011tr01 Unit Supervisor NOA No. 14-0903,03 Expiration Date: 09/11/2018 Approvat Date: 10/09/2014 E-3 Om ® HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS19 TYPE "B" TYPE "A"_STIRF 5" SPACING C".SPACI C 5" " A" BOTTOM STEEL LENGTH __ 6" & 12" PRECAST LINTEL RELNFORCING CAGE FABRICATION MODEL 12• PRECAST U-LINTEL 12' PPFCA6T w/ J' RECESS NOR U-LWTEL C PRFCA<T L-LNTFI {' 50,10 LINTEL S.a 9• 81S {1 16' 6 1/4' i tei 7 {' 11 2• u »Mai n J/31'r t rnzwPs S:w n ssY.ttit A•aw[ AI: u+uRau m` 1i'A BM LNUt1•s iO n L«cR r snRRun B loe 1R Pwc« rAa e me` n a 3 {' 7 561 7/15 8 3 {' 7/16k' STIRRUP DETAILS SStiD l fi" PR£C_b. 12• PRECAST / Rr• ` LINT 2' PRECAS LLLjE{jf, 4" SOLID LINTEL DATA TABLE C>3... ElmMEMMI rPBrA+.:rin:a 6" FIREGAST U—LINTEL DATA TABLE III • • Q[2f:T.:id¢1iD lr-7©C1i aQ r r raaFslAMF2=Rso RSII1ar-mmmm LL.7 9f7I,1,7R C1Q9Q aiirimm nu 0 Kolu I A CS[[mmi0mi0 Esf[i37tL 3mi9[ClmiQ 12" PRECAST U—LINTEL DATA TABLE 7 y I i Q2LLL'i']liliill'7SP}3J 1 SiLlmmm Pa" spaR-amlmmrsma FEMME= QiLSi[/ki1ld"i Iim3lJ f I[10 m®61tt n ME1GTQ 03[taL E:ILB.L•ll:l®fP:kfB71>,IiT.LS1.R RT1 Q 1.Ir .. sr rII:Tt o v ©ao a[Enu.ucr.iail =M FIL"31ISQdiE t[x•Yi7 LuteA.sysfirRa rc Ef- [imp . no vc>avr rraraEr,>roriill T{,nspsrAr.cstDTErnales>aR cvsv G/J(, MIIIIIIEMMSER OFa_ _ IS PRO1 1 IRAR1 1-1- IS PROM "' PND.UC1 APPROVAL O IS FMILCIED BT COPTRWI LAWS AND CANNOI BE REPROWCED OR DISTRIBUTED WR W VIE PRIOR WRITTEN CONSENT CASE-CRCTE USA, WC. 1. REWIDRCINO S1ELU V. W ASIII A.110; /5. (R. AND 65 MW A STRVtINO MOI- B MD 12 WCN UWi - 2W PSI Owt R - NIs L NDIC w IOIAL . ICR DF ..RUPS RCWIRLD ARC COUNIEO wmnw 2. -11 -Mt re " 6DDD PSI TOR ALL I INCH WI 12 WCN FROM CACN DID DE tNC RUNFORCIRO CADET FOR M.P. - ND. OF nACCAST IDRRS; 1'e . 3D00 PL )OR { INCN UNIktS SDFRUK • ., INCN TRL RUNFORCINO CADS FA -nON NODEL sH.", 3. BO11ON 31E[L SNAIL BC M 6A'N DNE WCN 10 BL FLUSH .1. LNDS 2 Snuun FROU EACH END. DN t .WO 12 WCN UMi[IS MCR SI:wpom IRO. MfR GEN O% PRUnI1C'C KLMS110 IRS aAnPIYu1E .ciIL h,.Flu idno.4 03muldirjC-i' ,z '=• u 3tjOF lV' CRAIG PARRINO Anal I1 W 4iJ S•, R1 6324CR579 CDt D G RSi NA t{ fSEFFNER. NO34484its" 756 T+ u= PRECAST AND PRESTRESSED LINTEL DETAILS 711E NANLe 095URA-1{ DRANN RY: JOHUI ARHAU6 SCALE; 45 SNONN. DAIL. S/2{/0) Clltt%(D - E. P ll:, PR D.R M FO4612 SHEET. i OF GENERAL NOTES I) Moledds: 1'. 4' precast lintel - 30W ps1 fc 6' d: 12' pprr azt hotel - 6000 v4st Fc grout = 3000 psi wlh moderns 3 8 into aggmgak. contteln. masonry undo SCMU) per ASI C90 with minimum netor. c-Pre . ,trc I n . 19DU psi r,bar Per ASTL1 AM Grade 60 manor per ASIM C2'0 typo M or S 2) All safe load tables based on miNmMum 4 Inch nominal bearfng. Iac,,t;a,; Safe hods for lintel 2 SUB, 12U8 and 12RU6mustbereducedby8XHbearingknglhisIcss than 6 112 )nines. J) Provide full mortar bed and head yoi.L, 4) the number in parenthesis-Indbutn the percent reduction far grade 40 Field added rebar. 1td 146f(Pi142H(i4/4% ea n0 2B) 228 cif 5) NI. lintels meal a exceed J60 de8ecl'an. FxctRllsn: lintel types & 12F8 1F-4' &longer meets oaL/ 180 deflection. Asa I,Ifmllimitedd , 1. cantlilions 9 the Flpdda Holding Code Section 1604.3. 1 as opN!pplirn6le. 6) Share filedlintel, at required. 7) 4' solid Rntcla to be installed w/ 4' dernensbn horizontal and 8' dlmensm, vertical. 8) Instolation/ altachreenl of linlet must comply with the orchileclurol and/or ilrudurul documada: 9) The designer may evaluate cam-4a1e4 loads from the sofe load taNes by calculating the maximum resisting moment and. shear of d-awpy from the face of support. 10) KR. - Not Rated 11) Bottom F: Id added reber to be located at the bottom of the lintel covily. TYPE DESIGNATION r— r - nua wnN umur / a - uautD 12F16-2B/2T su[au sav Lowmm tl Fs Aa,a1 rpOn K6h9 Ai IOG fs ,sera zr rs ICl ( 2) KW9M OR 12' MNIO9 q W.— ran e' reams. y IKGs eVto rCR 12' Itlm3 grswemrm s'smas eanw Raaacw fvreaj 'm 11 5 ' ACTUAL 12' NOMINALMOTH12) (' a 12' IN& are no—actu"d vith 5-1/2' long notches at the end, to accomodate vertical cell reinforcing and grouting. 13) The exierkw surface of lintels installed in exterior con(cle masonry walk shill have a eoo6aq of sWcco oppled in accordance wlh JSTM C-926 or other apprmed cooling. 14) Unlds lauded simuttaneou,ly Ah -6ca1 (gravity ar uplllt) and hok-tol (lalerat) bads should be checked for the combined be ing with the follawing equoten: Applied vertical load Applied horizontal bad Sala -vertical load + Safe horxonal food 5 1.0 15) For mmpo,he NO heghts at shown, use sofa IMF— cost loner height shaven. I6) Far lintel Nnglhs not shorn, 'use oafs load from read longed length shown. 17) Sale loads uro superimposed dHoirable loads. 18) &to bads based on rational design analysis, per ACI 530 and ALI 318. 19) Additional Meet hand mpadly can be obtained by IAe desky, by provkdNg cddlianal reinforced -concrete masanry onls (RCMU).obovc the 6nteb See by Was: F'm=15DOpsi 1/2' cup nP-Z 6U8 4S8 rrI ,- f}f. EMBEE R OO FCAA_ vaa. sq _ SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL RE)NFORCEO CiAU (RCMU) FULL COURSE l5 REBAR FOR 6" LWTELS 15 REB.AR. FOR'. 12" LINTELS Oi GR60 6F8 6F12 SAFE LOADS FOR 4" SOLID LINTELS C4i=TCRfS'1 GRAVITY TYPE LENGTH 4S$ 3'-6" ( 421 PRECAST 1180 4'-C" (48-) PRECAST 959 4'-6" (54") PRECAST 789 5'-10" (70") PRECAST 460 6'4" (78") PRECAST 360 7'-6" (901 PRECAST 260 9'-4" (112') PRECAST 156 10'-6"(126')PRECAST 116 o 7 12UB Cs+sr Arm UPLIFT LATERAL TYPE LENGTH 4S8 4S8 S- 6' ( 42") PRECAST 687 371 4'-0- (48 PRECAST 597 320 4'-6" (54' PRECAST 529 2.58 5'-10-(70") PRECAST 407 148 6'-6- (78') PRECAST 366 118 7'-6" (90') PRECAST 280 87 9'-4" (112') PRECAST 187 55 10'-6- (126") PRECAST 152 43 12F8 12F12 12F16 0 Lu : MIN 2.Y O,rrs0 Orr .`' '• O 12F24 12F20 tlxorucrRr;v!slio I) adnPl) Ing vilh rha Fhiritla llWlJlny L'ut.s Aca;planca c FBI oliun Dr.on S; ,OR10 `;: g2aCR579 f / L, 6F20 .,a u/ e0 SEFFN.ER FL 35 a` on`n 41.... ... .4756 r^ m: CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES FILE WE: OBSU85-14 CPA" By: JONAN ARNAUD I SCALE N.I.S. DATE: 3121/03 CHECXEO B7: CPAIC PARRINO, P.C. - REG. NO, 44756 1 DRANRIO: NO. L14612 SHEE1 I OF 3 I SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS 4— 4Aero SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-18 6F12-1B 6FI6-18 6F20-18 6F24-1B 6F28-18 6F32-1B S-6- (42' PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6- (54°) PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10'(70") PRECAST 1067 1260 2198 3557 5734 7227 8297 82251 6'-6" (78') PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-8" (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 PRECAST 373 417 646 895 1170 1485 1852 2285 14'-O'(168-) PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(2081 PRECAST N.R. 299 455 620 794 985 1198 1437 N) 1HE 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 9uwa SAFE LATERAL LOADS FOR 6" PRECAST U•LINTELS c SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMU S-6" (421 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 T-6- (90-) PRECAST 222 367 116 V-4- (1121 PRECAST 173 352 74 10'-6" (126") PRECAST 151 276 58 11'-4°(136-) PRECAST 139 311 49 12'-0° (144) PRECAST 131 277 44 13'-4-(160") PRECAST 117 223 35 14'-0-(168") PRECAST 11l 202 32 17'-4'(208") PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR S" PRECAST U-LINTELS te>tat`It*-iw m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6FB-17 6F12-17 6F16-IT 6F20-17 6F24-IT 6F28-117 6F32-1T 3'-6" (42-) PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0" (48') PRECAST 1225 1500 2357 2913 3470 4027 4583 4'-6" (54-) PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(7D") PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6- (7B') PRECAST 723 1097 1437f1 1777 2117 2457 2797 7'-6' (90') PRECAST 648 K 863 1249f4 1544m 184014 21351n 2431 9'-4- (112 PRECAST 575 571Dn 980 1252 ix 1492 pl 1732 1972 10'-6'(126") PRECAST 514 462(In 787tv, 11211 1336 1551 1766 11'-4-(136' PRECAST 474 4041n 685 985 1213 1y. 1442 1645 12'-0' (144") PRECAST 454 3671,n 619 888 1093 n 1299 1506 wj 13'-4"(160 PRECAST 402 308 u 516 735 906 y 1076 n 1247 14'-D"(i68") PRECAST 369 2851 1 475 677 1l 832 y 989 1145 17'-4"(208') PRECAST 253 208 338 476 585 n 693 603 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 G PAi?), gip\ ... SG4.4 NS4? F y : D- CRAIGPARRINOT•- C RIQ•' 61S..... G O 6324CH579 70NALE;, SEFFNER.FL30584 4111/11/ FL.P.E.UGNO.4475 PR01)UEf RF?yr,ggp BwId,., Da M•ilh rI,c MoriAa Amptunco Ni DiretmnUae ,^Sy.3 nnE CAST— CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES FILE NAVE: DBSU36-14 I DRAWN 6Y OOHAN ARNAUO -AIE N.15. DATE: 3/24/O1 CHECKED R1': CA00 PARAIRD, P.C. - REO. NO. 44756 DRAWIRO: ND. LT4 L SHEET 2 OF 3 SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 410-T-4-ft" SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 12U8 12F6-28 12F11-10 11Ft6-28 12F20-18 12F24-28 12128-28 12F32-28 3'-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 443%, 6'-6" (78") PRECAST 1383 1986 2679 4191 1111 10012 12711 1443$ 7'-6" (90' PRECAST 1138 1628 2131 3218 4676 6756 9763 1352E) 9'-4" (112 PRECAST 795 1216 1535 2230 3083 4167 5593 7552E 10'-6"(12q PRECAST 614 1043 1295 1853 2516 3323 4334 5632% 11'-4-(136") PRECAST 518 945 1162 1649 2216 2693 3719 4746 12'-0'(144") PRECAST 456 878 1073 1513 2020 2617 3333 4206, IS-4"(160') PRECAST 359 767 926 1294 1709 2188 2743 3409, 14'-0'(168') PRECAST 321 7200 865 1204 1584 2017 2451 31061 17'-4' (208") PRECAST N.R. 451, 631 1 881 , 1141E 1428 '4 1750(14 2102L, 19'-4' (232") PRECAST N.R. 343, 477 D 7001„ 925 - 1152 i380,A 1609P 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDJCTMS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS C4t4 iL® SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RM 12RF6-28 12RFI0- I 2Fs I 4-2E 12RF18- v%22- E2612R- 12RF30- 4'-4" (52' PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6" (54') PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 V -8" (68") PRECAST 1347 1841 3555 6395 9640 11669 13679 156794 5'-10"(70") PRECAST 1259 1758 3361 5954 9358 11669 13679 1567E6 C-8" (80") PRECAST 924 1430 2633 4415 6884 1035416 12571, 1480q 7'-6" (90') PRECAST 703 1203 2157 3494 5259 7922E 9623(,j 1132q 9'-8- (116") PRECAST 389 843 1451,1 2157 3203 I,j 4427(j 54171 6380P SAFE LATERAL LOADS FK1R 49" PRFrAAT 11.1 IIJTFI A 1 / SAFE LOAD PLF LENGTH TYPE 12U8 12F8 RCMU 3'-6" (42') PRECAST 1295 4841 393 4'-0' (48') PRECAST 1295 4841 2994 4'-6- (54') PRECAST 1049 3922 2417, 5-10"(70") PRECAST 681 2547 155? 