The URL can be used to link to this page

Home My WebLink About3776 Saltmarsh Lp (2)CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 5,240.00 Job Address: 3776 Saltmarsh Loop Historic District: Yes No Parcel ID: 17-20-31-502-0000-0120 Residential X Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move b Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Adonna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Name STARLIGHT HOMES FLA LLC Street: 1064 Greenwood Blvd Suite 124 City, State Zip: _Lake Mary, FL 32746 Email: arosenwinkel@energyair.com Property Owner Information Phone: Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 Enegry Air Ct City, State Zip: Orlando FL 32810 Fax: State License No.: CAC1816317 Architect/Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 516 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time ofpermit 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 constructioq and zoning. Signature ofOwner/Agent Print owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 11/14/17 Signature ofCo actor/Agent Date Robert Kulp Print Contractor/Agen ' Name 1146ij11/14/17 Signature of Notary -State ofFlorida Date 4p dotilri. Notary Public state o1 HondaAdonnaCRosenwinkel My Commission GG 147030 o, Expires 1010IM021 Contractor/Agent is ersonal y own to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30. 2015 Permit Application WORK ORDER Job #: 33306 Date: 8/2/2017 144669 Subdivision I Phase I Bid UU I Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 10121 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 3776 Saltmarsh Loop CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford JFL 32773 Model/Bldg: 2121 S Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R-410a Job Contact: S Woolwine A/H-1 or Furnace FB4CNP036L00 A/H-2 or Furnac( Job Phone: 4077301311 Heater or Coil CE2401C05 Heater or Coil Date Requested: CU-1 CH14NB03600G CU-2 Date Required: TStat: TH6220D1002 TStat: Filter Base AHU Location N/A 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficient MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-0 or Furnace Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford TStat: TStat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficient EAI Pulls Permit: Builder calls inspection: yes yes Zoning Brand: Zone Kit #1 Honeywell/Johnstone Vent. Damper YSIMA1017 ZD1 Qty 1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 408.28 Transformer ZD4 Surge Protector Z05 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 17 X Flue Pipe: X Grs.Stamped Return 8 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Ducl X Heat Recovery: X fan 80 cfm BFQ80 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 1.98 24.95 Rou hin 2,565.00 04-Installation Labor 30.75 461.18 06-Piping Labor 7.251 123.25 Trim 2,565.00 14-Kitchen Vent Trim 02-Material/Tax 1,293.27 01-Equipment/Tax 1,482.48 Permit 110.00 09-Permit/Other 110.00 011-Delivery Labor 1.45 18.22 20-Pull Material Labor 2.891 36.43 Total Contract: 5,240.00 12-StartupLabor 2.501 42.50 R Level t, , n Fam/Din/M 10 x 10 145 dm 8` 12 x'8 145 dm I M. e ` Sup Ri 10' 10x10 145 dm 12x6 8x4 145dm 10dm 7Yiw 8 x4 4 ' 17 dm CC, [ ZSR;ser p Garage 00 Job M Starlight - Wyndham Energy Air, Inc Scale: 1/8" = IT Performed for. Page 1 Lot 12 - 2121 UL 5401 EnergyMr, Ct Righ1-7.0.08 RSU17Universal3017 Sanford, FL 32773 Orlando, FL 32810 2017run-21 11:15:47 Phone: 407-886-3729 ...am Preseneuot 12 - 2121 UL.rup wwKenergyaircom GRenner@energyair.com 1D- Job M Starlight - Wyndham Performed for. Lot 12-2121UL Sanford, FL 32773 Level 2 IETAL STAND OV / 5KW HP C --,r 49 Energy Air, Inc 5401 Energy Air. Ct Orlando, FL 32810 Phone: 407-886-3729 wwmenergyalr.00m GRenner@energyaircom Scale: US" = IT Page 2 Right -Me® Universal 2017 17.0.08 RSU17013 2017Jun-21 M15:47 am PresenalLot 12 -2121 UL.mp Page 1 of 1 THUS INSTRUMENT PREPAREDBY: Nems: SteNeMIb. Florida'LLC GRANT MALOYr SEMINDLE COUNTYAddress: 1 `' - CLERK. OF CIRCUIT COURT 6 COMPTROLLERLabeMeN_ FL 347d8 SK 8969 Ps 839 (11`9s) CLERK'S ' NOTICE OF COMMENCEMENT RECOROEO'08/0100/2010211:11:18 AM RECIINDING FEES $10.00 State of Florlds RECORDED BY hdevore County of seminolle —] zJ I j Permit Number. _ ( / - 7 2 Parcel ID Number: 17-20-31-502-0000- 012.0 The undereVied hheep(ebbyy Sales rtolice OW Improvement wit be mane to certain real progeny. and In accordance WM ChapE9r i13, FIaWaStatilOas, the tolbvNrh Itfarrtatbn b provided b thb Notloe of Cammenoemerd OESCRIPTION OF PROPERTY: (LenddeescrWon ofslitorooedv and sbad address N evallable) OENERAL DESCRIPTION OF IMPROVEIIIENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Sub 200, Roswell, GA 30076 Foe Simple TIN iloldtr (R ogler Stan owner) Name- NA Address: CONTRACTOR: Nance: S(arllght Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake May, FL 32746 Persons wUNn flw SbEs of Fiodda Designated by Owner upon whom allot or ottrar doeumenle may beserved as provided by Sec(bn 71&13(1)(bh Fbride Sesblfts, Name: NA Ate: In addition to hlnnelr. Owner Designates NA d To rsoelve a copy of sae tenors Node as Provided In Section 713.13(1)(b), Flotds Statutes. Expiration Deft of Notion of Commencement (The expiration daft Is 1 year from dets of moording unless a dMfersrrt date Is ey IN, I WARNING 7O 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 psnaWss of perjury, ) declare that I have read the "oing and that tea facts stated In itare true to the bsst of aalr kneullifto and belief. Ra Stpua 713.13(1)(pfi• Thevarwmist dgnft teydoamNO= - OW noawdes mray M pdeebi bdpnIn NO or herdOW Stab of Florid4. Countof S.r-.i el _ The foregoing butrument was acknowledged before me this B-" day of by L 121 r K egWho Is persousW (mown to me Q NM of Wnan mdelp ddanre OR who Ilse produced " Ilik ells O type et IdertMkattlon produced: Sheyne Mengel NOTARY PUBLIC STATE OF FLORIDA Comma GG113111 Expires Wll2O21 Book8969/ Page839 CFN#2017080902 Page 1 of 1 http:// off)cialrecordsbv.seminolecterk.orgBrowserView/ 10/10/2017 COUNTY OF SEMINOLE 0 c--),LIMPACTFEESTATEMENT ,-L STATEMENT NUMBER: 17100005 DATE: August 07, 2017BUILDINGAPPLICATION #: 17-10000532 BUILDING PERMIT NUMBER: 17-10000532 age qs5UNITADDRESS: SALTMARSH LP 3776 17-20-31-502-0000-0120 i 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 LLCADDRESS: 27 N SUMMERLIN AVE ORLANDO FL 32801 LAND USE: SFR DETACHEDTYPEUSE: WORK DESCRIPTION: CITY-SANFORDSPECIALNOTES: 3776 SALTMARSH LOOP / LOT 12 SFR PRESERVEWYNDAM FEE BENEFIT RATE UNITTYPEDISTSCHEDRATE CALC UNITS UNIT TYPE TOTAL DUE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00ROADS 1.000 dwl unit 705.00COLLECTORSN/A Single Family Hopping .00 1.000 dwl unitFIRERREE 00 LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00SCHOOLSCO 1.000 dwl unit 54.00WIDEORD SSingle Family Hou iAng 5,000.00PARKS 1.000 dwl unit 5,000.00 LAW ENFORCE N//A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: 7 IGNATURE: PLEASE P INT NAME) DATE: (D— - NOTE TO RECEIVING SIGNATORYIAPPLICANT: FAILURE TO NOTIFY OWNER ANDENSURETIMELYPAYMENTMAYREESULTINYOURLIABILITYFORTHEFEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEESMUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVEBUTNOTLATERTHANCERTIFICATEOFOCCUPANCYOROCCUPANCY. THS REQUEST FOR REVIEW COPIESEETOF RULEHE SEGOVERNNINGSAPPEALS MAYBE PPICKEDEUP OREREQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORDBUILDINGDEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDERAND SHOULD REFERENCE THECOUNTYBUILDINGPERMITNUMBERATTHE +OP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUEDWITHIN60CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVEDETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. LaT- is CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No Documented Construction Value: $ Job Address: SOA+(" k Lew Historic District: Yes No g Parcel ID: - - - ©t Residential Ercommercial Type of Work: New9 Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: Title: Phone: 4%" -t' C:(cjo1 Fax: 9r7-t ( d.F Email:-.3M om e J (0) S4,0-r<<h`t' ae(l' IIPro p77erty Owner InformationNameGii'nw%,015 FL (u-G / Phone: 3"d Street: (1if-t&1tAX9c_k S) ea • S-- l `( Resident of property? City, State Zip: — '- L 3atU4 13 Contractor Information Name _ co_ lLC Phone: Street: t l_S!-(Ft t S4— l•q Fax: City, State Zip: _ o YY \0-Cln State License- Architect/Engineer Information Name: rX1i 1 1 heC (c, LQ Street: P-0 Cd1:p\2 City, St, Zip: 0_ry-,J 11 (_ 4 2 A Bonding Company: Q Address: Phone: s C AU 80o I 5:) Fax: E-mail: I fPS rv,* A Ke-Cr-\ V -,, P-U Mortgage Lender: ' %' 14 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: 5`a Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application A iy,5wo,r7 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 ofpermit is verification that I will notify the owner of the property of the requirements ofFlorida 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. g 1-7 44 Signature of Owner/Agent Date Signature ofContractor/Agent Date RUN - Print Owner/Agent's Name J ( Signature of No -State of Florida QDate— Shayne Mange NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Owne t isE treersonal own to Me or Produced ID Type of ID 2&= Eis t a Ili Print Contractor/Agent's Name Signature Av iatureANneteeflFlorida Date NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Expires 6/21/2021 Contractor/ Agent is Personally I own to Me or Produced ID Type o BELOW IS FOR OFFICE USE ONLY Permits Required: Building g Electrical El Mechanical©' Plumbingr7f Gas[] Roof Construction Type: JR, Occupancy Use: 7-:3 Flood Zone: k j Total Sq Ft of Bldg: 2101 (o Min. Occupancy Load: H # of Stories: 7— New Construction: Electric - # of Amps 1 !j Plumbing - # of Fixtures 1 Fire Sprinkler Permit: Yes No M # of Heads APPROVALS: ZONING: q to UTILITIES: ENGINEERING: We- %A-2a'7 FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 39.1"/a iMp. Z121 DiScoVRry G ev.- U, &L Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application C 9• .f a a kk-J-4 I CITY OF SANFORD BUILDING Sr FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ ( ?-O 1 9'l 1 1 Job Address: 3-1--a'lo 2)044ry- - k Historic District: Yes No 9 Parcel ED: - - - l Residential Commercial Type of Work: Newz Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: M P-I Title:-cry- - ( ' np(cl • Phone: 461' a CIC6 Fax: 441 Email: aty1QnQe,1 ) S+0-r<<5h4 Property Owner Information Name3(ia:S 1-L Z1-G Phone: Street: ICUL L 0 Resident of property? City, State Zip: o I(p Qt .L(st Contractor Information Name lQh' i'1nt-reS lrY c U. Phone: 46-' Uq:L - 3-'toZ) Street: Q '-("Ra-,1. 1 1 . . S-. ` Fax: qb:) U4:nf C5=VOC7 City, State Zip: 1'Y1ar&4 ,FL State License No.: Architect/Engineer Information Name: (Y. -U) Phone: (-Aqu g0n I Street: P-C) fry` n\,e Fax: City, St, Zip: E-mail: rr\t tk Kern Vs&kU Bonding Company: A Address: Mortgage Lender:- ' J, 14 . Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR EVIPROVEMENTS 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: 51 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 ofpermit is verification that I will notify the owner ofthe property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time ofpermit 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. k= Signature ofOwns/Agent Date Signature ofContractor/Agent Date Print Owner/Agent's Name Signature ofNo -State ofFlorida 4 Dated-T— Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113W Owned t isfxptta erson own to Me or Produced ID Type of ID Print Contractor/Agent's/ Name n ._ ^ /Ao Si atureAet{tazytaBflFlorida O Date NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 OE Expires 6121=21 • Contractor/Agent is ersona1 I own to Me or Produced ID Type o BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories New Construction: Electric - # of Amps Plumbing = # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: g -19 -/7 WASTE WATER: all" I:illgl l i; Revised: June 30, 2015 Permit Application. LOl ( Revision / Response to Comments / Permit # MIN Ph: City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 9 lai L Fax: Email: & S . C-0YV'1 Trades encompassed in revision: General description of revision: Q,4uilding_ Plumbing QI(' (,S'NV mC)4er-4 4 Electrical LZJ1 cam, r t Ste- c «--U-« Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention ROUTING INFORMATION Approvals 11 Building SG 4 i3 , ? 7 - /-7 IRCITY OF S--------ORD FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2372 Date: 09/19/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3776 Saltmarsh Loop Contact Email: Shayne.MangelQstarliphthomes.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 I are as amended by City of Sanford ordinance viewable on our website at www.sanford(l.eov. Provide two conies ofaffected Plan sheets and/or supplemental information as requested Permit submittals will not be accented without two conies. COMMENTS: 1. The wind design speed on the plans is 136mph. The City of Sanford is located in the 140mph wind zone. Please revise the design of the plans to comply with the correct wind speed. FBC 107 2. 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 3. 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 4. 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. FBC 107 5. The Truss Engineering package and layout from the Truss Manufacturer differs from the Truss layout shown on the plans. Please revise accordingly, as the truss layout shown on the plans must match the layout from the Truss Engineer — the truss id's on the plans and truss spacing do not match the truss package from the truss engineer. FBC 107 6. Please provide two (2) copies ofa Service Riser Diagram indicating the service size and the bonding to the footer steel, in accordance with NEC 250.50. FBC 107 Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances ofthis jurisdiction. Office meednes wills the plans examiner to discuss comments will require an appointment, arranged by phone or emailprior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner AW ASHTON WOODS. September 22, 2017 Shayne Mangel STARLIGHT HOMES —ORLANDO 1064 Greenwood Blvd. Suite 124 Lake Mary, FL 32746 4 STARLIGHT HOMES Subject: Brisson East/ Wyndham Preserver Permitting Comments Plans updated for the follow codes based on review comments on the Architectural plan set FBC 107 Reference: Addressed the following comments 1. Plans must be a site specific plan set 2. Index on cover page should be consistent to the pages present in lot specific plan set. 3. Remove Call out for 200AMP if it was present Shayne, Per your request we have addressed the Architectural reference items on the enclosed site specific plans sets. Please use the new site specific plan for your resubmittal. We have revised these comments and will include them on any future lot specifics plans. If you have any questions or would like any further clarification, please feel free to contact our office. Respectfully, Adam Weaver Vice President of Purchasing and Starlight Product Development Ashton Woods - Corporate Headquarters 140S Old Alabama Road, Suite 200 1 Roswell, GA 30076 O / RI 87%=* City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 3776 Saltmarsh Loop Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0120 Phone Number: Email: The reason for the flood plain determination is: 110-1 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) F C• US • 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 liffil The parcel is not in the: floodplain floodway The structure is in the: floodplain []floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-2372 Reviewed by: Michael Cash, CFM Date: August 9, 2017 n p Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & FtiO.7.7- Landscaping in Right -of -Way www.""rordfl.gov Department of Planning 8r Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or In the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or3ssidewalkconstructionover100squarefeetofconcreteorothermaterialonthesubjectparceland / or any construction of a driveway, walkway or landscape Improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested Information below as well as a current survey, site plan or plat dearly Identifying the K„o..nulr6eNw. size and location of the existing right—of-way and use shall be provided or application could be delayed. tvalleeronraudla 1. Project Location/Address:- 2. Proposed Activity: 3. Schedule of Work 4. Brief Description of Work aprlveway Walkway 0ther: Start Date q Completion Date IIIlis FlEmergency Repalrs I-) (-1 M, L L--)()U A OU`c c _Y-%A k I . Kl r . CZ Q This application is submitted by. Properlyowner. Signature: Print Name: FALIC Address: % Phone: }Q OkLo Fax: Email: Date: c 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 InstallatioMmprovement 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 Requestoes expense and, If necessary, file a lien on theRequestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, Its councllpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all IlablIlUes, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses Incident thereto (Including costs of defense, settlement, and reasonable attorney's fees up to and Including an appeal), resulting in any fashion from or arlsing directly or Indirectly out of orconnectedwiththeuseoftheCity's right-of-way. I have read and understand the above statement and by signing this application I agree to Its terms. Signature: Date: 96 /%% 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 ML147e Site Inspected by: Special Permit Conditions: Official Use Only Fee: Dale: Date: Date: Date: 8 'a ' 20' 7 Date: November 2015 ROW We O*mmy.pdf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 8 1%'41 I--t t' 1 Project Name: P5 f Project Address: Building Permit Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: L 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 jurisdictionexercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of suchright. 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. S. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Erie Kors%n Prinim t Sign JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print Name f Gen. for Signature of Gen. Contractor CGC1522347 Gen. Contractor License # CALLED INTO: o Progress Energy Rev. 02/10/15) PIN nuAFaskrb Dok PrintNameofEl. Contractor ignature El. Contractor F _ Q'Y1 I El. Contractor License # a Florida Power and Light on / / REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 1-1- Z31 L Address: 3"1 S-T^/tRS 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 PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final 1 Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 FINAL BOUNDARY SURVEY WYNDHAM PRESERVE LOT 12 PB 81, PG 93) I I I .3 FQ16< I S/RI y. I =ppyQ6 LOT 11 I o9 I ~ m 120.00' S89'40'51 V 1 0 NORTH BOUNDARY I L/NE- b CONC WALK I , O Of-1.2_-!d 33.3 I 5.4' 112%CDO>, ro p ' I b O O LOT , I AREA = 2 STORY 16.0 4,800 S.F. 0 RESIDENCE 3776 SALTMARSH LOOP nNlEPATnlOFFE=31.81 O 10.0I ;45.4' a 3 I O I ----------------- o------ SIR rSETBACK UNE (TYP) of 8R 49 cO CO " 9 e N89'40'51 "E 120.00" I I LOT 13 y"' "'"` LEGEND:ADUSSD-Access/Droinoge/Utilities/SidewalkLB -Licensed usiness BFP-Bockflow, Preventer Distance Easement Survey Sight PRMPermanent Ref. Monument Reported PCP-Permonent Control Point DescriptionJ FP&L -Florida Power & Light Plot FFE -Finish Floor Elevation D. -Deed Book E -Water Meter O.R.-Official Records Book i 4-Water Valve P.B. -Plot Book lf-Fire Hydrant Pg. -Page RICE -Recloimed Water Meter Elev. -Elevation RCDG-Recloimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver lD -Telephone Box SW -Sidewalk D -Electric Box FFE -Finished Floor Elevation O -Utility Pole CI -Curb Inlet Guy Pole GTI-Grote Top Inlet Light Pole P.U.E.-Public Utility Easement E--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride m -Storm Sewer Manhole NCS -No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet ENNo -Electric Handhole D.U.E. -Droinoge/Utilit Easement COO -Clean Out FMGD-MAG NAIL & DISK R;VDLG-Irrigation Control Valve P.K. -Parker Kolon Nail r -Sign SIR -Set 1/2' Iron Rod LB7768 WM-Gate Water Volvo SPKD -Set P.K. & Disk LB7768 IR-Gas MeterFIR -Found 1/2' Iron Rod LB7768 1 . -Existing Grade FIP -Found 1/2' Iron Pipe L87768 CI —Blow —off Volvo FPKD-Found P.K. Nail do Disk L87768 -ft.. -Drainage now Direction FCM-Found 4'x4' Concrete Proposed Design Grade Monument PRM LB7778 As-Built/Existin Grad Note: Some items in above leaen # may not be aDdlicable) Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE', City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. Geopoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights -of -way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Devotions shown heron are in feat and ore referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NCVD29). 4. This Survey Is subject to matter shown on the pint of WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey mops or reports by other than the signing party or parties is prohibited without the written consent of the signing party or S. This survey is intended to be displayed at 1' - 20'. 7. All boundary line dimensions are field measured unless otherwise noted. tIt vo1 z 0 m v 60— a 000as vN oo GO U Z` y c v v o m 0 0 I 1 I I I I I 11.0, PM(i7/- rJ I 25.3 i o rn I U O O N 81 25.3 ,p oC O Z i n 6 W o> 0 0cj ri to 11111111 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 "2" DESCRIPTION: LOT 12, according to the plat of "WYNDHAM PRESERVE" thereof as recorded in Plat Book 81, page 93 of the Public Records, 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 woo mode under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florido Board of Professional Fax: (813) 248-2266 Surveyors & Mappers in Chapter W-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. GeoPoint Surveying, Inc. O'James D. Leviner LS6915 Drown:MTP Checked:JDL P.C.: Data File:tAls.onEad-plotFLORIDAPROFESSIONALSURVEYOR & MAPPER NO. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Dote:2/16/18 Dwg: -1ot12 Order No.: 11SFD SEAL OF A FLORIDA LICFNSFD SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Fleld Bk: ENVIRONMENTS FOR (All2 Z SITE 10, 362001 LAT:'12 BLOCK HOU 3TT0 8TREET: SALTMARSH LP CIFT• BAMFORD STATE: FL ZIP: 32771 COUNTY: SEMINOLEACCOUNT!. 0098TAFL BUILDER: STARUO yBppp y yy(N PR rCOMMUNITY: WA PLAN: MOP 101162017 PROGRAM: HERS TESTER: ENVIRONMENTSFORWINOPROGRAMIECC: 2000 CLIMATE ZON RCPERTY"1 [W : FL, SANFORD TEST: SLOWER 4RESULT: PAW • Can ReveN DATE: 0=41010 WA,ygr'r TEBT WWE - r•TFTw W.16.4 FIYi OOMECTION• 1 NEEDED 1% WILDERyNoVEIUFlE076 RATFJL VERIFlE07fi wa 5.1 Attic Access Pond (fulty gasketod and insulated x 5.2 Attic dm own Star Qugy 9811keted and i sulsted x 5.e Roassed Lighting Fahrres (ICAT labeled and noladrod II x 5.5 Whola•Aouso Fen Insulated gasketed to the o n' x 7.3 Fresh air ventilation installed per rams x Bbmr Door BD Ta n 60 ACWW Room Prawn Tat BUILDINGORIENTTION WNE M—UM.- BNELL RAY :ill . sHELL DE rF;jU E 90' MIA 21.210 0 0 PltOtiRIW OEL s VRGORAMi,L`esneOFGMwWACH50CODE QkACHSOK PGGIW*lilt Vi of8M0+ 6 oT 6M1 0 2, 4757 1.06e 3.07 IMN met 11i*m 0 m 2 0 1 6*m3l 0 BOm S 0 Rm 1 0 RM31 0 Dow o Bdrm 4 0 Rm2 0 CO Oobetme EmMy 8w Ouditd T WWI" P 7 00 or s Of Hudedted Ugghfa Must Be CFL Or LED Low Fbw FwaM Toom oto7 Pmrwmrwft Thw=W7 x CortCIW Omen PwMemLoW Rptdta Vbual wpaollort Modwtbd m•NWm' Loroaftn mNNmw% W§=81 r 'WWMNWO Akj4lp;Ata"• M0OM@4 SYSTEM 1 WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM 2 WATER HEATER SYSTEM 3 WATER HEATER SYSTEM WATER HEATER SYSTEM 1 FURNACE SYSTEM 1 HVACu TDOOR NIT OUTSIDE CARRIERCH14NO036 SYSTEM 1 HVAC INDOOR COIL SYSTEM 1 HVAC AMU ( HEAT PUMP INTERIORCARRIER F84CNP036 SYSTEM FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AMU ( HEAT PUMP SYSTEM3 FURNACE SYSTEM 3 HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AMU ( HEAT PUMP) SYSTEM FURNACE SYSTEMS HVAC OUTDOOR UNIT SYSTEM s HVAC INDOOR COIL SYSTEM s HVAC AMU ( HEAT PUMP WILDING AiAfAI LiIDIN06N11RAC' 0447- 401i ASOESION: VALUES .^':.t'rsii(i?'ASBUILT.!VALUEB'W,tk k4g# 't Misj"t % OOMYNETRtt *i ii1 a OF BEDROOMS (REM) NANA CEILING FLAT REM NA NA SEALED ATTIC (REM) NA NA VAULTEO 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) CONVENTIONAL WATER HEATER FUEL TYPE PRIF t ELECTRIC 11 TEST: BLOWER DOOR RESULT. PASS TESTER: Om RevMM DATE: 020=16 BUILDING SPECIFICATIONS BUILDING CHARACTERISTICS ASOESIGN-VALUES AS BUILT -VALUES COMMMENT WATER HEATER SIZE. EFFICIENCY 6 LOCATION PRI INFILTRATION HOUSE LKG ACH REM NA Hi : 3.07 CI : 3.07 ACH 50 Pascals FRESH AIR VENTILATION TYPE (PRIf) AIR CYCLER VENTILATION FAN MANUFACTURER (REM) NA NA VENTILATION FAN MODEL REM NA NA VENTILATION FLOW REQUIRED REM NA NA VENTILATION EQUIP. RATED CFM REM NA NA VENTILATION a OF FANS REM NA NA VENTILATION TIME • MRSIDAY SPECIFIED REM NA NA VENTILATION TIME SET BY HVAC CONTRACTOR . MINUTES PER HOUR PRIF FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPECS PRIF INTERIOR % OF CFUS PRI DISHWASHER PRI REFRIGERATOR PRIf FOUNDATION TYPE PRIF SLAB TYPE PRIF SLAB AREA PRI SLAB DEPTH (PRIF) SLAB FULL PERIMETER PRIF SLAB GRADE PRIF FLOW RING PRIf HEATING REM NA NA COOLING REM NA NA AIRSOURCE HP REM NA NA WATER HEATING REM NA NA TEST: DUCT BLASTER RESULT: PAN TESTER: Om RmOs DATE: 07ll MIG TOTAL CONDITIONED FLOOR AREA 0 2 t21CFASDFT) DUCT LEAKAGE TO OUTSIDE % TARGET TOTAL DUCT LEAKAGE % TARGET 0.00% 1 12.00% SYSTEM I SO FT. SERVED (CFA) 0 2.121 POST CONSTRUCTION SYSTEM I DUCT LEAKAGE TO OUTSIDE 0 170 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 3e SYSTEM 1 DUCT LEAKAGE TO OUTSIDE INIn11T% 1 70% CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE 0 255 SYSTEM I TOTAL DUCT LEAKAGE SYSTEM I TOTAL DUCT LEAKAGE(% OF N4N% 0.00% CFM25) TARGET (CFM25) ACTUAL CFA) ACTUAL SYSTEM 2 80 FT. SERVED (CFA) 0 0 SYSTEM 2 DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE 0 0 SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2TOTAL DUCT LEAKAGE (%OF CFM25) TARGET (CFM25) ACTUAL CFA) ACTUAL SYSTEM 3 60 FT. SERVED (CFA) 0 0 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 3 TOTAL DUCT LEAKAGE 0 0 SYSTEM 3 TOTAL DUCT LEAKAGE SYSTEM 3 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET (CFM25) ACTUAL CFA) ACTUAL SYSTEM 4 60 FT. SERVED (CFA) 0 0 SYSTEM 4 DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM 4 DUCT LEAKAGE TO OUT810E SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM A) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 4 TOTAL DUCT LEAKAGE 0 0 SYSTEM 4 TOTAL DUCT LEAKAGE SYSTEM 4TOTAL DUCT LEAKAGE (%OF CFMi5) TARGET ( CFM25) ACTUAL CFA) ACTUAL 11 TEST: DUCT SLABTER RESULT: PASS TESTER: OM Rewb DATE: 02022=19 BUILOUtl SPMRCATION9 B NOCNARACTERIB,TICB ASIDEGIQNMVAUUIEMB A8IBUILITiLVALUEU OOYYYENT DUCT LEAKAGE TO OUTSIDE (REM) NA OAjECFM]!/CF,A TOTAL DUCT LEAKAGE (REM) NA 0 li CF,M4S / CFA FLOW RING PRI FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street, 3776 Saltmarsh Lp Permit Office: City, State, Zip: Sanford. FL 32771 Permit Number Design Location: 3776 Saltmarsh Lp (Lot 12). Sanford, FL 32771 Jurisdiction: Cond. Floor Area: 2121 Cond. Volume: 21210 Envelope Leakage Test Results Regression Data: C: n: R. Single or Multi Point Test Data HOUSE PRESSURE FLOW 1 50 Pa 1084 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): 1084 ELA• 60 EgLA. 141 ACH 3.07 SLA: .03 ACH(50) ' . 3.07 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)(Q, (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. Digitally signed by Dave Revelle Date: 2018.02.22 14:06:41 EST CN=Dave Revelle, O=TopBuild Home Services, OU, EMAILADDRESS=dave revelle Signature: @topbulld.com, C=US Printed Name: Dave Revelle Date: 02/22/2018 Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(0, (g), or (I) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing TopBudd the opportunity to provide the stave serViCes for you Please (eel free to contact me vath any Questions. 10f2512017 362981 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Wyndham Preserve Builder Name: Starlight Homes Street: 3776 Saltmarsh Lp Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: Jurisdiction: Duct Test Time: Post Construction Kurt I aakanp Tact Rpcl dtc CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 38 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Dud System Sum lines 1-4 38 Leakage Divide by 2121 Tool Coranionea Fbor Mee) 0.0179 (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. Opiuly aa02 W Oeve RevegeOea• 201E 02.22 14.06 3e EST CN-Dave Rewe, O•Top6uiltl Honesee,- ho EMAILAOORESSdeve reveua RetBr Of Record: ®lopbuiltl.corn. C•US Printed Name: Dave Revelle RESNET S- 4311088 Date: 02/22/2018 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 ORldal: Date: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 362981 CITY OF SANK BUILDING & FIRE PREVENT PERMIT APPLICAT Application No: Documented Construction Value: $ f -+- 237-z Job Address: 3-4 50JL* Ma_tz'k Historic District: Yes No Parcel ID: Residential a Commercial Type of Work: New 9 Addition Alteration Repair Demo Change of Use Move Description of Work: Plu.v"LbAokiw -e ("n--<c1 c! - 15CY] tJ 4 Plan Review Contact Phone: Name i Street: City, State p: Name I ass S-e t b 4 bcR.t Ids Fax: Property Owner Information Phone: Resident of property? : Contractor Information Phone: Street: 4( L3cz l+mo-' f v Fax: 1- 0- State License No.: CF City, State Zip: ArchitectlEngineer Information Name: Phone: Street: Fax: _ City, St, Zip: E- mail: Bonding Company: Mortgage Lender: Address: Address: 42, WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN 1 PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUS BEFORERECORDED ANDPOSTEDONTHEJOBSITEFINANCING, CON ULTWH YOUR LENDER OR ANTINSPECTION. ATTORNEYBEFORE ITRECORDING OUR NO ICCOMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installati commenced prior to the issuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstinthisjurisdiction. 1 understandthataseparatepermitmustbesecuredforelectricalwork, plumbing, signs, wells, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code ineffect as of that date: 501 Edition (2014) Florida Building Co, BE AIN OF has Pennit Application Revised: June 30. 2015 1 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may found in the public records of this county, and there may be additional permits required from other governmental entities such as wF 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 ofpermit submittal. A copy of the executed contract is requi in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submit The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction val credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work be done in compliance with all applicable laws regulating construction and zoning. Signature ofOwner/Agent Print Owner/Agent's Name Date Signature of Notary -State ofFlorida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature ofContracmr/Agent Date Print ContractodAgenl's Name Date ti• PAT SUM MY COMMISSION 0FF 120I109 k a EXPIRES: August 25. 2018 Fg,n4b' Bonded rtw fta yPft Un&-- Contractor/Agent is Personally Known to Me or Produced m 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: UTILITIES: ENGINEERING: FIRE: COMMENTS: of Plumbing - # of Fixtures Flood Zone: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: Junc 30, 2015 Permit Application y CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ' - a3iQ, Documented Construction Value: S Job Address: 377 ( Q--m() Historic Ditrict: Yes No ssriParcelID: Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: _ PIA) ( min,wr,) Plan Review Contact Person: Title: Phone: Fax: Email: ll Property Owner Information Name i N ( Phone: Lk - CGS- q-17 Street: 1) a - Resident of property? City, State Zip: , ( 3e I- - nContractor Information Name I fftyn Phone: _ 1-IO7 Street:al ,1C CiiC a-- .. A lu e , Fax: Llv 7- In 47 • City, State Zip: W1 f * rr 3,17 Qal 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 YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 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: 5i0 Edition (2014) Florida Building Code Revised: Junc 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies, Acceptance of permit is verification that I will notify the owner of the property ofthe 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. 