6'-6" (78") PRECAST 579 2167 1231, 7'4" (901 PRECAST 474 1771 914an 9'-4" (112") PRECAST 355 1326 58( ,n 10'-6"(12V) PRECAST 306 1143 454, 11'-4"(138") PRECAST 278 1041 388(0 12'-0-(144") PRECAST 260 971 345an 13'-4"(160') PRECAST 229 857 278 14`-0"(168") PRECAST 216 809 2510, 17'-4"(208") PRESTRESSED N.R. 633( 162Dn 19'-4-(2.32") PRESTRESSED N.R. 534 1300 JGt L,CNtKAL NVIt IO SAFE LATERAL LOADS FOR 12" PRECAST wl 2" RECESS ODOR LS.LINTELS C"a*`4c^°m SAFE LOAD PLF LENGTH TMPE12RU612RF6 RCMU 4'-4" (52') PRECAST 1295 3692 2581 4'-6", (54-) PRECAST 1213 3458 2417, 5'-8" (68'7 PRECAST 784 2236 16506 5'-10"(701 PRECAST 747 2129 1552(,n 6'-8" (80') PRECAST 602 1716 1170, T-6" (90") PRECAST 504 1438 914an T-8" (116") PRECAST 355 1011, 45 9°1 SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS 10-4- SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 12FB-21 12FI2-2F 12F16-21 12F20-2i 12F24-1T 12F28-2F 12F32-2T 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 3310 4092 4875 5858 6441 6'-6' (78") PRECAST 1444 2269 2972 3675 4378 5081 5784 7'-6- (90") PRECAST 1267P, 1767„ 2583„ 3194, 38D6 1 44111n 1128 9'-4' (112") PRECAST 10281K 1171ft1 20061 2590( 3087(h 3583, 4079 10'-6" (1261 PRECAST 947 „ 16120 22811 27641, 3209P, 3653( it'-4"(136") PRECAST 829 1404D 1982( 2441 2902a 3364P 12'-0'(144") PRECAST 678 7538,1 1269P 1788 2201E 2616 30321 13'-4"(160')PRECAST 6338,1 1057 148S( 18261 2169P PRECAST 586 m 974 M. 1365P, 1679P, 1993017'-4"(208') PRECAST 434 • 427I" 695 D 964(A 1182(, 14 22(, 19'-4"(232') A2511314'-0-(168-) PRECAST 3561 370,, 593 817P1002( 1187P, 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAt SEE GENERAL NDIE NO, 4 SAFE UPLIFT LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS 4-1-4- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH___TYPE 12RF6-2T 12RF10-2112RF14-2 12RFI8-2 12RF22.-2 12RF26-2[12RF30=2 4'-4- (521 PRECAST 1626 2685 3745 4806 5867 6928 7989 4'-6' (54' PRECAST 1558 2582 36D2 4623 5643 6664 7584 5'-8" (6n PRECAST 1210 2042 2850 3658 4466 5273 6081 5-10"(70') PRECAST 1173 19B4 t,, 2759 3553 4338 5123 5908 6'-8- (80-) PRECAST 10201 153801 2426 3114 3802 4469 5177 T-6' (90') PRECAST 904 j 1226 12163„ 2776 3390 91 4003 4617 9;78' (116") PRECAST 1 7031, 771 14 1472,,( 2181 26631 3145P, 3628 I) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR xc uvcnru. Nvlc lo; NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. f G -''• E N S'' f0 FIELD ADDED REBAL SEE GENERAL NOTE NO. 4 44 7 1'E200UC,T RF.VISIED Y = FkvTdjngdio8 u-yiug ,dtlt thu Florida Coda T E ' F G.: Awzptalccnoj,.l- o,oz,o dR1 4C/ CRAIGPARRINO 1wp"dtonPale g ,:7 m/8 PG 6324CR579 SEE GENERAL NOTES - SHEET 1 OF 3 •p KA B r/pNAI. jj4.4 .+` SEFFNsm,PL33584 FI.P.E!GIC.Nb:11ri756 NO Pyl REVISION DATE V D 4 MEMBER OFF. 1:CAST-CRETE 4P, 6" & 12" LINTEL SAFE LOAD TABLESJANAVECHANGE11OBA _ CPIG I 14 a'u'°°" u FINE NAME: OBSU07-14 ORAWN B!: JONAN UNAUD SCALE: R.T.S. CHECKED BY: CRAIG PARRINO, P.E. - REG. NO. 44756 PRAWLIQ No, LT4512 SHEET 3 OF 3 MIAMU MIANII-DADE COUNTY e 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.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 sha!l 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. 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 Parriio; P.E., dated June 7, 1996, last revision dated June 12 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal -stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County Iogo. 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 914-0903.02 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. NOA No. 16-0126.03 MtaMt- oabe couwrr '/ t/ Z Expiration Date: 05/21/2017 Approval Date: 04/28/2016 0 !./ Z $ Zo/ d 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.L., dated 06107196, revision 91 dated 11108196, sheet I of 1, and Draining No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P,E., dated 06107197, revision 04 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 ASTMIJ-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P, E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, 45 pages, prepared by Craig Parrino, P.K, signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo 94 dated April 1996 for cement by Southdown Brooksville Cement Laboratory, 2. Mill Certified Inspection Report 420-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 920-8345 dated .11113195 for pre -stressing strand by The Crispin Company. 4 Mill Certified Inspection Report 421I1-078240 dated 04125196 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report#84-M19614 dated 02129196for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01128196 for 94 rebar by Birmingham Steel Corp. z 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 44 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121196 for 94 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. Produc , ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196 for 45 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control 1llanual for Pre -stressed Products dated 03120195. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 401-0209.03 A. DRAWINGS 1. . None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # '03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; sheet 1 of 1, prepared by Craig Parrino, P.E, dated June 7; 1996, revision #2 dated January 28, 2003, and Drawing I& LT8, titled "Cast -Crete 8"Lintel Safe Load Tables' sheets 1 & 2 of 2; prepared by CraigParrino, P. E., dated June 7, 1996, revision #5 dated blarch 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;spec mens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 23 through 2.336, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATION: 1. Quality System Manualfor Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. ry A. Makai 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 406-0222.01 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 f om Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P.E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None, F. OTHER 1. Letter from Cast -Crete; Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition, H A, Makar, P.E., M.S. Product Control Section Supervisor NOA. No, 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6 EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1 Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig.Parrno, P.E., dated Jane 7, 1996, last revision dated February 17, 2006, signed andsealed by Craig Parrino, P.E., on March 22, 2012.. B. TESTS 1. None. C. CALCULATIONS 1. None. D: QUALITY ASSURANCE 1. By Miami -Dade County. Department of Permitting, Environment, and Regulatory Affairs, E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letterfrom 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 PRE, VIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8 titled "Cast -Crete 8" Lintel Fabrication Details") sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7; 1996, last revision dated .Tune 12 2014 signed and sealed by Craig Parrino, P. E., on August 19, 2014, B. TESTS 1, Arone: C. CALCULATIONS 1 Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 1.9, 20.14, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter ftom 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., riZS. Product Control Section Supervisor NOA No, 16-0I26.03 Expiration Date: 05/21/2017 Approval. Date: 04/2812016' 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 Miatni-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. HQWA. 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 HIGH STRENGTH PRECAST AND r 33 PRESTRESSED CONCRETE LINTELS Y:.me •i - ,.4,t+ .ed;zY '"y,, ' c,L`h '.3. •2:r,.••'r., a<4'!s€.:,^r MISS," hk5>. :,..,T< +,f.,"•E TYPE "A" 5TIRRUPS, a 7,32".0 BAR M STIRRUPS 6 i d -' 8 LINTELS STIRRUP DETAILS SGLE:X.i.F. LJ,71E 32"0 BAR 8" STIRRUPS M 8„ LINTEL STIRRUP t.i. DETAILS SGLS.-,l. PRFSTRFSSED U-LINTEL DATA T ISNTEELZ-8' Y%VIIZWV1gf P ENGTH lEE CT SPAGNG. 1tGL9AVP9 IA D.134 542 3 B A. 1.-3 32 BAR 14:-.6 40. 3'-0" P i S--4' O.140 567 7 32 BAR 1 -S" 32 BAR 15 -2" 4 0 'Y-2" 9. 17'-4 O.F50 659. 7 }2 BAR i.-3 7 32 BAR 1 W-2 14 O 3'-8" 0. 18 -4 0.176 713 32 BAR- 1--3" 7 32 BAR 19 -2' 14 0:4'-2' D 7 32 BAft 22'-0" 0.200- BI 1 - 16'-0" 7/32 BAR 21'-10" 5'0 5--10 " 10 2A'-oV o.210 585 7 32 BAR I - 16 -0- 7/32 BAR 23'-10" 6 4 4'-S 1/8" 10. 7 nN -1-0 P,i A 11_I IKITC'I RATA TAntf ' LI TEI `OVERATESIZELENGTH ppECESSLEINt VOLUMET. WEIGHTIHRSSITPE wv. S 0.VtF IGelNH. PMINO 2'-8" 4'-I' 3'-0" 0;016 146 3 REBARt. 3- 0 7 32 BAR S'-8' H' A- 4 0. 037 15 3 REB 7 32 BAR 3 -f0" N A A 0. 047 7 S2 B R 5 -D - H A 8._ 0. 047 W- O" 7 6 C-4' 0.060 243 IF 4 REA. 3 REeAi 6'-10" N A 6 O.47B 8 EBAD A'4RR. EMBER - OF m •o• iDitiBc rs.%u oiucii uxrw StsB'NOtu pR pY'T 1N7 E,RFtNFO CiNG 'CACC FAHRI L 4'ff. Je". VO,LC 71Y 3DMY( l TTIS r SDgIUPF T1ryUl AT ENCS PRESTRFGCFG LIN' EL REINFOR ING -A •E p(B$ICA710N MODFI PRECAST U- LINTEL DATA TABLE LURIEL 51zE YOUL,E T WEIGHTs r-- sTEt I DDTD 476E"' c SrA O s R 5 s 3'-6"- 0:032 128 PS AC6AR S -5' 7J2 BAR 3'-2"' N A i 4'.-0". 0:937 14 3 R HAR r3 -fl' 7 3bBAR 3'-'B" H A 4 A'-6" O:O4I 162 y3 REBAR. 4'-5 7 52 OAR 4-2" N A. b.,.. 0. 949 02 jS .OAR S -3 7r32 BAR 5 -0 N A - b 5 f0- O:OJ4. 3 RE R -B 7 32 B R A e T-6" 4.069 370 4 REBAR T-5" 7 3z BAR Z'-2" N A: 6 9'-<" D. O66 356 i REBAR. 9'-3" 3 REBAR 9'-0" 2 -0 6 10'-0" 0.096 378. 4 REBAR 0'-5" 3 REBAR 10'= " 2'-0" 6 0:104' ADe, S REBAR IV-3" 3 AN R I1'-0.. I..-W. 9. O.I 10I 43 5 REBAR 11 -11 3 NEWI I -8. 3 -o . 8. 3'-A" 0:122 46 0 6REBAR l3'-3' C , REBAR tW-G" 3'-G' B 14'-0' P 1 5O4 1 #45. REBAR 13.-1I SREBAR IS'-8"-P. 0' B. pROpMETART INFORMATION IS PROVIDED FOR 'PRODUCT APPROVAL. }T IS, C1CD'BY COPTRICNT LAWS AND CANNot eE REPRODUI'EO OR =1130 tED PUT THE PRIOR WRITTEN CONSENT OF CAST-CRETE USA, INC. 1. REINFORCING STEEL. 7/32 BAN ASIM A5101 J3, 14, 5. NOTE$ ME TOTAL, NUMBER OF STIRRUPS. AHD JS RCDAR 6AAOC 80 ASYM A615 T/1B iNCN REQUIRED IS COUNTED STARIIRD FROM. EACH OIA4EILR X70K51 LOYt-RCWtATION PRFSTRESSINO FND OF THE REINFORCING: CAOG FOR E%AMPLE SATAND. ASTII - A41L ND. OF. STIRRUPS a 4. THEII THE 2. CONCRETE' STRENDTHB: d'• n'6OOD PSI FOR B. REINFORCNIO GCE. MODEL SHOVI3. 2. STIRRUPS PRESTRESSED LINTELS; T'4 r 4000 PSI FOR AIL FAN EACH CND: PRECAST B INC" LNTCl3. 6. 2w" POUNDS GF POLTPR9"1 K FIBERS PER 3. INITIAL ? RESTINESS FORCE a: 0.70 >< IW. CU•T0. OF CONCRETE NA:..BE VSED DI UCU. or PRESTRESSED U.NTCL REINFORCING CAOE 4. STRIPPING sIRFNotH1 PRESTRESSED TO'NESIST UFTINB AND HANDLM FORCES. e°O , ENSPRODUCT. RIMS10 as rnf llpl0 udrh ilLe BlnTlQa 1NllI3mB CO A plwccNol¢ 0 o3:0Z. F "- CLgItF IA;,uRla .rz, c O3• EqO r(Y • (' il'Q,l (Uwr' t t CRAWARRINO 6324CR579 ( 1iIDnilUeJ duq bnL nvot' J S R; • G\S:` SEFFNER,FL 33584 FL. P. E. LIC. NO.44756 r0 TILT, CAST- CRETE 8" LINTEL FADRICATIO`N DETAILS FnF NROFe OBSUBI-1< DRATYN BY: CRAIC'PAAPoXO, P.C.-" AEG. AD. 44755 1 SCALE'.. 841 TO scu SAFE LATERAL LOADS FOR B" PRECAST & PRESTRESSED U-LINTELS 1/ep. ia P bh SAFE LOAD PLF LENGTH TYPE 8U8 8F8 RCVU 3'-G" (42')PRECAST 1025 1024 1598 4'-G" (481 PRECAST 765 763 1309 4'-G" ,(54') PRECAST 592 591 1073 5'-4" (64`) PRECAST 411 411 745 5'-10"(70") PRECAST 34Dr53 616 6'-6" (187 PRECAST 507 4-90 7'-6" (90') PRECAST 424 363 9'-4" (112') PRECAST 32S 230 10'-6'(126') PRECAST 284 401 180 11'-4" (136") PRECAST 260 452 154 12'-0"(144') PRECAST 244 402 137 13'4'1(160 PRECAST 217 324 110 14'-0,' (168') PRECAST 205 293 I OD PRESTRESSED N.R• 91 PRESTRESSED N.R. f28 83 17'-4" (208") PRESTRESSED N.R, 64 19'-4"(232') PRESTRESSED N,R. 52 21'-4'(256')PRESTRESSED N.R. 125 42 22'-0' (264') PRESTRESSED N,R. 115 40 24'-0'(288") PRESTRESSED N.R. 91 33 SAFE UPLIFT LOADS FOR V PRECAST & PRESTRESSED U-LINTELS 4 strr-is+:ts° SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8fg-11 BFB-2T 8F12-17 8F12-27 SF15-it BFI6-21 8P20-1T BF20-2T 8F24-IT 6F24-2T 8F28-17 BF28-11 BF32-1T Bf32-2T 3'-6" (42') PRECAST 1569 2655 524 4394 5263 6132 7001 1569 2655 3524 4394 52U 602 7061 4'-0' (481 PRECAST 1363 2305 3080 3a15 4570. 5325 6079 IMS D05 3060 3815 4570 5325 6079 4'-6" (54°) PRECAST 1207 204D 2707 3375 4043 4711 5379 1207 2040 2707 3375 4043 4711 5379 5'-4° (64'') PRECAST 10I6 171 a 2276 2gi8 3399 3961 4522 1018 17,15 221fi 2838 , 3399 3961 4522 5'-10"(7G"} PRECAST 909 1567; 2 2593 3107 3520, 4133 W. 929 1567 208D 2593 3107 3620 4133 6'-6" (7H PRECAST 835 1407 , 136 ; 2329 ; 279 n 32a51 3712(u 835 14D7 1968 2329 27N 3251 3712 J'-6" (90') PRECAST 727. 1065 1624 x 2025 2426 2827 n 3228 727 1224 1624 2025 2428 2627 1228 9'-4° (112"] PRECAST 591 708 n 1136 1474 9815 2157a 2500 1. 591 062 1318 1 1643 1959 2294 2619 10'-6" (126") PRECAST 530 575 916 , 1108 1. 1461 17,36im 2011to 530 695 1160 1472 , 1761 er 2055 1 2346. 11'-4"(136") PRECAST 474 504 u 600( 037 n 1274 1W3m 1753 fI 494 607 1042("J 1372 In 1613 p 1915 W 2187 ; 12'-0" (144 7 PRECAST 470 458 „ 724 n US a 103 u 1369 15a5 , 470 550 940 ; 1302 : IMO(, it!N!9 2075 13'-4"(160") PRECAST 418 386 6D7 705 964 r 1 43 ; 1323 ; 428 1 460 1 780 ed 11.59 oq 1418 16 1887, 14'-O'(168') PRECAST 384 ' 358 u.ij 560 724 m 889 » 1054 n 1220 410 425 1 717 1063ac 1358I 1582 , 1807 p, 14'-8"(176") PRESTRESSED 239 334 , 520 512 825 a 978 '. 1131, 246 395 1 663 .n. . 980 im 1303 n b 1518 W 1714 aol 15'-4"(184") PRESTRESSED 224 313 486 627ml769 811 las4ra 230 358 616 908 12,10tt 1460 1868 tvl 17'-4"(208") PRESTRESSED IB7 263 1„ 405 wl 521 iml 638 x 756 873(,41 192 306 506 f. 740 , ID05 n 1271, 4? 19'-4°(232") PRESTRESSED 229 00 348 1 447 547 647 p4 7a 166 263 429 623 o) 541(. 1059 1227 21-4-(256') PRESTRESSED 142 204 1., 307 1, 3931,6 480 u, 568 r; 655 r, 142 232 1 373 V 537 t,, 721 a 905 1046In 22'-O'(2647 PRESTRESSED 137 197 0 295 379 462 546 , 630 137 223 358 513 , 688 a 863 n 999. 24'-O'(2dd') PRESTRESSED 114 nD z67 3t2 , 416 x 492 ' 587 124 202 319: 455 ; 6 S 757 816 tm P) THE NUMBERS 1N PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 ` SEE GENERAL NOTE NO, 18 ON SHEET 3 OF 3. U) TH% V REN,THESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REW. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3: wRo 0crR1 ' E GENERAL NOTE NO, 4 ON SHEET 3 OF 3. e n <on;nlyin wN U CEN •.. 8uitdin 8 nA O,c FforiAa / / Pl40DUC1'-Rf;y19GC) sCodo a,mplyin&yriW 11;u. IOo1d91 . EC0.T 1oi,ca t`b O " O Hullo , a& Yp; lion Uuc 2 b3 :.k SEt * ^ Avap(ntuo No! p p D ey 7i TE C F / y !Y: CRAI(iPARRINO' utlonDala Z. b4011' oduc(Car4 r %D r f 6324 CR 579 SEE GENERAL NOTES -SHEET 3 OF 3 '! O' T TflP j\ SEFFNER.FL33534 "'044Y4n6r(C'o't. NO BY REVISIONDATE 4 SS " 4' FL P.E. LIC. NO.44756 t4R+4ntR1.4 MEMpphkSER-- OF N .: } 1BCE CAST-CRETE 8" LINTEL FABRICATION DETAILS Wit/N^.II '""iwaum"'`'3` .v" I" , ,r .. "' fhE NW O. DBSU82-I4 OR41TN BY: C9A10 FARVID, FL - RC0.. A0' 44756 SCACD _ROT f0 SCAIC206/0714d CHECKED YY:' [RAF PANIRD, P.C. - RCD, RO- 44756 OAAXIRB Ha: fOd 58ER 2 Of 3 SAFE GRAVITY LOADS FOR S" PRECAST w( 2" RECESS DOOR U-LINTELS O THE NLJM©ERS'IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 4D FIELD ADDED REBAR. SEE GENERAL NOTE NO, 4 GENERAL NOTES 1) Motniole: d Wel =.4000 pet F prntra ed hnkl = 6000 psi f gaool = 3W0 pN.tl n -Quorum 3/6 inch aggreyottlePI, ants (CRU) per AS71d. C90 ,rirh m nimom MtoleocaaprOAstrong19Wps1 r tar pe(.AS'W r815 r MI 60greatrperstrand70Type ., Gnda 270 fos rebxol'-n moray per AM C1J0 Type M or S 2)AM .lesclebad able bored on mvamwn 4 blph nartnd 6eefng.: i6'& D see bed. for-0etd 1ppe BU(1.and 8RU6 ma}l be reduced 6gg 2oR.tl beodn9 7eIi91h to tea Orme 6 1/2 isolw. 3) Preide, NO mortar bed and We ldn i. 4) The numb. in p—U-N indlmin 14 po oett redecllon'for grade 40 fiafe- added rebay Ugm tz '7' 6 1140 BF32-10 Of. 99roily lood - 6472 Do e/ 15% (educllcn 9 6472 (M) - 5691 PH 5) M lintels total or tooted LJ350 deflecUa „ fiLCDllg6 PKeUess PoGI tyyppe BF6 i7 -4 and fagcr meet, or u-4, L/t80 ddle Uen. Use is 6m2td a rondimng meeting the Fiarido ElAd'ug Cade Secrku 1604-1 os applico6k 6) Shore Nbed rudeh as req&,ed. 7) One 07. r&or-may be eebs6toW To, bra /5-rebore B) ImtaZotTon/oilachmenl of bold mast canpb Nish Ih er KWI.rd tnd/ or diaclural dowmanla. 9) T.e daa'ver m r. I I .w eentret<d mode Imm tha aete load taa.ahy colcvlDry the minim m.r liq —.1 red. ehear of d-uray tram, the M., f support. 10) N. R, - Not Roted ' 11) Bottom W4 ldcd robo, to 8t. W,.tA of the W.W. of the Add -ity. k SEE GENERAL NOTE 18 11) W. Ts ore co-doelored nilh 5-1/2' `cog notchu al Ibe ends 1, —odolo v<dbol cd:rod.d.g prod groo6ng. 13) The - dada aYrlow of lintel- In 1oDt6 In ukdor co.or.t. rime dl, shOU h- c " of et— ppied in do 1h MlU C-126 or epp(m d -aN.. 14) 1. 10.m loaded. smoitaneouely Nith vedlc 1 (q rlv or uFFb1D-dad h -1.1 flolerN) bad be d.. d for Ih amb-c 1 9 .17 V. lollaaln9 cqualae Appfad vs rW load } App5.d hod anent loon. 5, ver SafeverticalloodWewfontalbode15) For composite; lintel be*la not shmm, me We Iadd from nut beer height sr"n. 16): For lintel lengths not shoed, user .to locd I- nut longest length shu . d7) Safa load. ale supartmposed oll-41d. loads. 13) We bads hosed an ralienol d.4n ..Yh .per ACI W nos ACT 3RI 19) AA4;(, of Ieleeal lood (.p-ly con be obl.;.d try U. 4usrar by proiding adet; n l MWolCed .want- mosanry -is(ROdU) ubova he Wei. ee; almtch Wow:. 1/2' SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH AODMOWl REINFORCED CµU ( RC)ALI) FULL COURSE 05 REBAR 10or -GR60 SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 4 AX- w'4etan SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTIH 88F6- IT B F8- 2i 6IF"-" 8RFI0- TT eRF14-li 8Rti4-2T 8RF18=11 BRf18-21 BftF22-Ti 6RF22-2T 8Nf26-1T 8RF28^218RF30- 2T BRF30-11 4'-4".'( 52°) PRECAST 1668 2362 3056 3751 4445 5140, 905 1666 2362: 3055 3751 4445 5140 4 -6' ( 54") PRECAST 8S7 1604 2272 2939 3607 4275 4943 867 1601 2272 2339 3607 4275 4943 8" (88") PRECAST 675 125N 1797 23261, 2854 3382 3911 675 1269 1 997 2326 2854 2KU2 3911 6-10'( 70") PRECAST 655 1207i4 17/6p3 2259,11 2773 328G, 2799.1q 665 1233 174E 2259 2773 3286' 2799 6'-B" ( 80") PRECAST 557a 5n 1960 l 2 429 n 28791, 3329 7 1D60 1530 1980 2429 2879 3329 7'-6" (90") PRECAST 506 742Ds 1364 765 r 2166 a 2587 2968fr, SOS 898 1364 1765 2166 2567 2968 9r-8" (116") PRECAST 395 468 s 884' 1222 ,, 1540 1059ti, 21P,C a 395 560 1072 136d 1701 2016 23M 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION I BF ES 8 gF16 r F - 1111E0 WRN GROUT / U - UNF1lLE6 FQaMrrY F WTNI4 OF LINTEL C TY8F16-18/IT LOU H1 NOLONIIALME 15 NOMINAL NE7GRi AT REM AT TOP 15 REMATTMUK ( 7) RE0'D CLEAR 1, C.M.U. CROUT 1'. i' y' 5 MBAR AT BOTTOM OF lb7TEL Gem BF32 s 19>4 44e11• F 2 RDITON REINFORWO 7-5/e ACTUN, PROVIDED 44 UMEL V •' 0% B' ROSfI7:N. W10Ty ( VARIES) RENEWED 19.Oth theFiorida O• n PROt)DCl'REly1SE31) mplyfne svitL th I'IYISda o/b-- 2A o3 T4'. Tt: DurldBK.ad` icocplantow, 74 c Ic ° z OF I -O • Tcf ' 1'. < f• 41;. CRAIGPARRINO fl>iDlnufanf73tc s ' Gz a con 0 < ( R t, 632 CA u4'J /f.16 Mtn SEFFNER, FL33584. fYSut O amq d ND REVISION DATE I-•el` fr\ se" tL. F',E, LTC, O. c.P MF ornab. CAST—CRETE 8" LINTEL FABRICATION DETAILS t noe,e baemrr x'a^ .. KE ME: MUFI-T4 DM By: CUD PARAWD. P,£. - REO. N0. 4056 SCALE; NOT TO SCALE Twr,: nssr. i WHO C6107194 1 CHECKED HT:. 6RAI0 PAIRt): FS. - REO. ND. 44756 I DRA69m Ile, Fg6 SHEET 3 Or 7 M FAM l'11IIAI111-DADE COUNTY e DQDE PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOi IIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMUOSTRATION DIVISION lvliami, Florida 33175-2474 T (786) 315-2590 F (786) 3t5-2599 NOTICE OF ACCEPTANCE (NOA) rv)vnv.miamidnde,ijovlcconomy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is beutg 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 A14J (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) 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 Parricio, 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 Ciaig,Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., oil August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING; Each lintel shall bear a perntalient label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewat application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT; The NOA number preceded by the words Miami -Dade County, Florida, and followed -by the expiration date may be displayed'in advertising literature.. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official, This NOA revises NOA 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 Helmy A. Makar, Y.E., M.S. NOA No. 14-0903.03 MIAMI DAD' COUNTY r' • jf, lL•" Expiration Date; 09/11/2018 o Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1, EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 903-0605.04 A. DRAWINGS 1. Drawing tiro. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, RE., dated 1farch 24, 2003 and Draiv ng No. LT4612, titled Cast -Crete 4 ", 6" R 12 " Lintel Safe Load .Tables `, sheets I through 3 of 3, prepared Gy Craig Parrino, P.E., dated 11larch 24, 2003, last revision #1 dated April 28, 2003 bout drawings signed and sealed by Craig Parrhio, P.E. B, TESTS 1. Test report on flesnral testing on 4 ", 6" c 12 " Precast Concrete Lnrtels Filled and Unfilled jWodels, total of (13) concrete lintel specimens, per AST11 E-529-94, prepared by,lpplied Research Laboratories, Report No. 30404A, dated 04110103, sighed and settled by Christopher A. Hannon, P. E.