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 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 willbedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. Signature ofowner/Agent Date Print Owncr/Agent's Namc Signature of NotarySwte of Florida Date Owner/Agent is Personally Known to Me orProducedIDTypeofID rtgnature of Contractor/Agent Date krry-k Print Contractor/Agent's Fame Y Signature ofrNotary•State of7 FF pAMI@6JtS TERNUS Commission 0 GG 110622 P Expires August 7, 2021 4a o Sanded tteuaus ftUrySavem 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 Gaso Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 201 S Permit Application COUNTY OF SEMINOLE 0 W IMPACT FEE STATEMENT STATEMENT NUMBER: 171pp0005 DATE: August 07, 2017BUILDINGAPPLICATION # 17 -10000532 BUILDING PERMIT NUMBER: 17-10000532 UNIT ADDRESS. SALTMARSH LP 3776 17-20-31-502-0000-0120 okoi TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION. TRACT: PLATBOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3776 SALTMARSH LOOP / LOT 12 SFR WYNDAMPRESERVEFEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPEDISTSCHEDRATEUNITSTYPEROADS- ARTERIALS CO -WIDE ORD Single Family Hou ing 705.00 ROADS -COLLECTORS N/A 1.000 dwl unit 705.00 HoN7Ing 00 1.000 dwl unit 00 FIREnglsCUELIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLSCO -WIDE ORD Single Family Hou iAng 5,000.00 PARKS1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUB 5,759.00 STATEMENT RECEIVED BY: %V- IGNATURE: PLEASE • P INT NAME) DATE: s ^ (D ( 4- NOTE TO RECEIVING SIGNATORY APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURETIMELYPAYMENTMAYRESULTINYOURLIABILITYFORTHEFEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT TyIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLECOUNTYROADFIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TOAPPEALTHECALCULATIONOFANYOFTHEABOVEMENTIONEDIMPACTFEESwelc•r nc icwwo Tcer. _ .. _ - _ — GNeVio1 iVi{ R6vLrn MUSTMEETTHEREQUIREMENTSOFTHECOUNTYLANDDEVELOPMENTCODE. COPIESOFRULESGOVERNINGAPPEALSMAYBEPICKEDUPORREQUESTED, FROMTHEPLANIMPLEMENTATIONOFFICE: 1101 EAST FIRST STREET, SANFORDFL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDINGDEPARTMENT1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THECOUNTYBUILDINGPERMITNUMBERATTHE 'SOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUEDWITHIN60CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVEDETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. 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 12 - 2121 UL Builder Name: Starlight Homes Street: Permit Office: Seminole County State, Zip: Sanford , FL, 32773 Permit Number Jl ' '' _ 2 3 ' USANFOnt)City, 2Owner. Location: FL, Sanford Jurisdiction:igtI4eToDesignCounty:: %tn lorida Climate Zone 2e( 1. New construction or existing New (From Plans) 9. Wall Types (2379.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1236.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 912.33 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft 4. Number of Bedrooms 4 d. WA R= ft' 5. Is this a worst case? No 10. Ceiling Types (1264.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1264.00 ft= 6. Conditioned floor area above grade (W) 2121 b. N/A R= ft Conditioned floor area below grade (ft) 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(191.4 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 424.2 a. U-Factor Dbl, U=0.34 150.42 ft' SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 41.00 ft12. Cooling systems k8tu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor. WA ft' SHGC: 13. Heating systems k8tu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (1264.0 sqft.) Insulation Area EF: 0.950a. Slab -On -Grade Edge Insulation R=0.0 853.00 ft' b. Conservation features b. Floor over Garage R=19.0 411.00 ft' None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.090 Total Proposed Modified Loads: 62.04 PASSTotalBaselineLoads: 63.76 1 hereby certify that the plans and specifications covered by Review of the plans and qRE STgp this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance OG--ah/n with the Florida Energy Code. 3", PREPARED BY: nI11o/ Before construction is completed DATE: f /(,7 this building will be inspected for IR a compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Ener, Code. COO WE' OWNER/AGENT. BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 6/21/2017 11:40 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 12 - 2121 UL Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2121 Lot # 12 Owner. Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2121 18203.7 SPACES Number Name Area Volume . Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Floor 1 853 7932.9 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1268 10270.8 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 97.8 tt 0 853 fN 0 0 1 2 Floor over Garage Floor 2 — _ 411 ft' 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1414 ft' 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1264 8' N N 6/21/2017 11:40AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 UnderAttic (Vented) Floor 2 30 Blown 1264 ft' 0.1 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 N Exterior Frame - Wood Floor 2 13 49 3 8 0 394.0 ft' 0 0.25 0.6 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 33 3 9 4 310.3 ft' 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 28 0 8 0 224.0 ft' 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 7 9 9 4 72.3 ft' 0 0 0.6 0 5 S Exterior Frame - Wood Floor 2 13 49 3 8 0 394.042 0 0.25 0.6 0 6 S Exterior Concrete Block - Int Insul Floor 1 4.1 28 9 9 4 268.3 ft' 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 28 0 8 0 224.0 ft' 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4A 28 0 9 4 261.3 ft' 0 0 0.6 0 9 E Garage Frame - Wood Floor 1 13 24 9 9 4 231.0 ft' 0 0.25 0.01 0 DOORS Omt Door Type Space Stones U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None 39 3 6 8 20 ft' 2 Wood Floor 1 None 39 2 8 6 8 17.9 ft' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 None Low-E Double Yes 0.34 0.26 15.0 ft1 ft 0 in 1 ft 0 in None None 2 e 3 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 3 e 3 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 3 ft 0 in None None 4 e 3 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 5 R 0 in None None 5 s 5 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 6 w 7 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 1 ft 0 in None None 7 w 8 Wood Double (Clear) Yes 0.58 0.25 41.0 IF I ft 0 in 11 ft 0 in None None 8 w 8 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 11 ft 0 in None None 9 W 8 None Low-E Double Yes 0.34 0.26 15.4 ft' 1 ft 0 in 11 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 411 ft384 ft' 64 ft 9.3 ft 0 6/21/2017 11:40 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000382 2123.8 116.59 219.27 .3431 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Duds 1 Electric Heat Pump Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 36 k8tu/hr 1080 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 Storage System Model # Collector Model # Area Volume FEF None None ft DUCTS Supply — V # Location R-Value Area Return — Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 424.2 ft Floor 2 106.05 Prop. Leak Free Floor 2 — cfm 63.6 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Cooling[ ] Jan Feb [ Mar Healin( Jan HFeb I ] Mar Venting I 1 Jan Feb IX1J Mar Ceiling Fans: Apr Ma Jun Jul Aug Se Oct Nov Apr May Jun Jul Aug Sep WOat X NovJunJulAugSep Dec Dec 6/21/2017 11:40 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 73 0 0 1 - Electric Heat Pump 1 - Central Unit 6/21/2017 11:40 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (M) 7. Windows" Description a. U-Factor Dbl, U=0.34 SHGC: SHGC--0.26 b. U-Factor Dbl, U=0.58 SHGC: SHGC=0.25 o. U-Factor N/A SHGC: d. U-Factor NIA SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Sanford, FL, 32773 New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 4 d. NIA 10. Ceiling TypesNoa. Under Attic (Vented) 2121 b. NIA Area c. NIA 150.42 ft' 11. Duds a. Sup: Attic, Ret: Floor 2, AH: Floor 2 41.00 ft 12. Cooling systems ft' a. Central Unit 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 o. WA R= ft' 13. Heating systems a. Electric Heat Pump1.000 ft. 0.258 Area 14. Hot water systems 853.00 ft' a. Electric 411.00 ft' b. Conservation featuresfeNone 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: J A , o jy1/I A^Q Date Address of New Homcare: 3}-Lp - ShI=. x- a- lay City/FL Zip: d A FL, Insulation Area R=13.0 1236.00 ft' R=4.1 912.33 ft' R=13.0 231.00 ft' R= ft' Insulation Area R=30.0 1264.00 ft' R= fN R= ft' R ft 6 424.2 k8tu/hr Efficiency 36.0 SEERA4.00 kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat 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 11:40 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 12 - 2121 UL 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 Dud 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 6121/2017 11:40 AM 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 12 - 2121 UL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2121 sq.ft. Cond. Volume: 18204 cult. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data I I HOUSE PRESSURE ( FLOW: 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 other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 0V STgr4' coD WE 6/21/2017 11:40 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 12 - 2121 UL 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 Divide byLeakageTotal Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: 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 11:40 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Project Summit Job: Starlight -Wyndham wrightsoft° Summary Date: 4/18/2017 Entire House By: Energy Air, Inc Plan: 1802 S 5401 Energy Fur, Ct, Orlando, FL 32810 Phone: 407-W6-3729 Email, GRenner@energyavcom Web vmw.energyair.com Project• • For: Lot 12 - 2121 UL, Starlight Homes Sanford, FL 32773 Notes: Design Information Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 68 OF Inside db 75 OF Design TD 24 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 13698 Btuh Structure 20031 Btuh Ducts 1977 Btuh Ducts 2628 Btuh Central-vefnt-(73cfm) 1'901—Btufi Central vent (73 cfm) 1-405—Stu11-- Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 17576 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 24065 Btuh Method Simplified Construction quality Semi -tight Fireplaces 0 Area (ft') H2ti4g CO 2114i Volume (ft3) 18223 18223 Air changes/hour 0.22 0.11 Equiv. AVF (cfm) 67 33 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO360000B AHRI ref 8068612 Efficiency 8.2 HSPF Heating Input Heating output 33800 Btuh @ 47'FTemperaturerise29OF Actual air flow 1070 cfm Air flow factor 0.068 