- C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, elated 05129103, 207 pages, prepared kv Craig Parrino, P. E..,, signed and sealed bIi Craig Parrino, P. F. 2, Calculations for Cast -Crete Lintels, elated 05129103, 110 pages, prepared bi Crcrig Parrino, P.E., signed and sealed by Craig Parrirro, P.L'. D. MATERIAL CERTIFICATION: 1. Q11ali4) S)'stenr Hanaal_for Cast -Crete Alachine rllade Precast Lintels revised on 11ir}, 1, 2.002. 2. Cast -Crete Quallty S jstern111an(al for Prestressed Products elated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrirro, P.E.; dated iWarch 24, 2003 and Draiving No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Sgfe Load Tables`, streets I through 3 of 3, prepared k Craig Parriho, P.E., dated Harch"24 2003, last revision dated ,tlarch 11, 2005. B. TESTS 1, None. C. CALCULATIONS 1. None. D, QUALITY ASSURANCE 1. B), Hliami-Dade County Building Code Compliance Ofj'tce. C. MATERIAL CERTIFICATIONS 1. None. z HI&Itity A. Haim-, P.G., M.S. Prodifct Control Unit Supervisor NOA No. 14-0903.03 Expiration Date; 09/I112018 Approval Date, 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3 EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9 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., elated kfarch 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Sgfe Load Tables", sheets 1 through 3 o1*3, prepared by Craig Parrino, P.E., dated 1'llarch 24, 2003, last revision dated rllar•ch 11, 2008, all signed and sealed by Craig Parrino, P, E., on 11arch 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1 Alone. D. QUALITY ASSURANCE 1. By i0arni-Dade County Department of Permitting; Fhvirorrnrem, and Regulator)>,1Jfcrirs. E. MATERIAL CERTIFICATIONS 1. rVorte, F. OTHER 1. Letter from Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with lire Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1 Alone. B. TEST'S 1. None. C. CALCULATIONS 1, Arone. D. QUALITY ASSURANCE 1, By Alienni-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTII<ICATIONS 1. rVone. lofl y A Makai, P.E., M,S. Product Control Unit Supervisor NOA No, 14-0903.03 Expiration Date: 09/11/2018 Approval Date: (0/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE' SUBMITTED A. DRAWINGS 1,. Drawing 1Vo. FD4612, titled "Precast aild Prestressed Lintel Details", sheet I of 1, prepared by Craig Perrino, P. E., dated March 24; 2003 and Drawing rVo. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of3, prepared vy Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on 4ugust 19, 201d. B. TESTS 1. Alone, C. CALCULATIONS 1. Calcrttations for Cast -Crete Lintels, dated 0811912014, pages 14:201 through 14.236, prepared by Craig Parrino, P.E., signed and .sealed by Craig Parrino, P.E. D, QUALITY ASSURANCE 1. By ri trrui-Dade Corirrh1 Department of Regukaory mul Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Norte. OTHER 1. Letter from Cast -Crete USA, Inc., dated ffttgttst 19,, 2014, signed and settled kv Craig Parrino, P,E., certifying compliance with the Floritla Building Code, 2014 Edition. Flel 4atcar,l':t;., M.S. Product Coutrol Unit Supervisor NOA No. 14-0903,03 Expiration Date: 09/I t/2018 Approval Date: 10/09/2014 E - 3 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE ^a" TYPE "A STIRF t. TYPICA TOP STEEL LENGTH 11 II 11 5 I'C" SPACING "C" SP C C 4" A" BOTTOM STEEL ENGTH 6" & 12" PRECAST LINTEL REINFORCING CAGE FABRICATION MODEL t ' PR ART - INT L 12 PRECART / 2• RfCESS DOOR U-LINTEL 6" P Ef ST LI-LINTEL O IO MINT t 3. 1 3.8• t 4 1 8 7 1 41 tB' 6 7 4' 1 '161 3 4' 5 172 5' 1 2 6 A• byxRurs 4 D - ai ientt. tx BTa ° w A:1all". m 7//Si•i a 2/u•. Ra n..Rws iu•R vAamrvrs " Y11F UPs fslit RM ST 1 MO. n Y SGMd+m AS SGMIONLa. %q ta[N n 0 Ipt NPS 1 MC ' R• S11RR{jt$ n G m 1ARUES _ X 7 16 7 16 B S 1' 7/tO STIRRUP DQy($ 4 $M41. 3,EI §"$EC S ( 12" PRFCA RI LESS U-LINTEL j2-P AST 1 4" SOLID LINTEL DATA TABLE jmwl jm` i2Ti 7Ti76" PRECAST U-LINTEL DATA TABLE pCi , r1'Li;lpp p iY® SiM[ES':FFF[ILL ii1a[9L7ASl/SJi'i>a9® R CIGL ETE<iL.t iRffi•9t i 9® 189 ®[ F73 L:lli tltllSiRgflA mrta. L a or>»>asri KIMIMF= OEMElmo Ela iFTi!f 12" PRECAST U—LINTEL DATA TABLE f13 mill, iHl'53<L2EJ E TS"'"c• KOM® eir F%_®_©a_ ao 3i ilrRo mmmumms0CM17e mrD7C i mar 71[E 61G10 rr cmrlr L eo oars arEstsr 3mm i°'10 momarssrrmmrraamoero 7 i•[kL213iYIFV WU t i6 r iJTI FimiF7C' r= tee lung om' 19" PRF'nAST W/ 2" RFCFSS DOOR U-LINTEL DATA TABLE L4,{ 9E:ltl:h3N3 5i LR71pf mm-m sstal ray-n iN1t'lLf:EL.1 A11#li'CC71 r11 War® v v mzvo cmA 40 ice' pC A1E 3tawl- r m''rr.amm.,luu rrrt:aFMK.Y12= ialmDliI.. e1aaFvxs<J.:Ile irrrarra sysT r aaI¢a rxrrsrtr'FAM". wymr c TaTc rrvvc» c ms wor2rnts rrn r37rl i@. F i:A1J 11[FL 9 ms8 rnr y z jJ.., MppgNGBER OF TI0,. PROPRIETARY I-1-111H M PIDYIDEO POI PAODUCT MYftOYAL. T 11 lROUCTED BT COPT21OW LAWS AND CANNOT BE REPIo000E0 OR DiMRIOUTED MINOUT THE PRIOR WAM CONSENt CA3t-CAFTF U3A, INC. 1. RONTOMIND 3tE[Ea 7/SS W ASTII AS101 AS. PI. AND /5 REW L TjVMNo MAM IN AND L2 INCH UMCM i - OWE 64 MTI A615 2. ED1tCR"I W MENOW; r. 60 F31. FOR ALL 6 W N AND 12.WC. i NOR TIE lwT N-ER OR StIRRUP3 AEWIRED ME COONIo vm1m RRDN EACH END Of ME RONTORCINO M. FOR..E)"PIl - N0. OF IAWAST UNK.; fR • SOW RSI m,4 INC. UN= 3. son. 3TEEl 61U01 RE lT,t OACI ONE W. TO 01 RUSN MTN CLADS ON 6 AND 12 1NCN ..E. AfIFA vwrrINO (ROL m.. 311M." a 1. Toll THE RDNRORC. CAOE fAMiCADON NODEl.3NOW'3 2 STRNPS 1.. UCH ENO. F'`` TG PA f1j' CEN O e PRl1b11C Ed 1YISLH d 111 IhJ FWti 0. 4 ps onITPIYtl1b II UIJ n 3 imE u uEID °E Z"l 5 OF pT l~ c CRAIGPARRINO CR pjx," pg iucl Co i i'T1f G c . 6324 579" t , FFNER. FL 3556 f0SA©NA L FL P.E. L C. NO3447PRECAST ANDPRESTRESSED LINTEL DETAILS I1lE MALC OBSU[ 4-11 ORAW17 BY: JONAN AANAUD I SCAIL: AS 6HDMN GENERAL NOTES t) lAaleri¢1s c o 4 preen t Fntel a_ 3000 psi 12 prest st B t I . 60M is; f grout 300D os lh moi mum 3/8 ch ¢ggregole' cral¢ —.e y nda (CUU)'pe ASffA C90 w Rr n*fto n net arm comPressrvc. strength .601 9to Psibe, pet ASTM-A615.Cr¢de mortar. per ASTM C270 type M or S 2) All sets toed tables hosed on rnmmum 4 ch loot bearing. EassPSi:. Safe loods.. for Intel lyp.:6US I2U8-and -12RU6 must be reduced by 20% if :beonng length is less Man 6. 1/2 inches.; 3) Provide fuf modor .bed end head joints. 4) Th. number ;e Parenthesis indicates thepliant mduction for grcde 40 5,1d added tbar. Exemale. 17'-4' Unit] 12F24-26 soft q arity Teed - 14781iq n/ 149 r.do.U.n * 1428 (.86j 1228 of 5) A11 lintels meet or exceed V360. dafleetep. Exception lintel types„6F8 k 12FB 17'-4, & bnger. meets. o, encaed L/180 c!4,6dn, Use sa lioyted to conditions Meetingthe Hold* B 109 Code odSt ti 1604.3.1"oe pplicoble. - 6) SF- filled lintels ae ,gsi.d. 1) 4; solid troll's to be'instgited „/.4• dimnson APriiuplal and 8' dimemlan v 11-L 8) 1ns/o1laUon/aliochmsnt .1 imtai must <ompy with the anhdealurpl and/ oratnedurul dacu Ae . - - 9) The deelper may -Wet.; mnant,.ted loads ire. the soft Food tebhs :by cakulot; ng U1e mar;nnim: rcsi fffnq .moment and Ass, of. d-owcy 1- The to" of support. 10) N.R. - Not Rated 11) 8dtom Gttd added iebaf to be ideated of the bottom of the rntel aovjty. TYPE DFSI,GNATiON r . rants n0N'aan 1 a - mrmm. I mnou a u<vTiaumu 121` 16-28/2T Naral+4 men. R[a.4 Ar tn- Ey RBt4 Y W eJ.etauato rPk Is•rttms axau.4io ens. s• re+ms F • er ;-;n• ou, C O 12) 8' k 12' Untels ere monufedumd with 5 1/2' lafg notches pl the ends to ceomod¢te verttcdl- cd reinforutig end grouting. 13) The mlador surface of Fntels tlstbiled in ezttdor eonVe masonry wells, shall hove a co¢Ung f "'Coo applied a de < 1tthdvASTl1 C-926 or other. ¢pp+sad Cooflog. t4) lfnds Aaould be checked for Wh the v mbinlagJ. ' or lAhih) fodowr'nduntoulal(l0M1 1) m ng wl9qApprednrfiml ,food AppOed hcritontol load to Sala ved;¢ ol food } Sate Mrix¢nlal lend S 151 For tompasitu T1,10 Wgbls-not shown, vas sole Mood form n t iu r heNM shown. 16). For lintel I..*. not sfawn, 'use sots load from nerd longest length shown. 17) So(e loads era supedmposed oliowabte loads: 18):Soft Inds ogsed on: retfonat dcsign anaysis par ACT 530 end ACT 318. 19) AddiUonel lateral load ep.Gty son be obtained byy the d signer by prpvM% oddiUonoi em(oreed concrete: rnoswy unite (RCMU). above Ins WA See A,kh fxlon: SEE SAFE LATERALLOAD TABLES FOR LOAD RATING FOR EACH.ADD(TIONAL REINFORCED CMU. (RCMU) FULL COURSE f5 REBAR FOR 6' LINTELS SAFE LOADS FOR 4" SOLID LINTELS CR41re GRAVITY TYPE LENGTH 4S8 3'- 6' ( 42') PRECAST 1180 4'-0" (48`) PRECAST 959 4r-6" (54") PRECAST 789 51-10" (70") PRECAST 460 6'-6" (78-) PRECAST 360 7'-6" (90") PRECAST 260 9'-e (1121 PRECAST 1516 10'-6" (126") PRECAST Lt 6 cwst-Caere UPLIFT LATERAL TYPE LENGTH 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 55 10'-6" (126') PRECAST 152 43 1/2' CLR T' iP— (2) 15 REBAR FOR 12' LIHT£LS 12U6 12F8 12F12 121`16 GR40 or GRBO W_ ` cl 2__ O O0O 08 6P8 6F12 61` 16 s . o •' • Y • ' i Y 4S8 77; 2F28 12F24 12F20 u w d is a 2 er mr &RO )Ui 1 I41 4 t I I) vx,(1) we u• loins - 1) KWMZMW m4 r: rmas } > t 'k °9 Wrnpl}n 9 v rnh ch rra Eta anon lmnxosrsn '9 ST T F idulldlnlC Acapinnc per 14 tt 5/8' ACTUAL ' '4"uJl`rf° • ^• • `.. •- • • • "• C z / ./,re.CRAIGPARRINO ESgllrul nll.lc y lj43 12' NOMINALwronf •• 0R10,.•1. .. 6324 CR 579 t 6F32 6F28 6F24 6F20 +, Su^.Q.AGIr, SEINER FT 335Bq p°'kj SA lAL 4" FL- P.E._LIC- NO. 44756 REVISION DAT£ fs n fs R 4 s6 03 ke4e a of n:CAST—CRETE 4", 6- & 12 LINTEL SAFE LOAD TABLES NAM N CP N£ RA REVISION 6 12 14 - 1u vwr tiff WE: DBSU&5-14 DRAtYN 8T: JOPAH ARNAUD SCAL£: N.I.S. DATE: 3/24/03 CREC910 By: CMG PARRINO, P.E. - REO. NO. A47S6 DAA'NING:N0.. 114612 SHEET I OF 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS SAFE LATERAL LOADS FOR 6" PRECAST U.tINTELs SAFE UPLIFT LOADS FOR 6" PRECAST U•LINTELS tAmItam SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE: 608 6FO-18 6F12-18 6F16-18 6F20-18 6F24-18 SF28-18 602-18 3'-5- (42') PRECAST 2332 2675 3892 5050 6148 7227 8297 9357 4'-0" (48") PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6" (54') PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10"(70' PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6" (781 PRECAST 949 1078 1831 2850 4328 6737 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 503 565 895 1270 1706 2236 2898 11'-4"(136') PRECAST 457 513 805 1133 1507 1952 2492 12'-0'(144') PRECAST 425 477 744 1042 1377 1769 2238 F228513'-4-(160) PRECAST 373 417 646 895 1170 1485 1852 14'-0-(168-) PRECAST 351 392 605 835 1087 1373 1703 17'-4"(208") PRECAST N.R. 299 455 620 794 985 1198 Fl437 f) 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 1l/1amMM'"''"'"M+ SAFE LOAD PLIF LENGTH TYPE 6U8 6F8 RCM U S-6" (4) PRECAST 587 1058 596 4'-0' (48") PRECAST 487 787 445 4'-6- (54") PRECAST 416 609 344 V-10-(70-) PRECAST 300 350 198 6'-6' (78') PRECAST 263 496 157 7'--6' (90") PRECAST 222 367 116 9'-4- (112') PRECAST 173 352 744 10'-6'(126') PRECAST 151 276 58 ll'-4-(136")PRECAST 139 311 49 12'-0-(144-) PRECAST 131 277 44 13'-4-(160") PRECAST 117 223 35 14'-C" (1687) PRECAST 111 202 32 1,7'-4'(208") PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 C—'-t-9116 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-11 6F12-IT 61`16-11 6F20-IT 6F24-1T V28-IT 6F32-lT 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 1437(() 1777 2117 2457 2797 7'-6" (90-) PRECAST 648 86303 1249P a 1544 1') 1840 (4 2135 W 2431 9'-4` (112') PRECAST 575 571n4 980( 1252 1492 ON 1732 1972 10'-6' (126') PRECAST 514 462(1n 787(= 1121 1336n 1551( 1766 11'-4-(136-) PRECAST 474 4040* 685 985 m 1213(. 1442 1645 12'-0-(144") PRECAST 454 367(1 619 888 1093 1299 1506W 13'-4'(160') PRECAST 402 (14 308 n 516 t. 736 fm 906 n 1076 1247(g 14'-O'(168')PRECAST 368 285( 475 577 832 989 1145 a 17'-4'(208') PRECAST 253 208 338 475 5135 693 803 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40-FIELD ADDED REBAR, SEE GENERAL NOTE NO. 4 C2. ENS O 44 4 lID CRAIGPARRINO csS70NAL'E• 6324 CH 579 r°uNeeep' SEFFNER.FL33584 FL.P.E.uG NDL44751 1111E:CAST-CRETE 4", 6" & 12" FOE WE: OBSU86-14 1 OBAWN BY: IONAN dBNAUO i MODUCf RI;VIy', ae aompl"Ql! wFR((4t Flurid; EWld(Ug.Cudc Aco pbw t N"d _ c i `IT 2ofV LINTEL SAFE LOAD TABLES1 SAFE GRAVITY LOADS FOR 12" PRECAST U•LINTELS FOSAFE LATERAL LOADSR12' PRECAST D•LINTELS SAFE UPLIFT LOADS FOR 12" PRECAST U•LINTELS 1cv__4vwa+ti SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH---,-12US 12FO-28 12F12-28 12F18-28 12F20-2B 121`24-28 12f28-20 12F32-18 Y-6" (421 PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-O" (487 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 1443j,; 6'-6" (78' PRECAST 1383 1986 2679 4196 6421 10032 112755 1443 s 7'-6- (90") PRECAST 1138 1628 2131 3218 4676 5756 9763 1352 9'-4" .(112") PRECAST 795 1216 1535 2230 3083 4167 5593 7552( 10'-6"(126") PRECAST 614 1043 1295 1853 2516 3323 4334 5632 12 I V-4"(136") PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-0'(144-) PRECAST 456 878 1073 1513 2020 2617 3333 4206, IS-4"(160°)PRECAST 359 767 1 926 1284 1709 1 2188 2743 3409(; 14'-0'(168") PRECAST 321 7200 865 1204 1584 2017 2451 3106T 17'-4" (208") PRECAST N.R. 451, 631(, 881, 1141, 1428(„ 17501„ 2102 19'-4' (232") PRECAST N.R. 343, 477 0, 700 („ 925 w 1152„ 1380(, 1609 1) 1NE NUMBERS IN PARENIT4ESIS ARE PERCENT REDUCTIONS FOR OWE 40 FIELD ADDED REB&R SEE GENERAL ROTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w7 2" RECESS DOOR U-LINTELS 4"T-4m- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH - TYPE 12RU6 QW-2B112FT10-2E 12F314- 12RF18- 12RF22- IMS-2E i2W30-21 52') PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6" (54") PRECAST 2319 2740 5468 7584. 9640 11669 13679 15579 5'-8" (68') PRECAST 1347 1841 3555 6395 9640 11669 13679 1567R,,. 5'-10'(70') PRECAST 1259 1758 3361 5954 9358 11669 13679 1567) 6'-8" (80") PRECAST 924 1430 2633 4415 6884 10354„ 12574„ 1480q T-6" (90") PRECAST 703 1203 2157 3494 5259 79221„ 9623„ 1132R,; 9'-8" (116') PRECAST 389 843 14510 2157 3203 44270 5417( 6380(m 1) IHE NUMBERS IN PARENTHESISARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REM SEE GENER4E NOTE N0: 4 VV SAFE LOAD PLF LENGTHTYPE 12U8 12FB RCMU 3'-6" ( 42') PRECAST 1295 4841 393 , 4'-0' ( 48') PRECAST 1295 4841 2994 4'-6' ( 54") PRECAST 1049 3922 241,7n 5'-10"( 70") PRECAST 681 2547 155 6'-6" ( 78") PRECAST 579 2167 1234, T-6" ( W) PRECAST 474 1771 9140 9'-4" ( 112')PRECAST 355 1326 580, 10'-6"( 126') PRECAST 306 1143 454Dn 11'-4" ( 136') PRECAST 278 1041 388n 12'-0"( 144") PRECAST 260 971 345an 13'-4'( 160') PRECAST 229 857 278 14'-0'( 168') PRECAST 216 809 25104 1T-4"( 208') PRESTRESSED N.R. 633, 162nn 19'-4"( 232") PRESTRESSED N.R. 534 130a, SAFE LATERAL LOADS FOR 49"DRFCART.. ) 9- QFCFS25`. nnnBi IL.I immA R HU4BERS 1N PARE NMESIS ARE PERCENT REDUCTIONS fOR G •ENS. • 40 FIELD ADDED REBU4. SEE GENERAL NOTE NO. 4 447 O • T E F L:Ia' j" 4 Jl CRAIGPARRINO R?P 6324CR579 aG. SEFFNER,, FL 33684 SEE GENERAL NOTES - SHEET 1 OF 3 "' 80NAI y.• FI.P.E.,LT'C,14o.wsR MEMBER OF C SAFE LOAD PLF LENGTH NPE12RU612RF6 RCMU 4'-4' ( 52") PRECAST 1295 3592 2581,n 4'-6", ( 54") PRECAST 1213 3458 2417, 5'-8"' ( 68') PRECAST 784 2236 165%, 5'-10"( 70`) PRECAST 747 2129 1552(,n 6'-8" ( 801 PRECAST 602 1716 1170nn 7'-6" ( 90') PRECAST 504 1438 1914, 9'-8" ( 116") PRECAST 355 10114 aetnewetr VV SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12F8-2T 12F12-2T 12FI6-2T 12F20-2T 12F24-IT 12F28-2T12F32-2T S-6' ( 42') PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0- ( 48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6- ( 547) PRECAST 2113 3291 4310 5328 6347 7365 8384 T-10"( 70') PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' ( 78") PRECAST 1444 2269 2972 3675 4378 5081 5784 7'-6" ( 90') PRECAST 1267(1, 1767 , 2583„ 3194 v 3806 „I 4417 , 5028 9'-4' ( 1 W)PRECAST 1028 1171, 2DD61 25901 3087 35B3,n 4079 10'-6"( 1215) PRECAST 9201 947 N 1612 2281( 2764 3209, 3653 11'-4"( 136')PRECAST 858n, 129 1404n 1112 2441 29024, 3354 12'-0"( 144")PRECAST 814 753(„1 1269, 1788UJ 2201,q 2616 3032E 13'-4"( 160') PRECAST 678 lIj 633, 1057 1485, 1826 2169m" 2513( 14'-0"( 166')PRECAST B22 R 586, 974 1365(„ 1679D, 1993y, 23091 17'-4"( 208') PRECAST 434 n 427 " 695 964 to 1182, 1402, 1623, 19'-4"( 232")PRECAST 366E 3J01„ 593, 817 D 1002R, 1187u, 1372, IHL NUMHUIS IN FAREHRIESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REPM. SEE GENERAL NOTE N4 4 SAFE UPLIFT LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U•LINTELS twsT116AM VVV SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTTH 12RF6- 21 12RFIO-2112RF14-2112RFIB-2 12RF22-2 12R126-1T12RFSO-2 4'-4" ( 52') PRECAST 1626 2685 3746 4806 5857 6928 7989 4'-6" ( 54") PRECAST 1558 2582 3602 4623 5643ry 6664 7684 5'-8" ( 68") PRECAST 1210 2042 2850 365B 4466 5273 6081 5'-10"( 70-) PRECAST 1173 1984 2769 3553 4338 5123 5908 6'-8- ( 80") PRECAST 1020 io, 1538 2426 , 3114 3802 4489 5177 7'-6" ( 90' PRECAST 904T„ 1226, 2163, 2776. 33901 4003 IV, 4617(, 116')PRECAST 703 Kj 7711N 1472Rn 2181 2663 3145 3628D PRO DU( dfTtlmstm 0 -Plying AFiUA(11c l'I"nda Adi„g. CMe AA>. JlH1CC \,, f. ptj D 7 O 3 AEtmnf Dadt Py'O"Juci ov;;i' '- mLr--CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES nLE NAME: CB3u87-14 oR1NN BY: _JOHAN ABNAuD SCALE: N.T.S. DATE: 3/ 24/05 CH(0(EO By: CRAG PARRINO, P.E. - RED. NO. 447S6 DRAAING:ND. LE4812 SHEET 3 OF 3 MIAWI)DE 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 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 put -poses. 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 cotnply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel -Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino; P.E., dated June 7,' 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by 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 Inly A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMI•DADt COUNTY Expiration Date: 0512112017 Approval Date: 04/28/2016 17 o/ 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 1110.8196, sheet l 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, perASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Ramon, P.E. C, CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 061061,96, 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. MA.TERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory, 2. Mill Certified Inspection Report #20-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11113195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04125196 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02129196for #5 rebar by Birmingham Steel Cotp. 6. Mill Certified Inspection Report 458-A66332 dated 01128196 for 94 rebar by Birmingham Steel Cotp. 7. Mill Certified Inspection Report 484-M20749 dated 04105196for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03106196 for 94 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 95 rebar by Birmingham Steel Cotp. ny A. Makar, P.E., M.S. Produc ontrol Section Supervisor NOA No. 16-0126.03 Expiration. Date: 05/2112017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision 92 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision 95 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM F,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 May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. I Y - btzl. ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Kxpiratlon Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P.E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. 1 * / &( /o, 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 .'March 22, 2012. B. TESTS 1 None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None, F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7, EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details", sheets 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 Iligh 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 11tami-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None, F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August .19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Conteol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/2112017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITV 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, 20.16, signed and sealed by Craig Parrino, P:E, certifying compliance with the Florida Building Code, 2014 Edition. 146itf 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 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS PRODUCT RIiNEWED m mn1p17iny 'i.h th9 Florida BIdId61N Csidc A—pl— No/b -07 Z6. Uon n,LLO.o C/ 7_I / 1 n r cDAuolA TYPE "A" STIRRUPS a 7/32"9 BAR M STIRRUPS LNTEiS STIRRUP DETAILS 3CAtL, T.S.K 7/32"S BAR STIRRUPS TYPE "B" S1IRRU25 S B" LINTS 5- M STIRRUP N.T.1 DETAILS SGI 8'a PRESTRESSED U—LINTEL DATA 'TABLE LSHT LZ- 6- V0eY4E WFLI8 11 P ELENGTH E SPACING nurs 14 1 0.134 Sd2 32 A 1 -S 7 32 DAft 4 -6' 4 O 3'-0" 9 4" 0.140 a67 7 32 DAfl 1 -3' 7 32 OAR IS --2 4 0 3 - " 9 0.15E 639 7 32 BAR 1 -3 7 32 BAR 17-2 4 0 3-B"9A.Irl. 3R32 BAR I9 -2" 0 A324" 0.IR4 7B7 fe _p 7/ BAR E2" a O 3'-9 3 4" f0 0.200 all 32 BAN 1 -3 7/32 BAP 10" 3 0 3'-10 3/B 1022'-0" 16'-0' 24'-0"'' 0.219 385 32 BM 1 -3 7/32 BAR 23'-10" 5 O 4'-3 f/e" 10 18-0 7 n 1 Cnrcc nnn 11_I ILITCI TIATA TA471 C IIZEL 4ENOibL R[ 5 VOLUME Wf[Ip1{T__ T R StacIRO HR 2 -8" 1 4 4' 3'-0" 1 0.036 1/6 j3 REBAR n 7 32 BAR 3'-a" N A 4 S-0' a 8" 3-4 0.D17 1 0 3 REBAR 7 2 BAR 3'-to N A 4 4- 5 -9 4 -A 0 7 N A 6 A'-4" 5 -10 a -8 0.047 A 1 [ B 5 -Y" N A 6 5- 6-8 7'-6' 5-4 DAS 8'-4' D.O60 2 i4 REBAR R B NEW 6-0 8'-10 N A H A b 0.078 15 4 REBA 3 RED R-2'-D" a 11'P[ •.