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup: Input = 5 kW, Output = 17616 Btuh, 100 AFUE Latent Cooling Equipment Load Sizing Structure 1989 Btuh Ducts 275 Btuh Central vent (73 cfm) 2158 Btuh Equipment latent load 4422 Btuh Equipment total load 28487 Btuh Req. total capacity at 0.70 SHR 2.9 ton Cooling Equipment Summary Make Carrier Trade ' CARRIER AIR CONDITIONING Cond CH14NB0360000B Coil FB4CNP036L AHRI ref 8068612 Efficiency 11.7 EER, 14 SEER Sensible cooling 23100 Btuh Latent cooling 9900 Btuh Total cooling 33000 Btuh Actual air flow 1070 cfm Air flow factor 0.047 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.84 Capacity balance point = 28 OF Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightSoft• Right -Suite® Umversal 2017 17.0.08 RSU17013 2017 Jun 21 11 Pagege IACCK .. Specific\Wyndham Preserve\Lot 12 - 2121 UL.rup Calc = MJ8 Front Door faces: E wrightsoft• Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Cl. Orlando, FL 32810 Phone: 407.888.3729 Email- GRenner@energyalrcom Web- www.energyair.com For: Lot 12 - 2121 UL, Starlight Homes Sanford, FL 32773 Cooling Equipment Design Conditions Outdoor design DB: 92.6OF Outdoor design WB: 75.9OF Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 24065 Btuh Latent gain: 4422 Btuh Total gain: 28487 Btuh Estimated airflow: 1070 cfm Manufacture's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Actual airflow: 1070 cfm Sensible capacity: 23961 Btuh Latent capacity: 6713 Btuh Total capacity: 30674 Btuh Design Conditions Model: CH14NB0360000B+FB4CNP036L 100% of load 152% of load 108% of load SHR: 78% Outdoor design DB: 44.2OF Heat loss: 17576 Btuh Indoor design DB: 68.0"F Manufacture's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1070 cfm Output capacity: 33000 Btuh 188% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1070 cfm Output capacity: 5.2 kW 100% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Job: Starlight -Wyndham Date: 4/18/2017 By: Plan: 1802 S Entering coil DB: 76.2°F Entering coil WB: 63.6°F Entering coil OB: 66.4°F Capacity balance: 28 OF Economic balance:-99 OF 2017Jurti21 11:15.36 wright5oft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1XCA ... Specfc\Wyndham Preserve\Lot 12 - 2121 UL.rup Calc = WS Front Door faces E Duct System Summary Job: Starlight -Wyndham wrightsoft• Date: 4118/2017 Entire House By: Energy Air, Inc Plan: 1802 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886r3729 Email: GRenner@energyaircom Web: wwenergyair.wm For: Lot 12 - 2121 UL, Starlight Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.141 in/100ft 1070 cfm Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.141 in/100ft 1070 cfm 199 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 Fam/Oin/Wt h 2128 145 116 0.141 8.0 OX 0 VIFx 49.0 150.0 st6 Fam/DiNKit-A h 2128 145 116 0.141 8.0 OX 0 VIFx 33.3 165.0 st5 Fam/Dm/lOt-B h 2128 145 116 0.161 7.0 Ox 0 VIFx 34.0 140.0 st6 Fam/Din/Kit-C h 2128 145 116 0.142 8.0 OX 0 VIFx 31.9 165.0 st5 bath2 h 477 33 22 0.185 4.0 OX 0 VIFx 26.5 125.0 st2 bedroom 2 c 1170 42 55 0.332 5.0 Ox 0 VIFx 4.3 80.0 bedroom 3 c 1806 75 85 0.306 6.0 Ox0 VIFx 11.5 80.0 bedroom 4 c 2169 91 102 0.195 6.0 OX 0 VIFx 23.7 120.0 st2 cl3-A h 192 13 8 0.194 4.0 OX 0 VIFx 24.2 120.0 st2 Indy c 656 7 31 0.198 4.0 Ox0 VIFx 21.2 120.0 st2 loft c 1241 41 59 0.334 5.0 Ox 0 VIFx 8.9 75.0 m, bath h 594 41 28 0.196 4.0 Ox 0 VIFx 17.8 125.0 st3 m, bedroom c 3113 88 147 0.199 7.0 OX 0 VIFx 15.7 125.0 st3 pnly-A h 248 17 10 0.146 4.0 Ox 0 VIFx 31.2 160.0 st6 pvAr-A c 211 0 10 0.149 4.0 Ox 0 VIFx 38.2 150.0 st6 VAC h 182 12 11 0.197 4.0 Ox 0 VIFx 17.5 125.0 st3 Wc4 c 833 29 39 0.182 4.0 Ox 0 VIFx 28.6 125.0 st2 Bold/italic values have been manually overridden 2017Jun-21 11:15:36 wrightSOW Right -Suite® Unhersal 2017 17.0.08 RSU17013 Page 1 ACM ... SpecificlWyndham Preserve\Lot 12 - 2121 UL.rup Calc = WS Front Doorfaces. E Supply Trunk Detail Table Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st5 Peak AVF 291 231 0.141 533 10.0 0 x 0 VinlFlx st1 st1 Peak AVF 291 231 0.141 533 10.0 0 x 0 VinIFIX st6 Peak AVF 307 251 0.141 307 6.0 12 x 12 RectFbg st4 st2 Peak AVF 173 203 0.182 582 8.0 0 x 0 VinlFlx st3 Peak AVF 141 185 0.196 531 8.0 0 x 0 VinlFlx st4 Peak AVF 307 251 0.141 564 10.0 0 x 0 VinlFlx Return Branch Detail Table Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox0 1070 1070 0 0 0 0 Ox 0 VIFx Bold/italk values have been manually overridden wrightsoft' Right -Suite® Universal 2017 17.0.08 RSU17013 AICCA ... Specific\Wyndham Preserve%Lot 12 - 2121 UL.rup Calc = W8 Front Door faces. E 2017Jun-21 11:15 36 Page 2 Job At: Starlight - Wyndham Performed for: Lot 12 - 2121 UL Sanford, FL 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyaircom 7VTW Scale: 1/8" = 1'0" Page 1 Right.Suite® Universal 2017 17.0.08 RSU17013 2017-Jun-21 11:15:47 am Preserve\Lot 12 - 2121 UL.rup E7, Job M Starlight - Wyndham Performed for: Lot 12-2121UL Sanford, FL 32773 Level 2 ETAL STAND OV / 5KW HP Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 2 RightSuile® Universal 2017 17.0.08 RSU17013 2017-Jun-21 11:15 47 am Preserve\Lot 12 - 2121 UL rup oc Z121 M6dW N rL n 0 a v 0 b WYNDHAM PRESERVE - LOT 12 PLOT PLAN `s o 0 DD4ENSION NOTE: 3 0 Proposed building dimensions 0 o N shown hereon are of the exterior. c `v WYNDHAM PRESERVE 0 W LOT 12 H Building Setbacks (Proposed) o v V Setbacks: Per construction plans for f7 0 0 9 WYNDHAM PRESERVE, City of Sanford, 0 t Seminole County, Florida.'b c w0 Front 25' gP 1? — Z3? 2 0 m N Rear = 20' m j nSide = 5' ZONINGOM DATE-SW-0 Ok to construct single family home1POINTOFwithsetbacksandimperviousarea ' COMMENCEMENT shown onoff"' z I I NORTHWEST CORNER plan. 39•? to imp. I — OF THE NORTHEAST N I I 1/4 OF SECTION Z121 Di SCWRY4 6iev. - t1 G L17-20-31 W ow o I CCR #55989 Z V) 3UJ0 1 o_ Z 4 LOT 11 o aW 09 I .. m `' ` w 120.00' S89'40'51 '1N I425.0- 11.0' I Q o .. o PROPOSED Q I---------iq CONC_WALK Ip--------------------------- W V A/C. I OT 12IPAD ,,, PROPOSED " o 25.3 W!' I QO I LAREA 2 STORY RESIDENCE 16.0 m o I w m o o V1 3776 SALTMARSH LOOP '= o rn to 14 800 S.F. ± o o CON2121 DISCOVERY ^ Q I c,yo IX c E in ELEVATION - U o a I p rJ w os zo ' I GARAGE - LEFT `" - 1X o Q vO1 W I O I i. FFE= 31.8 a o I c it o a. 49. 3 F o o N89'40'51 "E V, I -- oAl 1.0. v NM89(* 40'51 "'E 120. 00' j z i n9 a POINT OF LOT 13 tl $ .tci a I I BEGINNING w I o V) Wi Cz a" I LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, 8.00.19'09"E., a distance of 291.08 feet; thence N.89.40'51"E., a distance of 25.00 feet to the POINT OF BEGINNING; thence N.89.40'51"E., a distance of 120.00 feet; thence E.00.19'09"E., a distance of 40.00 feet; thence S.89040'51"W., a distance of 120.00 feet; thence N. 00019'09"W., a distance of 40.00 feet; to the POINT OF BEGINNING. Containing 4,800 Square feet, more or less. rrr — roof r qui nenz LEGiEND:ADUSSD—Access/Drainage/Utirities/Sidewalk LB —licensed revert BFP—Backfiow Preventer Si ht Distance Easement 9S — Survey PRM—Permonent Ref. Monument R — Reported PCP—Permonent Control Point D — Description FP&L—Florida Power do Light P — plot FFE—Finish Floor Elevation D.. — Deed Book Water Meter O. R. —Official Records Book Da —Water Valve P. B.—Plat Book Cr—Fire Hydrant Pg.— Page RC® —Reclaimed Water Meter Elev. — Elevation RCD4—Reclaimed Water Valve Conc.— Concrete D—Cable Box BP — Brick Paver m —Telephone Box SW — Sidewalk E—Electric Box FFE — Finished Floor Elevation 0 -Utility Pole CI — Curb Inlet Guy Pole GTI— Grote Top Inlet Light Pole P. U.E. —Public Utility Easement Ii Guy Anchor RCP — Reinforced Conc. Pipe OU--Overhead Utilities PVC — Polyvinyl Chloride Storm Sewer Manhole NCS — No Comer Set (Falls in Water) 4P—Sanitary Sewer Manhole SF —Square Feet fMHO —Electric Hondhole D. U.E. U.E —Drainage/Utility Easement COO —Clean Out FMGD — MAG NAIL & DISK XVD4—Irrigation Control Valve P. K.—Porker Kolon Nail I' —Sign SIR — Set 1/2' Iron Rod L87768 wD4—Gote Water Valve SPKD— Set P.K. do Disk L87768 Gas Meter FIR — Found 1/2' Iron Rod L87768 1 —Existing Grade FlP— Found 1/2' Iron Pipe LB7768 a —Blow —off Volvo FPKD— Found P.K. Nail do Disk LB7768 • 1i—Drainage Flow Direction FCM — Found 4'x4' Concrete 10.0—ProDosed Desian Grade Description I Date I Dwn. Ck'd I P.C. I Order No. REVISED AC PAD 1 9/06/17 1 JE I JDL BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVEYOR' S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roods, walks, and other similar items shown hereon were token 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 do 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 informotion shown based on proposed/ supplied plan and/or instructions per client (not field verified) ONLY IM tWX Y) TEOF .mom mes 'q. ORIDA PROFf:> I_ c16 %b LS6915 S„ 8'MAPPER N0. ..........—..... NOT VAUD WM!d0t°9'HE°`SIGNATUREAND THE ORIGINAL LOT AREA CALCULATIONS LOT = 4, 800 SQ.FT. LIVING AREA= 2,121 SQ.FT. GARAGE = 411 SQ.FT. ENTRY = 44 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 88 SQ.FT. A/C PAD = 9 SQ.FT. IMPERVIOUS= 39. 7 X SOD = 2, 890 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1000 SQ.FT. APRON = 114 Sli SIDEWALK = 200 SQ.FT. SOD = 126 SQ.FT. TOTAL AREA AREA 5, 800 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 288 SQ.FT. SOD = 3, 016 SQ.FT. PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone X. DESCRIPTION: PROPOSED LOT 12, 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 GeoPoint Surveying, Inc. Drown: MTP I Checked. JDL I P.C.: Data File:BftvnEadt Pkd Date: 06/ 20/17 Dwg: BrixonEaei Order No.: SEC. 17 — TWN. 20 S. — RNG. 31 E. Field Bk: r-- RECORD COPY PALMER ELECTRIC Starlight Homes 2121 Discovery, Wyndham Place LOAD CALCULATION June 9, 2017 1. HVAC LOADS (NEC 2011- 220.82(Cl(31- (411 ZONE COMPRESSOR SIZE CONNECTED LOAD 1 3.00 TON 540 KVA 2 TON 3 TON 4 TON BUllpjtiC5TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD SANF0R017.00 KVA 0.67 7.67 KVA O Fq2KVA9RTtv1ti 3 KVA 4 KVA 2 J7 7 25KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 13.07 KVA TOTAL LOAD FOR COMPRESOR @ 1001% 5.40 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 10.39 KVA II. GENERAL LOADS OPEC 2011 - 220.82(B101 - (41) LIGHTING 2121 Sq Ft @ 3VA/Sq. Ft 6.36 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) 450 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) 72 RANGE/OVEN (1) 1 12 RANGE/OVEN (2) 12.00 KVA 7.2 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR 1 25 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) 36.86 KVA IST 10 KVA (GENERAL LOADS) @ 1000% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.75 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(B)1 20.75 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.75 KVA TOTAL DEMAND LOAD INEC 2011- 220.82(All 31.13 KVA MINIMUM SERVICE SIZE 129.71 AMPS RECOMMENDED SERVICE SIZE 150 AMPS Typical 150 Amp Electrical Diagram 1:50,Amp 120V / 240V RECORD COPY Y. -a 450mp. Interior Panel 17-2372 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Gro/und Clamp S_.