• [Tas)1R ALLAu WAR DMD3mc'a• s)usu" uRI[u TIFE •A' 5T.RF i nrrJ+ D3 ' rvi1ic[ss [mlm pRF ett 11yiFL R[INFORCII CACf CABRICATION 1d00EL Fir Rr[[aa ulNs O/ 7 ifr "A' a)I[AO9, nY[ 'P' stWNM Tncu AT [Ia[ 1 a• / 1 ))/ a' f 1 I' Pp ESTff=D LINTEL BEB{[,0$r CAGE pABRICATION M012 L 8" PRECAST U—LINTEL DATA TABLE LINTEL VOLUME Y! I; T P OF STEP1 YY? EN6T SPAN:D SPA,IS 0.032 126 3 RteAR 3'-3" 7 32 BAR 0.037 14a 3 IIAR 3-i1 7 S2 fiAR 3-B N A 4 4'-6"-1 0041 1 T62 REBAR 4'-5 712 BAR 4-2 A 4 6.-4. 1 0.049 1 192_ f3 RE A S -3 6-10 0.0 4 3 R 2. AR S-6 8 6'-6" 0:06p 2 4 4 REBAR 6'-5" 7'-6" O.D69 270 4 REBAR 7 -5" 7 2 BAR 7'-2" N 6 9'-4" 0 086 336 4 REBAR' 9-3" 3 REBAR 10'-B" 0.09 378 4 REBAR 10'-S' 3 REBAR 11'-d" D. 04 4 a 5 REBAR 11'-3" 3 NEARA 11'-0" 3'-O" B 12-0 3'=J" 0.110 0. t22. 4 2400 5 REBAR5REBAR I1 -11- 3 REBAR 14'-0 0.129 5 REBAR 13-11 3 REBAR THIS PROPRIETARY INFORMATION IS PROWDED FOR PRODUCT APPBOYAL. IT 13 PROTECTED RY COPYRICHT LAWS AND CANNOT BE REPRODUCED. OR OISTRIOUTED WITHOUT IRE PRIOR WRITTEN CONSENT OF CAST-CRETE USA'. INC. B" PRESSRE$F"Q LI_NJ.SL Wu, MV. I, fNiINfDRCBiG ffECl[ 7/S2 DAN ASTN A5101 43, 14, 5, HOTEI THE TOTAL NUN9ER or STIRRUPS ANO R3 R(DAN ORAOL 60 AS[Y A615; 7/1. INCH REQUIRED IS CWHIED STAR11N0 FROM EACH DIAMETER 27OKS1 IDY'-REIA 110I PRFSTRESSINO END Of THE REINFORCING CAD[{ FOR EXAMPLE SRTANO ASTN AAIR. 7. COHCpETE STR[NDTH6: Po " 6000 P51 FOR R' N0. OE SIIPAUPS a, 4, THEM THE REINFORC1110 CASE MODEL SNOWS 2 STIRRUPS PREWRES'LO LINTELS; yv " 4000 P31 FOR ALL PRECAST 6. IHCH LINTELS. FROM LA CND. 6. 2.3 POUNDS OT POLYPROPILENE TIBERS. PER S. INITIAL PRESTRESS FORCE = 0.70 R fpv: CViTD. Or CONCRETE' NAY Dc USED In LIEU OF PRESTRESSED LWT% REIINRCINO CAGE 4. S, NCTNt PRESTRESSED TO RESIST UFINlO AnNANOIING FORCES. U7 PPU(0 SPii p ENSG " PRODUCT REVISIIu m[IT8 "ill,"ill, Nu Flusid0 171BIdIdI0CDdt A— pun[e No L4-- 70'? CRAIGPARRINCI n/ g24CR579 Klema04 uc'ILbnn- oftC 3''.. I?; • •\: SEFFNER, FL 33584 ' FL. P.E. LIC. N0.44758 OF 1 CAST—CRETE 8" LINTEL FABRICATION DETAILS u __ \ _ lS'Xa'•i. + ` ' _ rn[ UUF, E95u6t-14 I DRAWN By.. CRA10 PAROX0, P.C. - AEC, NO. 44756 SCALE: Not TO SCALE SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS U) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. I SEE GENERAL NOTES - SHEET 3 OF 3 SAFE LATERAL LOAOS FOR n D GA CT Q DOCCTDCC CCfa II_I IIITDI C p• SAFE LOAD PLF TYPE LENGTH SUB SFS RCMU 3'-6" (42")PRECAST 1025 1.0124 1598 4'-0" (48") PRECAST 765 763 1309 4'-6" .(54') PRECAST 592 591 1073 5'-4" (64') PRECAST 411 411 745 T-10"(70") PRECAST 340 339 616 6'-6" (781 PRECAST 507 721 490 T-6" (90") PRECAST 424 534 363 9'-4" (112') PRECAST 326 512 230 10'-6" (125') PRECAST 284 401 180 PRECAST 260 452 154 12'-C"(144') PRECAST 244 402 137 IS-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"(20n PRESTRESSED N.R. 194 64 19'-4"(232') PRESTRESSED N.R. 148 52 21'-4"(256") PRESTRESSED N.R. 123 42 PRESTRESSED N.R. 116 4022'-1'1114") 24'-0' (288") PRESTRESSED N.R. 91 33 SAFE UPLIFT I CABS FoR e" PRECAST S. PRESTRESSED U-LINTELS 4-4c-4: , SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH M-IT 8F8-2T am-1i I BF12-2T 1 BF16-1T BF16-21 BF20-IT 5F24-1T 8F24-21 8F28-lT 1!3 -2T BF32-11 BF32-2T 3'-6" (42) PRECAST 1569 2655 524 5263 6}32'00) 1569 2655 3524 52&S 61J2 7001 4'-0" (48') PRECAST 1363 2305 30E0 R4. 394 4570 SJ25 607D 1M3 2105 3060 4570 5325 6079 4`-6- (54') PRECAST 1207 2040 2707 4013 4711 5379 1207 2040 2707 4043 4711 5379 T-4- (64") PRECAST f016 171 a 2276 2836 3399 3261 4522 1016 1 1715 1 2276 2a38 3399 3961 4522 5'-10"(70°) PRECAST 909 1561„ 20 2593 3107 , 35204, 4133 929 1567 1 2080 2593 3107 3620 4133 6'-6" (78") PRECAST UL9q 1407 186 2329 7790 0 3251, 3712 P 635 1407 1860 2329 1 2790 3251 3712 T- S" (90' PRECAST 727 1085 a 1624 n 2025 2426 2827 n 32281, 727 1224 1624 2025 1 2420 2827 322E 9'-4" (112') PRECAST 591 708 „ 1136 w 1474 1815 2157 n 2500 H 591 862 1318 1 1843 1959 2294 2619 PRECAST 530 575 915 , IIBB Q 1451 1736 2011 530 1 695 I180 1472 . 1783 2055 2M6 11'-4"(136") PRECAST 474 504 r bDD4mI 1037 , 12741, 151,3g 1753 494 60> 1042PP1 13720 1643 O 1915 N 2187 i 12'-0" (144") PRECAST 470 458 „ 724 a 939 11S3 1369 U85 470 1 550 940owl 1302 fi,, 15604 .. IBI ,4 2075 u 13'-4"(16O") PRECAST 419 „ 386 607 785 964 1143 LID13 28 460 1 790 tA 1159 bd 141E 1553(.11 1987 , PRECAST 384 3$8 u 560 Iml 724 ml 809 „ WUl 1720 410 425 1 717 I 355 „ 1582 1807 W-B"(176") PRESTRESSED s2m 334 0,11 520 672 041 825 978 twi 1131, 246 395 663 980 1,4 1303 n 1518 1734 PRESTRESSED 224 313 4. 627 769 J 9$1 1054pm 230 381 616 tj 908 1240 1460 1660 17'-4'(208) PRESTRESSED 187 263 j„j 105 uNa 521 u 638 u. 756 uni 873 or, 192 306 506 740 1, 1005 1271pil 1473 ,, 19'-4' (232") PRESTRESSED 162 229 (,,)1 348 1 447 M5 547p 47 747 CI 166 263 1 429 623 w 841o,, 1059tal 1217 21'- 4-(2567 PRESTRESSED 142 1 204 „ 307 pul 3931, 480 a 5661, 655 , 142 1 232 1 373 pA 537 721 t 905 1048 22'- 0'(264`) PRESTRESSED 137 197 on 2s5 379 ' 462 07 211 358. 513 , 688 u H63 863999 999tP PRESTRESSED 324 179 i z67 342 a 416 ei 492 567 I 324 20T. 339. 455 n 606 J57 876 SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. TH( 94 PRODUCTRENEWEDByCOMPlying with lhe.F7oriy 9CodoA ' P6ai,ae Nol -o 3 Eyy>•p+ ,ion 10a,c Z M' uvni D odud Cq, JF( M' CM')p i?BER OF 4< 3 r t , 4 0 MI. f t'rA ;Ihx.ss oua un l coq Tu "' rt 11 a fAE I DAT(: IESIS ARE PERCENT REDUCTIONS FOR GRADE 40 GENERAL NOTE NO. 4 ON SHEET 3 OF 3. j' PROb1101'RF.V1YDp mild' Plying NQW llw Fiarlda TE gF : Arcepl, n6No / Rq,7mIfoO DalaL 0 O o-L CH0.1l3PARRINO R T PG\: 6324 CA 579 Rr SEFFNER• FL 33594 FL. P.E.LIC. NO.44756 447111141i41r CAST- CRETE 8" LINTEL FABRICATION DETAILS 083a82- 1! 1 DMWH BY: MID FORM. P.E. - HC6. R0. 44756 SCAM HOT 10 SCALE 06/ 07/96 I CHECKED BY.- MC. PAQ O- PF. - RM H0. 1175E O.U704 Ha. f0E SHEET 2 OE 3 I SAFE GRAVITY LOADS FOR 8" PRECASTwf 2" RECESS DOOR U-LINTELS T)IE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO, 4 SAFE LATERAL LOADS FOR 8" PRECAST wf 2" RECESS DOOR U•LINTELS CRaxa SAFE LOAD PLF LENGTH TYPE SRUB 8RF6 RC14U 4'--4' (52") PRECAST 758 757 1164 V-6" (54") PRECAST 694 693 1073 V-8" (68-) PRECAST 408 407 655 5-10' (70") PRECAST 382 381 616 6'-8- (80-) PRECAST 595 788 464 7'-6' (90') PRECAST 509 674 363 9'-B' (1IS-)PRECAST 370 490 214 k SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 GENERAL NOTES TYPE DESIGNATION I Moledoh: 12) r'enulad 5 Tag notch.. al the sods is etamadol. fa B' praasl iokl - 4000 psi 1'. Frsotassed Wet - SWO psi Fr - 3DOU xil1hh madnwm 3//B Inch aggregofe rUrid, ealc og J sting. redlaleeBrWmurqandgrw8n9' 13) iha edarice ..dace of unbolt IWIQW b seed" roncrate masonryry.ft sfra0 has in ASIM C-926 olhi, F12 BF16 F - D11E0 wmi eRour U ' UNMLM 0O4IUI11. Oi is REa1.R AT gaolpsieta ; nasarry un0s IGtU) per AS1A C90 silk m dm.m net ono ezrrpessNo skugllllhhhh - 19M pal rtbsr pit A59t A6t3 Grads 60 presUesdn9 . frond Der ASIN A416 Grsolo 270 law rclonle m a esairg. of st— sppU.d ocesrdoaes .1h. or oppm,.d coo". 14) LIoWs teed d rnndloneorady silh ver6:41 (gar,Tyor Nt) and bamonld (rebore} hods . 1."d be checked to, the combined Iwdug s .. 1M JoBodnq eRu.u- i_ y, i feNIOM OF LEVEL GJIR 8 F16 -1 B /I T mortar pu 0.g7UC270 Type M or S 2) AP sate bed owed nn pirmum 4 inch n"nllal o"efd9: ppFzd vadiael load Applied hodzodol. load Sate vvUeal bad -! Sol. Mdzontoi loud S 1.0 1! y' L. HOIONALH10R1—I WANRI7 Or 15 ExeoT n. Solo bad. 1" Finld type 8UB sad fdRU6 mart be So(. r6ed' d„by 207t it W.ainqlength'® leas Ilma IS) For compostin fvAtl NeyHla not shorn, use safe bad from nest ban might .Mon. NO4MAL HEIGXT J REUaX AF TO dK'. 16) For Cnkt. length. Mt "hoes, oboe sofa toed Irom oosl I.Nsctlength rhown. 15 REBM Al TOP 3) Provide MI molt" bed and hood joiots. 17) Sole ". ors sope i.p..d olbwaok loads MIN. (1) R(A'0 4) The number kr, poreAherb IWIc.1cs the pncerA r,dsdio. for grata 40 ReId a6ded door. IB Sole kale bosed M Ie6aool da aro ACI 530 ore AI 31g 12^ lyis per t+ ; I-1/2' C1FAR Faamtlr; 76 '-' Uelel OF32-lB sole 99roely bad - 6472.C•rl x/ 15% rrtt.Goa 0 0472 `45) 5WI pU 5B) / dd.T-1 I.W.l lord cop.61y con be obi.;.dy *.A.';gnor by pre W.9 odAA'anel miofoued com.ta masonry unti (RGN) obese 1M rate;. 5e..keteh below: r i, 5) AB hrrldt meal or mad' L/360 ddke0an. eF817'-P orger meets FrceeHan: e kr prestressAntR, C. M.U. V. Cf ...it,l./I6D deI1KUa6 lfi ;•! p'r•• rf Us. is Gmlhd to eondilioas meetinngg Us Florida B.2d'ug Cods. Secw 1604.1.1 m:oppiicabk GROUT 6) viols grtd 11*11 seefcquircd. F' m=I500p9i 5 rr 7) Ono /7 robs, moy be stUhAbd I. Iwo 15 mbmi 15 REBAR AT BOTIOU 8) Imlosulian/alkcm.n hlof 6nk1 meal c"nply nilB the oralileckrd tad/" st.ekwl documents. i,• SEE SAFE LATERAL LOAD a •• • sl t d • 1244 d Or tAgLL OMfy 130T10. 0 REINfURtItS, 9) TM designer ease k.t.d lead. Its. me eels load loble. by TABLES FOR LOAD RATING F 2 F B Jos 20 5e' Acniu PBONO tV UFREL easy ust. at. Wrig Use moxi— r Wd nq moment and ahem o1 d-oeoy From th. FOR ENFORCED CIIIJRC REINFORCED CIAU (RCMU) T B' NONKAL WIDTN Cres) I— of e.ppaL 10) N. R. - Not Wool FULL COURSE P7RODUCTU1,MWED Cj E N PRODUCT1ll7y1sru II) Bollom field added r.bor to k kcvtad ul Un WOom of the kolsl eerily. 1/2 CtR TYP ro eomplywi; lrilh rho, Florida 2 5 REBAR Drsilding Code S a6.44 mramplyin with the Fhrridn R Uu;Iding Accw sear"No o CR40 orGR601NCR03: * • st : Cod Accrptsau J Exp; nOmao UA OF - 7r' L I No _ 4 Z wp nulolrD,m r'O' r•'<lJ rL`:•[y1/ CFWOPARRWO MirDu r r n Corrtrp SS, 6324 CR 579 h ildln el(Y`-'' SEFFNER.FL 33584 C CO• DIN& EPFL. P.E.M. NO.44759 CH GENERAL REV qInN NI)MRFi? ONE M Idect of b!'ra° ae lyd M1 or r wa: CAST— CRETE 8" LINTEL FABRICATION DETAILS FILEHAFIG DBSU67- 1{ DRAriN IIICAAIO PAARDIO, P.f. -AEC. ItO. M756 94LEI H01 10 SCAtL T1e /`'' LNIC.• Of/DJ/96 CB[C6E0 6T: CILUC PAABIAO, P.E. - BEG. NO. 44756. 1 DPA-00 If f00 SH[Ci 3 0( 3 FlXkt 1NSYP:C'1'1VN5 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 2 Application Number . . . . . 17-00002437 Date 10/31/17 Application pin number . . . 746444 Other Fees . . . . . . . . . 01-PARKS IMP-RS SINGLE 1086.29 01-POLICE IMP-RS 07-2017 374.90 01-SEM CNTY RD IMPACT FEE 705.00 01-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 01-BLDG DCA SURCHARGE 24.57 01-BLDG DBPR SURCHARGE 37.67 Fee summary Charged Paid Credited Due Permit Fee Total 102.00 00 .00 102.00 Other Fee Total 12793.34 12765.07 .00 28.27 Grand Total 12895.34 12765.07 .00 130.27 3 Sal+rl ox h CITY OF SANFORD BUILDING 300 N PARK AVE SANFORD, FL 32771 SALE MID: 9520 Store: 4616 Term: 2902 REF#: 00000004 Batch #: 012 RRN: 731016001558 11/06/17 11:16.15 CVC: U Trans ID: 1106MCFY2PKNN APPR CODE: 006276 MASTERCARD Manual CNP 0010 AMOUNT $390.81 APPROVED I AGREE TO PAT ABOVE 10TAT AIIOUIIT III ACCORDARCE WTH CARD ISSUER'S AGREEUEHT UERCHAIIT AGREEIIEIIT IF CREDIT VOUCHER) RETAIII THIS COPY FOR STATEIIEHT VERIFICATIOII MERCHANT COPY I]per-:-(NiONINIL--- Tvpe: OC- --Drawer:--1----_ __ c Date: 11/06/17 01 Receipt no: 18840 C.r 2017, 2439 3743 SNLTNARBH LP ANFI)RD, FL 32773 BP BUILDING PEPAIT RECEIPTS 130.227 CC CREDIT CARD $390.81 Total tendered $390.81 Total payeent $6,90.81 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. Trans date: 11/06/17 Time: 11:16:18 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 . . . . . 17-00002437 Date 10/31/17 Application pin number . . . 746444 Property Address . . . . . . 3737 SALTMARSH LP Parcel Number . . 17.20.31.502-0000-1360 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 217146 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 2115.00 Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 1010446 Permit pin number 1010446 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 654.00 02-CURB CUT/DRIVE - S/F 40.00 O1-FIRE IMP-RS 7-2017 373.91 O1-LIBRARY IMPACT FEE 54.00 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 . . . . . 17-00002437 Date 10/31/17 Property Address . . . . . . 3737 SALTMARSH LP Parcel Number . . 17.20.31.502-0000-1360 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 1010446 Permit pin number 1010446 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 PLOS PLUMBING FINAL / / i I - a qj-7 COUNTY OF STATEMENIMPACTFEESTATEMENT STATEMENT NUMBER: 17100005 DATE: August 14, 2017 BUILDING APPLICATION R: 17-10000550 BUILDING PERMIT NUMBER: 17-10000550 UNIT ADDRESS: SALTMARSH LP 3737 17-20-31-502-000-0-1360 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK:. LOT: OWNER NAME: ADDRESS: APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVE ORLANDO FL 32861 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3737 SALTMARSH LP / LOT 136 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 ROADS -COLLECTORS N/A 1.000 dwl unit 705.00 Single Family Housing .00 1-.000 dwl unit 00FIRERESCUEN/A LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 SCHOOLS -WIDE 1.060 dwl unit 54.0<0 CO ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00PARKSN/A LAW ENFORCE N/A 00 DRAINAGE N/A 60 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: (/ SIGNATURE. PLEAS PRINT NAMEr --JDATE: ) 3 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 THE SEMINOLE COUNTY ROAD,, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 3`2771' PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT'OF THIS STATEMENT. THIS STATEMENT IS' NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356- it TRI-COUNTY TESTING LABORATORIES, INC. PROJECT CONTRACTOR,r REPORTED TO: LOCATION: MATERIAL: d! DATE TESTED: 31 S. Main St. Winter Garden, FL 34787 407-656-9656 PROJECT NO: ORDER NO: REPORT NO: REPORT OF IN -PLACE DENSITY TESTS PROCTOR SPECT14CATION: /1-T/Aj OPTIMUM MOISTURE: % MAXIMILIM DRY DENSITY: / e 4-1 - Z. LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCENT OF MOISTURE INCHES lbs. cu. ft. lbs. cu. ft. MAX. DENSITY PERCENT 0 uj lo -z "ll hv- PURPOSE SURVEY CENTER PCP % LINE S89'40'51 "W 330.00' / SALTMARSH LOOP Pcp 50' RIGHT—OF—WAY PRIVATE ROAD) rCONC CURB w o avi M c 1 itw4- 43t_ 0 f0 c r- v o 0 W aN v a Eav Uov 0Z o o v 0 c r- I 0 y N m c I PROPOSED 5' WYNDHAM PRESERVE - 0 o CONC SIDEWALK LOT I36 a N89040'51 " PB 81, PG 93) 288 n 40. 00 10' UTILITY 2 g> EASEMENT (P) u7i N I V7N 6.o' 6.0 M 20.7 7.3 PROPOSED 2 STORY RESIDENCE n 3737 SALTMARSH 1 -_ Q LOOP w l O 1605 ENDEAVOUR,-: O Building Setbacks O w ELEVATION - T M GARAGE - LEFT Setbacks: Per construction plans for WYNDHAMI S PRESERVE", City of Sanford, Florida. in O Seminole County, LOT 137 FORMBOARD LOT 1.35 Front = 25' 6.0, FEE= 30.84 28.0' 6.0' Rear = 20' Side = 5' DIMENSION NOTE: Proposed building dimensions Jh w shown hereon are of the exterior. mJ o LOT 136 a BUILDING LAYOUT NOTE: Contractor and owner are to verify all " nZ WJ AREA= setbacks, building dimensions, and layout s 4,400 S.F. ± 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. 40.00' 99 S89'40'51 "W 2 8 LOT 1.46 LOT 147 LOT 148 r[.r -rvvi Lqw mcr" LEGEND:ADUSSD—Access/Drainage/Utilities/SidewalkLB -Licensed usiness BFP—Backflow Preventer Distance Easement S —Survey PRM—Permanent Ref. Monument R Reported PCP —Permanent Control PointJ/ Sight D —Description FP&L —Florida Power & Light P -Plat FFE—Finish Floor Elevation D.B. —Deed Book @ —Water Meter O.R.—Official Records Book D4—Water Valve P.B. —Plat Book f—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 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 t--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Corner 'Set (Falls in Water) m -Sanitary Sewer Manhole SF-Squore 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 I -Sign SIR -Set 1/2" Iron Rod L87768 WD4-Gate Water Valve SPKD-Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2" Iron Rod LB7768 PI-RI -Existing Grade FIP-Found 1/2" Iron Pipe L87768 a -Blow -off Valve FPKD-Found P.K. Nail & Disk L87768 Drainage Flow Direction FCM-Found 4%4" Concrete 10.0-Proposed Design Grade Monument PRM L37778 10.2-As-Built/Existin GradNote: Some items in above legen may not be appglicable Description I Date I Dwn.ICk'd I P.C.IOrder No. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks,, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon 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. PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12'127C-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 136, 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 surv,"tW of woe described property Mai land, F 3 Place, Suite 109 o Maitland, FL 32751 was made under my %upervisJ' En y o,the Standards of .A Practice set forth,.b be.. Fb i •Bo i faProfessional Phone: (321) 270-0440 Surveyors & Mappeq i 1 J+ci r `f •KvtAdministrative Fax: (813) 248-2266 code, pursuonCtao a on 4725027,`F1 a'1Statutes. Licensed Business No. LB 7768 .. AT a_ e®P®int s :c OR10P•' a Surveying, Inc. J es D. Levindr,, `7/SurveyO LS6915 Drawn: MTP Checked:JDL P.C.: Data File:BrissonEaAt Plat RIDA PROFESSIONAL SUR YE`HaRodr,M*0l'R NO. ...... .....5 NOT VALID" WITHOUT THE SIGNATURE AND THE ORIGINAL Date: 11/08/17 Dwg:BrissonEast-Lot136 Order No.: ^- RAISFn SFAI ni`',A RORIDA IICFNSFD SURVFYOR AND MAPPER SEC. 17 - TWN.20 5.- RNG.31 E. Field Bk: 01 CITY OF SANFORD 7 BUILDING & FIRE PREVENTION U PERMIT APPLICATION Application No: cz Documented Construction Value: $ q(G-7 GO Job Address: J Jf] r Historic District: Yes No Parcel 1D: I l -a(D —< 31 —CW(:) 13 (4) O Residential Commercial Type of Work: New Addition n ` Altteeration Repair Delmo Change of Use Move Description of Work//:: o I Vf,W C o"ts l-C Cb6,-1 1 ' Ika—R ) ls`-'m Named t Street: i II JJ City, State Zip: —tit NameQ0bMk_1 Street:S901 Ef City, State Zip: Name: Street: City, St, Zip: Bonding Company: Address: Title: C-jy re 4,m Property Owner Information Phone: Resident of property? NO rmation \ Q Phone: Fax: y i ' RD State License No.: I1y 1(46 Arch itect/Eng 1 neer 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 Or COMNIENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has conunenced 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 effectas of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements' of this -permit, there may be additional restrictions applicable to this property that may be, found in the public records of this county; and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plait 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 permitfees 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 Owncr/AgcnPs Name Signature of Notary -State offlorida Date Owner/ Agent.is Personally Known to Me or Produced ID Type of ID i I W11- Signature of Contractor/Agent Date b&& e: euv- - Contractor/A.-cnt's Natnc 7 Notary Public State of FWda Connie Lee Kulp c My Commission GG 145896 a' Expires 1012012021 j Contractor/Agent-is "- Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg Min.. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Re%ised: 3une 30, 2015. Permit Application AHRI Certified Reference Number: 9162305 Date: 11129/2017 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 210/240-2008 for Unitary Air -Conditioning and Air -SourceHeatPumpEquipmentandsubjecttoverificationofrating<accuracy by AHRI-sponsored, independent, third party testing: 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 Ratings followed by an asterisk (') indicate a voluntary rerate of previously published data, unless accompanied with a 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 responsibility for, damages kind arising out of the use or performance of the product(s), or thetheproduct(s) listed on this Certificate. AHRI expressly disclaims all liability for of any unauthorized alteration of data listed on this Certificate. Certified ratings are valid only for models and configurations listed in the directory at www.uhridirectory.org. TERMS AND CONDITIONS of'AHRI. This Certificate shall only be used for individual, personal andThisCertificateanditscontentsareproprietaryproducts of Certificate may not. In whole or in part, be reproduced; copied; disseminated; confidential reference purposes. The contents thisenteredintoacomputerdatabase: or otherwise utilized, in any form or manner or by anymeans. except for the user's individual, AIR -,CONDITIONING, HEATING, personal and Confidential` reference. REFRIGERATION INSTITUTE CERTIFICATE VERIFICATIONTheinformationforthemodel cited on this certificate can be verified at www.abridirectory.org, click on 'Verify Certificate" link v makelife better - and enter the AHRI CertifiedReference Number and the date on which the certificate was Issued, _ _ _ ..,,..,......... which is listed above, and the Certificate No., which is listed at.bottom right. CERTIFICATE NO.: 131564428790856813 @2014 Air -Conditioning, Heating, and Refrigeration Institute ENVIRONMENTS FOR ii : ji SITE ID: 364483 LOT: 138 BLOCK: ,(SOUSE: 3737 STREET: SALTMARSH LP CITY: SANFORD STATE: FL LP: 32771 COUNTY: ACCOUNTS: 909STAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: NDP 10118/2017 PROGRAM: HERS TESTER: ENVIRONMENTS FOR WING PROGRAM IECC: 2009CLtIM11qTEZONE: PROPERTY OVYNER; i+OPERTY ADDRESS: FL, SANFORD TEST: BLOWER DOOR RESULT: PASS TESTER: Dove Revelle DATE: o2/132018 a * x Y ' 7t s u i 4) t p ATEBTNAM.a _.s a t .; rCORRECT10Nlk 4"; fi+RATER. BUILDER- i$` \/ ERIFlED._ s ssj WA 5. 