------------- I Concrete Encased Electrode W10 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: 1113079 - MITek USA, Inc. Site Information: 6904 Parke East Blvd. T m FL 336 4115 Customer Info: Starlight Project Name: Lot 12 Wyndham Preserve Model: 2121 i4covery Lot/Block: 12 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: FBC2014lTP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date I No. I Seal# JTruss Name I Date 1 1 T11456062 1 All 6/26/17 118 IT11456079IV5 6/26/17 12 I T11456063 I A2 16/26/17 I I I I I I 13 I T11456064 I A3 16/26/17 I 14 I T11456065 I A4 16/26/17 I I5 I T11456066 I A5 16/26/17 6 T11456067 A6 6/26/17 I7 I T11456068 I A7G 6/26/17 18 1T114560691B1GE 16/26/17 19 I T11456070 162 16/26/17 110 I T11456071 I B3 16/26/17 1 111 I T11456072 I CJ1 16/26/17 112 I T11456073 I CJ3 16/26/17 113 I T11456074 I CJ5 16/26/17 I14 IT11456075I EJ7 16/26/17 15 T11456076 1 ERG 6/26/17 116 I T11456077 I FIR 6/26/17 117 I T11456078 I V3 16/26/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Groveland, FL). Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certificationthattheengineernamedislicensedinthejurisdiction(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 customersfilereferencepurposeonly, 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 verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. 17-2372 f-S 1111111j i 46ENS39380 TE OF i Q N 4'R1 / ON AX S'tX11/1111111111 Thomas A. Albanl PE No.39380 Mrrek USA, Inc. Ft. Cart 6634 6904 Parke East Blvd. Tampa Ft. 33610 Date: June 26,2017 Albani, Thomas 1 of 1 Jobcuss Truss Type tY H T11456062 1113079 AtG Hip Girder t 1 Job Reference(optional) Buide{s First Source GrovetamL FL 34736 , w. v wi ,. &...w .= ....... ,.... . __ . IO:KIlyNX6mvAVukxMbjix9kpz4 RS4-N3CdfLcN7XPCX9XZNxySbH UO PYCpMwzkVFJIGLz2Ps0 F1 0 3.9-14 F 7-0-0 118.9 t63.7 21-00 24.2.2 28.0-0 1-0-0 3.9.14 3.2.2 4.8.9 4{n-13 4.8.9 32.2 3.9.14 1-0-0 Scale = 1.50.1 5x8 20 II 3x6 = 4x6 = 5.00 rl2 4 24 25 5 26 27 28 6 29 30 7 17 1b 31 32 ra 33 14 34 ,0 35 3611 3x8 = 2x4 II 30 = US = 4xt0 MT20HS= 20 If 3x8 = 2x4 II US — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.38 13-15 >877 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ven(TL) -0.68 13-15 >497 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(fL) 0.18 9 IVA We BCDL 10.0 Code FBC20141TP12007 Matrix-M) Weight: 141 lb FT = 00% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc puffins. 4.7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 2=1906/0-3-8, 9=1906/0-3-8 Max Horz 2=78(LC 8) Max Upllit2=-899(LC 8), 9=-899(LC 9) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3911/1813, 34=-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=4.2ps1; BCDL=5.Opsl; h=1511; 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 OOL=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 nonconcurrenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100lb uplift at joint(s) except OWb) 2=899, 9=899. 8) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 213 lb up at 7.0.0, 87 lb down and 122 lb up at 9-0-12, 87 lb down and 122 lb up all 11-0.12. 87 lb down and 121 lb up at 13-0-12, 87 lb down and 121 lb up at 14.1 l •4, 87 lb down and 122 lb up at 16-11-4, and 87 lb down and 122 lb up at 16-11-4, and 173 lb down and 213 lb up at 21.0-0 on top chord, and 307 lb down and 137 lb up at 7-0-0, 65 lb down at 9-0.12, 65 lb down at 11.0.12. 65 lb down at 13-0-12, 65 lb down at 14-11-4, 65 lb down at 16-11-4, and 65 lb down at 18.11-4, and 307lb down and 137lb 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 lace of the truss are noted as front (F) or back (8). Continued on isaae 2 A WARNING - Verify daappn parem wvandREAD NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE MR-7473 rev. 16MMIS BEFORE USEDesignWidlotuseonlywithMllekSconnectimRibdesignIsbasedonlyuponpaaneleashown, and is lot an trWINdKY bidding component, notatrusssystem. Before use, the bidding designer mull vedfy the applicability of design parameters and properly Incorporate this design Into the overallbiddingdesign. Brochu Indicated Is to prevent txicWhg ofIndividual miss web and/otchord members only. Addllonot temporary and permanent b1OGhg WOW b always recitrod fa statAlty and to prevenl collapse wllh possible penortol"andproperlydamage For generalguidance regardingthe fabrlcallom storage. delivery. erection and brochg of musses and trust syslems seeANSIMI I Quality Cillada. OSS-89 and SCSI 9u0dlng Component 6904 Parke East Blvd. safety Information available from Truss Plate hstitale. 218 N. Lee Sleet. Suile 31Z Alexandria. VA 22314 Tampa. FL 33610 Job rLISS Truss Type oty Pry T11456062 1113079 A1G Hip Girder 1 1 Job Reference (optional) Builders First source.. Grcverand. K. 34136 .z .' ID:KI)yNX6mvAVuklrluiblakpz4 RS4-N3C.dlLeN7XPCX9XzNxySbHUDPYCpMwzkVFJiGLz2Ps0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-54, 4-7=-54, 7-10_ 54, 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) Q WARNING - Verify deslpn paramdere andREAD NOTES ON TNIS AND WLUOED MREK REFERANCE PAGE M67473 rev. 1dAMM15 BEFORE USEDesignvoltdforuseonlywithMllek® conneclors. This design is based only upon paramelers shown. and Is lot an Individual Wilding component. notafusssystem. Before use. the trBalng designer must verify the c4olcobllfy of design parameters and properly Incorporate this design Into the overallfoldingdesignBracingindicatedIstopreventbucklingofIndividualma, web and/or chord members only. Additional temporary and permanent txacbV MiTek' is dwoys regrlred forstability and to prevent collapse with possM personal Wiay and property damage. For general gnldonce regarding the labrlcolbn storage. dellvery, erection and bracing of trusses and Irss systems, seeANSUIPI I Quality Criteria. D56-69 and SCSI Building Component 6e04 Parke East Blvd. Safety Information ovalode from lass Plate frsOMe. 2IS N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty fy j1113079A2Hip11 Job Reference (optional) Buddseq First Source.. Groveland. FL. 34736 7.640aApr tv Nis entes mousuies. Inc. man dart co 13cv 49 ca 1. rags , ID:KflyNX6mvAVuk)Mblix9kpz4RS4-rR?shd?urX39J69xfUNSV tVcyad5U9tkv3Jonz2PsC t•1-0-0,F 4•S•14 I 9-0-0 14-0.0 f- 19-0-0 23.2.2 28.0-0 r1-0-0 4.14 4.2.2 51" 5-0-0 4.2.2 4.9-14 1-0-0 3x6 = 4x6 = 3x4 = S 4x6 = 1z - 3x8 = 3x4 = 3xS = Scale = 1:50 1 3x6 = la LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well 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) -0.5510-12 609 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.25 Horz(TL) 0.10 6 n1a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 131 lb FT = Mo LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.11-7 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.5-8 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1090/0.3-8, 8=1090/0.3.8 Max Horz 2=98(LC 14) 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=-1812l707, 4-5=-1647/686, 5-6=-1647/686, 6-7=-1812f707, 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=-275291, 4.12=-114/442, 5-12=-338250, 5.10=-33"250, 6-10= 114/442, 7-10=-275293 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=4.2psl; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O 18; MWFRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent waterponding. 4) This truss has been designed for a 10.0 psi bottom chord live load•noncwncurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.OpsI 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 atjoint(s) except (jt=1b) 2=455, 455. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNWO • Vodfy design ptwmsfers and READ NOTES ON TIUS AND WCWDED INTEK REFERANCE PAOE /1117473 rev. f0 MMIS BEFORE USE Design vdw lot use only Win fAlekO connectors. this design Is based only upon parameters 91own. and Is for an Indt0clud fxWhg component. not a truss system. Before toe, the t)tddng deslgnet must verity the applicability of design paameters and property Incorporate xtk design Into the overcllbuildingdesign. Bracing Incilcoled Isto prevent budding of I ndlvkhxil truss web and/« chordmembers only Additional temporary andpermanent br kv Welk' is always recitdted for stability and to prevent collapse wllh possible personal "and property damage. For general guidance regarding the fabrication. storoge. delivery. erec9an and brockV of Iruses and truss systems seeANSI/1PI I Quality Cdfeda, OS6.89 and SCSI Building Component 6904 Parke East Blvd. Safety IrdormaSon ovdlable from tnm Plate trsilMe. 218 N. Lee Sfreel. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 J fuss ruse Type ty ply T11456064 t113079 A3 Hip 2 t Job Reference(optional) Burldele, First Source., Groveland. FL. 34736 7 64e a Apr 19 20l a Wickck ineuenree, inc. Wo Jun 26 13 cv.av cv „ ea , ID:K(IyNX6mvAVukxMbjixgkpz4RS4-JSJN41 edfglwmThLUM')cgtZdxM?Hawb 1 zZosKEz2PsB 1-0-0 5-9.14 11-0.0 17-0-0 22.2.2 i 28.0-0 29.00, 5-9-14 5.2.2 6-0-0 5.2.2 5-9.14 30 = 2x4 11 US = 20 4x6 = 30 = US = 3x4 = 2x4 11 Scale = 1.50.1 30 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ved(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 rVa rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 136 lb FT = Me LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.11.4 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.10.5 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1090/0.3.8, 7=1090/0-3.8 Max Horz2=118(LC 10) Max Uplilt2=-452(LC 10), 7=-452(LC 11) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-20747785, 3.4=-1630/615, 4-20_ 1464/615, 5.20= 1464/615, 5.6=-1631/616, 6-7= 2074n88 BOT CHORD 2.13=-743/1663, 12-13=-743/1863, 11-12=-466/1463, 10-11— 466/1463, 9-10=-628/1863, 7-9=-628/1863 WEBS 3-12= 459/308, 4-12=-76/364, 5-10=-66/365, 6-10=-459/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=151h Cat. 11; Exp C; End., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for alive 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 beanng plate capable of withstanding 100lb uplift at joint(s) except (jt=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. Q WARNING. Vedry dedgn perarnstonr and READ NOTES ON THIS AND INCLUDED M!!EK REFERANCE CAGE MG7473 rev. 10=10015 BEFORE USEDesignvalidforuseoilyWithIvBlek6eonnectarsRlsdeslgnIsbasedonlyuponFuamelersshown, and is for on Individual buldho component. not ainnssystem. Before use. the brBc4lg designer must verity the opplic-abllry of design parameters and properly Incorpaale this design into the overall txBdingdesignBracingIndicatedIstopreventbutcakngofIndividualtrussweband/or chord members only. Atltllllonal temporary and permanenl tracing M iTek' balwaysrequiredforslotAltyandtopreventcollapsewllhpossUepersonalInjuryandpropertydamageForgeneralgrldonceiegardngthefatrlcatlom storage. delivery. erection and tracing of trusses and Was system& seeANSIMI I Quality Criteria, OSS-09 and SCSI Building Component 6904 Parke East Blvd. safely Information ovWdsle from fruits plate Inslkite, 218 N. Lee Street. Suite 3 1ZAlexandrla. VA 22314. Terrpa. FL 33610 Job Truss Truss Type oty T11456065 1113079 A4 Hip 2 1 Job Reference(optional) Buildees First Source., Groveland. FL 34M 7 640 s Apr 19 2016 MiTek Industries. Inc Mon Jun 26 13.20 51 2017 Page 1 ID:KIIyNX6mvAVuktdulbitx9kpz4RS4-netmHNeGOSnr10dFY24WrDw6pnmL5ZIJABDYPsgz2PsA trig 6.9.14 13-00 15d-0 21.2.2 28-0-0 29-00, 1-0-0 6-9.14 6-2.2 2-0-0 6.2.2 6.9.14 r 4X6 = 4X6 = 20 30 i 13 n ra a 2X4 II 3x4 = 3x4 = 2x4 II 30 3x4 = Scale = 1:50.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.43 BC 0.56 WB 0.59 Matrix-M) DEFL. in (loc) Well Ud Vert(LL) 0.17 11-13 >999 240 Vert(TL) -0.32 9-10 >999 180 Horz(fL) 0.10 7 We rYa PLATES GRIP MT20 244/190 Weight: 133lb FT =0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.10.7 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid calling directly applied or 6-9-5 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1090/0-3.8, 7=1090/0-3.8 Max Harz 2=-137(LC 11) Max Uplifl2=-449(LC 10), 7=-449(LC 11) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2030759, 3.4-1453/540, 4-20-1284/538, 5-20=-1284/538, 5.6- 14531539, 6-7=-20347761 BOT CHORD 2.13=-728/1820, 12-13=-728/1620, 11-12=-728/1820, 10-11- 352/1284, 9-10- 593/1620, 7-9=-593/1820 WEBS 3-13--W53, 3-11-645/414, 4.11=-103/336, 5-10=-103/336, 6.10=-645/416, 6-9-0r253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VulI=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpt=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Ops1 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=449, 7=449. 7) 'Semi -rigid pitchbreaks including heels' Member end Maly model was used in the analysis and design of this truss. Q WARNING • Verily design paramefere and READ NOTES ON TNS AND INCLUDED WTEK REFERANCE PAGE 1101.7473 rev. 14103/2015 BEFORE USEDesignvalldforuseorgywithMllek®conrwclors. Ihbdesign bbased oNy upon parameters grown. andis for an RndluWtfU tuuldksg component. rat a Ines sy ilem. Before tag. the building designer must verify the opplk:atAlly of design parameters and properly Incorporate Ilsb design Into the overall buildingdesign. Bracing Indicated is to prevent buucamg of lydMdud truss web and/or chord members orgy. Additional lempofary and permanenl bracing M iTek' IsalwaysrectultedforstabilityandtopreventcollapsewithpossUepersonal "aid property damage. For Gerard guidance regarding the la xicolain. storage, delivery. erection and bracing of Inures and Inns systems, seeANSVMI Quality Crileub. 055.69 and SCSI Building Component 6904 Parke East Blvd Safety Information available Rom frtm Plate Institute. 218 N. Lee Street. Su lle 312. Alexandria VA 22314. Tempe. FL 33610 Job Truss truss type Gly Ply T11456066 1113079 A5 Common 6 1 Job Reference(optional) auxdare Fast source.. WOverarta. FL. 3413e • •w' ivcu,o • v; ID:KfjyN X6mvAVulaMbjix9kpz4RS4-netmHNeGOSnriOdFY24 WrDw6ogmHPZN2ABOYPsg72 PsA 1.0-0 73.14 14.0-0 20.6.2 28-0-0 29-00, r 1-0-0 73.14 I 6-8-2 6-8.2 7.3.14 1-0-0n 4x6 = 5.00 52 Scale = 149.3 30 = 3x4 = 30 = 3x6 _ 3x6 = LOADING last) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.50 BC 079 WS 0.29 Matrix-M) OEFL. in Qoc) Well Ud Vert(LL) -0.25 10.12 >999 240 Vert(fL) -0.50 10-12 >675 180 HOrz(TL) 0.08 8 n/a rVa PLATES GRIP MT20 244/190 Weight: 122 lb FT = 01. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.9-12 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.9.12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0.3-8, 8=1090/0.3.8 Max Horz2=147(LC 14) Max Uplifl2=-448(LC 10), 8=-448(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-19677764, 3.4=-1737/669. 4-5=-1661/689, 5-6=-1661/690, 6-7=-1737/670, 7-8=-1967f765 BOT CHORD 2-12=-738/1755, 11-12=-340/1176, 11-19=-340/1176, 19-20=-340/1176, IG-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; VUII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=5.Ops1; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Intenor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0ps1 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 = I0.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=448, 8=448. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. I& WARNING - V." doWsr paramet. and READ NOTES ON THIS AND INCLUDED AR EK REFERANCE PAGE A07473 rev. I403Q01S BEFORE USE. Design vdld for use orgy wIh MneW connectom Iltlsdeslgl Itbased orgy upon rNamelers shown. and Is for an kidIvkExA rwldln0 component. not a hues system. Before toe. the LK*dng dedgner mull verity the applicc"lly ofdesign parameters and property Incorporate Ihb design Into the overall building design. Broci ng Indicated Is to prevent bucldhg of Individual Imps web aril/or chord members orgy. Addlloral temporary and permanent bracI ng WOWIsalwaysrequired (of stability and to pfevenl collapse vAth possible personof Oytay and property damage. For general guidance regarding he fabrlcatlm storage. delivery. erection midbrocksgof trussesand Irissyslems seeANSI/rPll Quality Crilorlo, 056-09 and SCSI Plus" Component 6904 Parke East Blvd ' Safety Information available from truss Plate frutllule. 216 N. lee Sheet. Suite 312. Alexandria VA22314. Tampa. FL 33610 Jobruss Truss Type oty ply T11456067 1113079 A6 Roof Special 1 1 Job Reference (optional) etusaeraruasource. • arwemrro. r. s+roo...,....r....._.............___..._-...._..._.' --" -- '--- -- --'. ID:KflyNX6mvAVukxMbjmglWz4RS4-GgR8VjfuBmveOngkcn1417lsW9eWIo3KOtHZP6z_o_.2Ps9 1-0-0 55.14 1-0-0 10d-0 W:2 19.0-0 3222 I 26-0-0 21.05-5.14 4.101-4-0 d-1.9-14 7dub = 5x6 = 5x8 = Scale = 151.0 3x4 i x4 3= sire = 30 = 3x4 = 3x6 = LOADING ( psf) SPACING- 2-0-0 CST. DEFL. In loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94Vert(LL) 0.15 10.12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(IL) -0.33 10.19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.43Horz(TL) 0.09 8 rVa n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 136 lb FT = 01,16LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.7.3 oc bracing. WEBS 20 SP No.3 REACTIONS. ( lb/size) 2=1089/0-3.8, 8=1091/0.3-8 Max Horz 2=-111(LC 15) Max Uplifl2=-406(LC 10), 8=-489(LC 11) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2081/729, 3-4= 2003/763, 4-5=-2041/903, 5.6=-1823/775, 6.7=-1608/787, 7- 8=-20561954 BOT CHORD 2-13=-655/1871, 12-13=-409/1497, 11-12=-551/1643, 10-11- 551/1643, 8-10= 791/1652 WEBS 3-13=-248/264, 4-13=-268/466, 4-12=-56311133, 5-12=-1036692, 6-10=-21/348, 7-10- 246/262 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 Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 20.0psl 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 at=Ib) 2=406, 8=469. 7) 'Semi - rigid plichbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily design parameters and REAO NOTES ON THIS AND iNcLUOEO MITEK REFERANCE PAGE MIF7473 rev. fGAIUMVr6 BEFORE USE Design valld for useonlyvAmMllek® con nectors. tile design s based "upon pararmeters shown, and is fa an Y1tlMdtalbuldling component. not a Innssystem. Before use. The building designer must verity the applicabWy of design parameters and properly Incorporate 9%design Into The overall building design. Bracing mckaledIstopreventbucMkngofindlvldualInrssweband/or chord members only. Additional Temporary and permanent bracing WOW Is always required farstabilityandtopreventcollapsevAlhpossiblepersonal "aid propertydamage. For general guidance regardkng the fabrkallon. slaage. delivery, erection and braiding of trusses and fans systems seeANSVIPI I Quality Criteria, 0511-89 and SCSI Building Component 6004 Parke East Blvd. Safety Information available from Truss plate Ins1IMe. 218 N Lee Street. SrIDe 312. Alexandria. VA 22314. Tampa. FL 33610 russ ype bPly T11456068rrlcss1113079A7GRoofSpecialGirder11 Job Reference (optional) r..., nc . on•co m s v.,,,. Buddere.Frsl SOWce.. Graverand. FL. 34 r36 , .,-v a..p... .....,........ ..._. ID:KfIyNX6mvAVukxMbjrx9kpz4RS4-kl?Wi3gWy41 VdwPwAVYJILB4PZyF 1 grrlXl WxZz2Ps8 SS l4 i 10-4-0 13-0-0 17.4-0 21-0-0 24.2.2 28-0-0 29-0-0 1-0 0 5.5-14 4.10-2 3 4-0 3-8-0 3 0 3.2.2 3-9 14 1-0-0 Scale = 1:51 0 4x6 = DIT 0 3x8 — 2x4 II 5X5 = 6x8 = 21*4 II 3x8 = 1002 = 2x4 II 5X8 LOADING (psi) SPACING- 2-" CSI. DEFL. in Qoc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.35 13-14 >949 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(fL) -0.65 13-14 >519 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.79 HOrz(TL) 0.14 9 We We BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 165 lb FT = 09e LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0.8 oc purlins. BOT CHORD 2x6 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. 9-15: 2x6 SP M 26 WEBS 1 Row at midpl 5-16 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=156510.3-6.9=2478/0-3.8 Max Harz 2=-111(LC 9) Max Upldt2=-631(LC 8), 9=-1132(LC 9) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3517/1351, 3.4— 3041/1279, 4-5=-300611265, 5.6=-5200/2343, 6.7=-5200/2343, 7-8=-569312579, 8-9=-5869/2640 BOT CHORD 2-17-1264/3219, 16-17=-1264/3219, 15-16=-1889/4732, 14-15-1889/4732, 13.14=-1887/4734. 12-13-2277/5335, 11-12-2360/5396, 9-11-2360/5396 WEBS 3-16-520/344, 4-16=-837/2060, 5-16=-2609/1240, 5-13=449/712, 7-13-5031598. 7-12= 903/2067 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=4.2ps1; BCDL=S.Opsf; h=1511; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 2-0-0wide 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 joinl(s) except QI=1b) 2=631. 9=1132. 7)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 91 lb up at 21.0-0 on top chord, and 1558 lb down and 714 lb up at 20.9-8, and 266 lb down and 144 lb up at 21.0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1.4=-54, 4-5=-54, 5-7=-54, 7-10=-54, 2-9=-20 Continued on DaQe 2 V WARNING. varl/y deatyn paramarera andREAD NOTES ON THIS AND INCLUDED NREK REFERANCE CAGE N1167473 rev. 110011111410115 BEFORE USE. Design valki for use only vAm Milek® connectim IMdesign bblared only upon paameters shown, and Is for an tndlvkAKl txsldklg component notatanssystem. Before use. the txDc9ng designer mural verity the apxslIcatAlly of design parameters and property incorporate this design Into the overall txddng design. Bracing Indicated Is to prevent buckling of Indk4dual buss web and/or chord members orgy. Additional temporary and permanent txackng MOWIs. always required for 5ktAty and to prevent collapse with possItxe personal k4rry and property damage. For general guidance regarding the IcbrlcafkrL storage. delivery. erection and bracing of trusses and Inns system; seeANSM I Quality Crlledo. OSS-69 and SCSI BuBdkrg Component 6904 Parks East Blvd. Safety Information available ham truss; Plate Institute. 