1 Attic Access Panel ( fully gasketed and insulated) X 5.2 Attic drop -down Stair (fully gasketed and insulated) X 5A Recessed Lighting Fixtures (ICAT labeled and sealed to drywall) X 5.5 Whole -house Fan ( insulated gasketed to the opening X 7.3 Fresh air ventilation installed per program specs X Blower Door BD Te et SD Actual Room Pressure Test i;'",'BUILDINQsORIENTATbN" I r INgVOLUME ro'- PRQI3RAM'. X yy,;;i ;,CODEsr„y'=a4 3t 1 'PROORAM'')' " r CU.. " r VOLUME CU. . , SFtELL 9Q. ' SHEDNE(45°) N/A 15, 247 0 0 WO'— Y-. PROtdRAM*',}-t+,, r'" 1 GCODE r+"'^. v'''i"`PROORAM.'ursis rm 9 CODE"':' g'7: ROORi41A an a7'CODEKt" d3 + tCFM 90,E ., r., i_ s fCF.N 80 r. ± rACH,60+ p a ,..^ACH.50'4,a1. u :,% of Shell ,r{ , ri%'of 8hen't, Arf 0 1,779 7 958 3.77 xa „} atD Mat Bdrm 0 Bdrm 2 1 0 Bdrm 3 0 Bdrm 5 0 Rm 1 0 Rm 3 0 OMer 0 Bdrm 4 0 Rm 2 0 CO Detectors Energy Star Quallfled lances? Efficient Lighting Package? 50 or> Of Hardwired Lights Must Be CFL Or LED Low Flow Faucets, Toilets etc? Programmable Thermostat? X CeNSed Green Program Level Requires Visual Inspecdo Mechanical hl`,"...Hem^;', ,..6',s. Loetlon ,.,. t,+Manuhcuii6rNmta'' SYSTEM 1 WATER HEATER GARAGE AO SMITH ENT 50110 SYSTEM WATER HEATER SYSTEM 3 WATER HEATER SYSTEM 4 WATER HEATER SYSTEM 1 FURNACE SYSTEM 1 HVAC OUTDOOR UNIT OUTSIDE CARRIER CH14N8030 SYSTEM 1 HVAC INDOOR COIL SYSTEM 1 HVAC AHU (HEAT PUMP) INTERIOR CARRIER FB4CNP030 SYSTEM FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM HVACAHU (HEAT PUMP) SYSTEM FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AHU (HEAT PUMP) SYSTEM 4 FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AHU (HEAT PUMP) IFICATIONS 11 .I ' S s.' BUILDINOCHARACTERISTICS *, l" N ASIDESIGN VALUES ., ' . 9,, ' " AS.BUILT-aVALUESa ,s' E i,d.4y,' OF BEDROOMS (REM) NA NA CEILING FLAT (REM) NA NA SEALED ATTIC (REM) NA NA VAULTED CEILING (REM) NA NA FOUNDATION WALLS (REM) NA NA EXPOSED FLOOR (REM) NA NA ABOVE GRADE WALLS (REM) NA NA DUCT SUPPLY R-VALUE (REM) NA NA DUCT RETURN R-VALUE (REM) NA NA PROGRAMMABLE THERMOSTATS (PRIF)°YES WATER HEATER TYPE (PRIF) rr - p,. a 1kCONVENTIONAL WATER HEATER FUEL TYPE (PRIF) ELECTRIC x r„ TEST: BLOWER DOOR RESULT: PASS TESTER: Dew Revelle DATE: 0V13201a SUILDIND SPF(:IFI(`.ATInW.Q st I Ii;I;arBUILDINCi,CHi1RACTERISTICB,„,ri,„ „ I prM`)gBDEeIOI,,VIALUES,u.a t," i+"= FA8 9UIl:T`-VALUESir wa tC" ufi"P unn" a' : "" ?? hur a r i iiu' WATER HEATER SIZE, EFFICIENCY 8 LOCATION PRIF) INFILTRATION (HOUSE LKG) ACH(REM) NA ''C s,._`: ,'' Htg:3.77:C1g 3.77 ACH'.§50.Pascals. FRESH AIR VENTILATION TYPE (PRIF) n , t AIR CYCLER a , VENTILATION FAN MANUFACTURER (REM) NA NA VENTILATION FAN MODEL # (REM) NA NA VENTILATION FLOW REQUIRED (REM) NA NA VENTILATION EQUIP. RATED CFM (REM) NA NA VENTILATION # OF FANS (REM) NA NA VENTILATION TIME - HRS/DAY SPECIFIED (REM) NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR (PRIF) FRESH AIR VENTILATION FAN WATTS (REM) NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC'S (PRIF) INTERIOR % CFL'S (PRIF) DISHWASHER (PRIF) REFRIGERATOR (PRIF) FOUNDATION TYPE (PRIF) SLAB TYPE (PRIF) SLAB AREA (PRIF) SLAB DEPTH (PRIF) SLAB FULL PERIMETER (PRIF) SLAB GRADE (PRIF) FLOW RING (PRIF) HEATING (REM) NA NA COOLING (REM) NA NA AIR -SOURCE HP (REM) NA NA WATER HEATING (REM) NA NA TOTAL CONDITIONED FLOOR AREA CFA SO FT) DUCT LEAKAGE TO OUTSIDE % TARGET TOTAL DUCT LEAKAGE % TARGET SYSTEM 1 SO FT. SERVED (CFA) SYSTEM 1 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET SYSTEM 1 TOTAL DUCT LEAKAGE CFM25) TARGET SYSTEM 2 SO FT. SERVED (CFA) SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET SYSTEM 2 TOTAL DUCT LEAKAGE CFM25) TARGET SYSTEM 3 SO FT. SERVED (CFA) SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET SYSTEM 3 TOTAL DUCT LEAKAGE CFM25) TARGET SYSTEM 4 SO FT. SERVED (CFA) TEST: DUCT BLASTER RESULT: PASS TESTER: Dew Rewlli DATE: 021132018 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE CFM25) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE CFM25) ACTUAL SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE CFM25) ACTUAL SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM25) ACTUAL SYSTEM 3 TOTAL DUCT LEAKAGE CFM25) ACTUAL POST CONSTRUCTION SYSTEM 1 DUCT LEAKAGE TO OUTSIDE OF CFA) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE (% OF CFA)ACTUAL SYSTEM 2 DUCT LEAKAGE TO OUTSIDE OF CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFA) ACTUAL SYSTEM 3 DUCT LEAKAGE TO OUTSIDE OF CFA) ACTUAL SYSTEM 3 TOTAL DUCT LEAKAGE (% OF CFA) ACTUAL SYSTEM 4 DUCT LEAKAGE TO OUTSIDE .: U v0 ` SYSTEM 4 DUCT LEAKAGE Tq OUTSIDE # '': SYSTEM 4 DUCT LEAKAGE TO OUTSIDECFM25) TARGET t .p (CFM26) ACTUAL ' a' (% OF CFA) ACTUAL SYSTEM 4 TOTAL DUCT LEAKAGE 01+ SYSTEM 4 TOTAL DUCT LEAKAGE l SYSTEM 4 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET t,3r gc ; r') (CFM25)ACTUAL )'4'CF ACTUALr.4 N TEST: DUCT BLASTER RESULT: PASS TESTER: Dave Revell@ DATE: 02/132018 Al [it nIN(] QOF(:IFI(`ATI(1NR z 1 c a, ,."(BUILDING CHARACTERISTICS li Fbr ABIDE ISONVALUES ,, k DUCT LEAKAGE TO OUTSIDE (REM) NAo'" 0.016 CFM25/'CFA TOTAL DUCT LEAKAGE (REM) NA •-:_ 0 12 CFM25 / CFA FLOW RING (PRIF) FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 3737 Saltmarsh Lp Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 3737 Saltmarsh Lp (Lot 136), Sanford, FL 32771 Jurisdiction: Cond. Floor Area: 1605 Cond. Volume: 15247 Envelope Leakage Test Results Regression Data: C: n: Ci—lo — KAl dfi Pninf Toer nnf. R: HOUSE PRESSURE FLOW: 1 50 Pa 958 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm Leakage Characteristics CFM(50): 958 ELA: 53 EgLA: 125 ACH: 3.77 SLA: .03 ACH(50) ' : 3.77 For prescriptive projects, tested leakage must be <=7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. Signature: Printed Name: Dave Revelle Date: 02/13/2018 Digitally signed by Dave Revelle Date: 2018.02.1318:14:51 EST CN=Dave Revelle, O=TopBuild Home Services, OU, EMAILAD DRESS=dave.revel le @topbuild. com, C=US Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489. 105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 10/ 25/2017 364483 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Wyndham Preserve Builder Name: Starlight Homes Street: 3737 Saltmarsh Lp Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: Jurisdiction: Duct Test Time: Post Construction Burt I Pakane Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 26 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 26 Duct System Leakage Divide by 1605 Total Conditioned Floor Area) 0.0162 (Qn,Out) I hereby certify that the above duct testing performance results demonstrate compliance with the Florida Energy Code requirements in accordance with Section R403.2.2. Rater Of Record: Printed Name: Dave Revelle RESNET #: 4311088 Date: 02/13/2018 Digitally signed by Dave Revelle Date: 2018.02,13 18:14:45 EST CN=Dave Revelle, O=TopBuild Home Services, Did, EMAI LAD D R ES S=dave. reve I le Otopbuild.com, C=US 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: 4QQ-vNES7z 4, tl I. si r C D W1z''Jfi Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 364483 CENTER PCP S89'40'51 "W 330.00' LINE 172.0 3 SALTMARSH LOOP PCP o 0 50' RIGHT-OF-WAY o q PRIVATE ROAD) CURB LO pN CONC 0 5' CONC Z SIDEWALK SMGD o N89040'51 "E SIR T. yz 10'UTILITY 28800EASEMENT 8P) w >------ W-- Of CONCRETE U O N WALK 16. 0' 6. 0' 6. 01 ORC 20.7 7. 3 2 STORY a RESIDENCE flu O A ziO 3737 0LOOP SALTMARSHr 06 ro Q FFE= 30.84 t Q LOT 137 in R LOT 135 6. 01 28.0 O 10.0 8.0 i6.0 O rlz t0 rz PATIO Q O J h 9. 7 A/ C O ZONO PAD W LOT 136 W ` J AREA = 4, 400 S.F. 0 S/ R 40.00 ' S/R o S89'40'51 W o 298 LOT146LOT 147 LOT 148 rtr — roof tqui ment LEGEND:ADUSSD—Access/Drainage/Utilities/Sidewalk LB —Licensed Business BFP— Backflow Preventer Sight Distance Easement S — Suey PRM —Permanent Ref. Monument R — Reported PCP —Permanent Control Point ID —Description FP&L —Florida Power & Light P — plot FFE —Finish Floor Elevation D. B. —Deed Book Water Meter O. R.—Official Records Book D4—Water Valve P. B. —Plat Book tf—Fire Hydrant Pg.— Page RCM —Reclaimed Water Meter Elev. — Elevation RCD4—Reclaimed Water Valve Conc. — Concrete Cable Box BP — Brick Paver m —Telephone Box SW — Sidewalk 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 t--Guy Anchor RCP — Reinforced Conc. Pipe OU--Overhead Utilities PVC — Polyvinyl Chloride Storm Sewer Manhole NCS— No Comer Set (Falls in Water) G—Sanitary Sewer Manhole SF — Square Feet 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 wD4—Gate Water Valve SPKD— Set P.K. & Disk L87768 Gas Meter FIR — Found 1/2" Iron Rod LB7768 11. —Existing Grade FIP— Found 1/2" Iron Pipe LB7768 of —Blow —off Valve FPKD — Found P.K. Nail &Disk L87768 Drainage Flow Direction FCM— Found 4"x4" Concrete 10.0—Proposed Design Grade Monument PRM L87778 10. —As—Built/Existin Grad Note: Some items in above leaen may not be aDDglicable Description I Date I Dwn.ICk'd I P.C.IOrder No. SURVEYOR' S NOTES: 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights — of —way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1" = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. WYNDHAM PRESERVE LOT 136 PB 81, PG 93) W Cpi O ao, 0 N m oN s o 0 ya v mo- 0 m Z 'a O y N c o I 0 m N M- Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' DIAMNSION 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. 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 136, 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. James D. Leviner LS6915 Drawn:MTP Checked:JDL P.C.: Data File:BrbsonEast-Plat FLORIDA PROFESSIONAL SURVEYOR & MAPPER NO. .................. NOT VALID WITHOUT.THE SIGNATURE AND THE ORIGINAL Date: 2/16/18 Dwg:BrissonEast-Lot136 Order No.: aeicrn cr:ei nr a ri name i ircucr•n ci iaur•vne - ueapFR SEC. 17 - TWN. 20 S. - RING . 31 E. Field Bk: -