218 N. lee Street. Sidle 312, Nexandda, VA 22314. Tampa, FL 33610 Job ruse Truss Type Qty Fly T1t4560fi8 1113070 A7G Roof Special Girder 1 1 Job Reference(optional) tsuuaers,t'rrst source.. urwemna. M. aor.w LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7— 39(8) 12=-1625(B) 10:KflyNX6mvAVulaMbjixgkpz4RS4-k 1?Wr3gWy41 VdwPwAVYJILB4PZyF 19fTIX iWxZz2Ps8 WARNP/G - Vert/y design paramefera and READ NOTES ON TM AND INCLUDED M//EK REFERANCE PAGE MR-7473 rev. IaWMIS BEFORE USE OesIgn vrlld for use only, wllh tAlTekS connectors. This desl®t Is based orgy upon parameters shown. and Is lot an hdtvldual WIdIng component. sal a Inns system. Before use. The lxgdlng deslppner must verity the appticcawaa tyofdesignpmetersand properly Incorporate Ods design Into the overall txedhsg design. Bracing Irxllcaled Is toprevenl bucaIng of Indlvtdualtruss web and/or chord members only. Additional lemporay and permanenttxocN MOW Is always requdred far sk"lly, andto prevent coups wllh g3os5Ue personal tnpay and rxopedy damage. For general guidance regarding The labrlcatkxt storage, dellvery. erecllon and tvachng of trusses and Truss systems, weANSVTPI I Quality Cdleft, 058-69 and SCSI Building Component 6904 Parke Eris Blvd Salety Information ovatcdlle from Truss Plate Islllule. 218 N. Lee Street. Sidle 312. Alexandria VA 22314. Tampa. Ft. 33610 Job Truss russ ype ryply Tt1456069 111307e BIGE Common Supported Gable I 1 Job Reference(optional) Buddees First Source. , Groveland. FL. 34736 7.640sApr 19 2016 MrTek Industries. Inc. Mon Jun 26 13 20 54 2017 Page I 10:KIjyNX6mvAVulaMbjkgkpz4RS4-COZuvPtt6lN9MF4 7lC3YrYkObzUlmoketBm4T7z2Ps7 1.0.0 104-0 20.8-0 n 1-0-0 10-4-0 10-4-0 Scale = 1.37.2 4x6 = 3 a 3x4 — 23 2221 20 19 18 17 16 15 14 3x4 — 3x4 = 20.6-0 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.08 Vert(LL) -0.00 12 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 12 n/r 90 BCLL 0.0 ' Rep Stress Incr YES W B 0.04 Horz(TL) 0.00 12 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 98lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-8-0. Ib) - Max Harz 2— 111(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 19, 20, 22, 23, 17, 16, 15, 14, 12 Max Grav All reactions 250 lb or less al Joint(s) 2, 18, 19, 20, 22. 23, 17, 16. 15, 14. 12 FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCOL=5.Opsf, h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Intedor(i) 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 gdp DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 19, 20. 22. 23, 17, 16,15,14,12. 10)'Semi-rigid pitchbreaks including heels' Member end fixity, model was used In the analysis and design of this truss. WARNP/O • Vedl ydedgn pnamerers and REAO NOTES ON T70S AND /NCLUOEO WEK REFERANCE CAGE NLL7473 rov. I0WWIS BEFORE USE. Oosign valid for use only with tAlek® conneclors. nibdesign Is based orly upon parameters shown. and Is for an IndhAdtrd building component, nol a Inns system Before use. the building designer must verify the applicability ofdesign parameters and properly Incorporate this design Into the over, Bracing Indicated Is to budding Individual trussweb and/orchord members only. Additional temporary andpermarenltraCkV WOWbuildingdesignpreventof b always regtlred for slat -Ally and to prevent collapse wllh posstbte personal"and property damage For general guidance regarding One 6904 Parke East Blvdfabrkatkxn. storage. delivery. erection and txocktg of Inrsses and Innssystem& seeANSVFPII CuoUly, Criteria, 058-09 and BCSI BuildingComponent Tar FL 33610SalaryINarmatianavailablefromfrussPlateInstlMe. 218 N. Lee Street. Slate 312. Alexandrla. VA 22314 pa, Job Truss cuss ype ty T14456070 1113079 82 Common 4 1 Job Reference (optional) Burlders,Fl,et source., GrOYeiand. FL. 34135 • v.v v w,,v cv.v,.,,,.,._,wa...w. ....._... . 10:K(IyNX6mvAVu$mMbjix9kpz4RS4-CDZUVPh81N9MF4_7lCii;Vk ZzNSmmjctBm4T')z2Ps7 10 0 5.5.14 10-4-0 15.2.2 20•8-0 , 21 8 0 , r 1 5.5.14 4.10.2 4-10.2 55.14 1.0-0 Scale = 1:37 2 06 = Ig 3x4 = 3x4 = 3x4 = 3xd = 30 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCOL 10.0 SPACING- 2-0-0 Plate Grip OOL 1.25 Lumber DOL 1.25 Rep Stresslncr YES Code FBC2014/TPI2007 CSI. TC 0.27 BC 0.45 WB 0.17 Matrix-M) DEFL. in Vert(LL) 0.07 Vert(TL) -0.17 Horz(fL) 0.04 roc) Well Ud 8-10 >999 240 8-10 >999 180 6 rVa n/a PLATES GRIP MT20 244/190 Weight: 91 lb FT = 09% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9.14 oc puriins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 8-1.10 oc bracing WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=819/0-3.8, 6=819/0-3-8 Max Horz 2=-111(LC 11) Max Uplift2=-341(LC 10), 6= 341(LC 11) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1419/551, 34=-1256/499, 4-5=-1256/500, 5-6=-1419/552 BOT CHORD 2.10= 527/1265, 9-10= 245/859, 8.9= 245/859, 6-8= 417/1265 WEBS 4.8=-196/434, 5-8=-271/277, 4-10=-195/434, 3.10=-271/276 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; BCOL=5.Opsl; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=341, 6=341. 6) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. WARNWO. Verily design paranWars and READ NOTES ON THIS AND BICLUDED MREK REFERANCE PAGE M&7473 rn: tGOMMf5 BEFORE USE 003 Wl valid lag use only vAth pA ek® conneclors. this desIW15 based only upon parameters shown. and Is log an Wtvkk1al FAlldbV component. notaIntosystem. Before use. the building designer must verity the a lcc bllly of design parameters andproperly incorporate thisdesign into the overalltxBc&V design. Bracing indicated Is to prevent buckling of individual trussweb and/or chord members only. Additional lemporay and permanent brocing WOW5alwaysrequiredlotstabilityandtopreventcollapsewllhpossiblepersonallyrayandpropertydamage. Fa general guidance regarding the storage, delivery, erection and Ixaci ng of trusses and Inns systems. seeANSVMI I Quality Criteria. OSS-09 and SCSI Building Component 6904 Parke East Blvd.labricollm Safety Information available from truss Role Institute. 21a N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job russ Truss Type ty T11456071 1113079 83 Common 4 1 Job Reference(optional) Buddees Fast Source.. Groveland. FL. 347M r.oau s Apr rs 20io eurex mausnres. W. mun aun co ru cv as cv1. Ve . ID:KfjyNX6mvAVukxMbjrxgkpz4RS4-gP7G71hmUhHDtEZJHvanNmHW GNjfVDym6rW (PRz2Ps6 1-0-0 5.5.14 10-4-0 15.2.2 20-0-0 1-0-0 5.5-14 4.10.2 4.10.2 5.5.14 3x4 = 7-ld Scale = 1:35.6 4x6 = 30 = 3x4 = 3x4 = ,sx4 — LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 CSI. TIC 0.27 BC 0.45 W B 0.17 Malnx-M) DEFL. in Ved(LL) 0.07 Vert(TL) -0.17 Horz(fL) 0.04 loc) Well Ud 7-9 >999 240 7-9 >999 180 6 rVa rVa PLATES GRIP MT20 244/190 Weight: 89 lb FT = 00% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 Os, pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8.0.12 oc bracing WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=764/0-3-8, 2=819/0.3-8 Max Horz 2=120(LC 14) Max Uplift6=-302(LC 11), 2=-341(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1420/551, 3-4=-1258/499, 4-5=-1261/502, 5-6=-1423/554 BOT CHORD 2-9-537/1267, 8.9=-255/861, 7-8-255/861, 6-7— 439/1270 WEBS 4-7=-198/437, 5-7=-2731278, 4-9=-195/434, 3-9=-272/276 NOTES- 1) Unbalanced root 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=158; Cat. II; Exp C; End., GCp1=0.18; MW FRS (envelope) automatic zone and C-C Interlor(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 psi bottom chord live load nonconcurrent with anyother live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 6=302, 2=341. 6) 'Semi -rigid pttchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING. VwW destpn pm meter, and READ NOTES ON "ANDINCLUDED AVIEK REFERANCE PAGE110}7477rev. 1493MIS BEFOREUSE Design vdld lot use only wllh Mlleke connectors. Rtsdesign Isbasedonly upon pwramelers Yawn. and B Ia on trK11ukAM tanking component, not a truss system. Before use. the bullcling designer must verify the applllcc*Alty of design parameters and property Incorporate this design Into the overdlbuildingdesignaactngir-Ocated Is to prevent tascMklg ofIndWL d trussweb and/or chard members only. Addlloncl temporary and permanent brockV WOWIsalwaysregaledforstabilityandtopreventcollapsewllhpossiblepersonalBuryandpropertydamage. For general gnldance regarding the klbrlcatlon, storage, delivery. erection and broci ng of trusses cord truss systems, se0ANSI/fPII Quality Crilala, OSS-69 and BCSI Bu9dtrng Component 6904 Parke East Blvd Safety Information available from Truss Role Instllute. 218 N Lee Street, Sllle 312. Alexondrio, VA22314. Terrpa, FL 33610 Job rues I ruse Iype Uty Pry T11456072 1113070 CJ1 Jack -Open 6 1 Job Reference(optional) Buddees,Fusi Source. • Gmvatand. FL 3e "0 w• • G.• • -• _ . ID:KflyNX6mvAVukxMbllxglpz4RS4-gP7G71hmUhHDtEZJHvanNmHZINgYVFYm6rW d7Rz2Ps6 1-0-0 1-0-0 1-0-0 140 Scale = 1:6.6 20 = i 1-0-0 . r 1-0.0 - LOADING (psf) SPACING- 2.0-0 CSI. OEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Veil(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Verl(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 rVa We BCDL 10.0 Code FBC2014frPI2007 Maldx-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 3=10/Mechar ical, 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=10(LC 1), 2=113(LC 1), 4=12(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intenor(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 psi 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-" wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. Q WARNING - Vally design pen mefars and REAO NOTES ON THISAND INCLUDED WTEK REFERANCE PAGE MO.7473 raw. IOID3R015 BEFORE USE. Design valid for use only vAa1 MlTek9 connector& ltes design b based orgy upon parameters shown. and Is lot an IndNkAKd building component. notoIrtassystem. Before lee. theIxildrq designer must verity the applicability of deslgl parameters and property Incorporate It1bdesign tnlo the overallbrldtrlgdesign. Brochg Indcated It to prevent buckling of individual hues web and/or chord members orgy. Additional temporary aid pemxmnl bwcN M iTe k' Is always regtlred for stability and to prevent collapse wllh possible personal tMay and property damage. For general guidance regordhlg thefabrication. storage. delivery. erection and brocing of Irla3es and Inns systems. seeANSUllill Quality Cdleda, 036-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Rate Irulllute. 218 N. Lee Street. Srlle 312, Alexandria. VA 22314. Tempe, Fl. 33610 Job Truss Truss Type aty Pry T11456073 1113070 CJ3 Jack -Open 6 t Job Reference Donal Budderc First Source., Groveland. FL. 34736 r.e+u s Apr nv zuro Mures industries. me Wn Jun 26 r3.20Ae 20 age ID:KIryNX6mvAVukxMbllx9kpz4RS4-6chIK4lOE?P4UOSVrd6Owzpk2nA6EiovL FAYuz2P55 1-0-0 3.0-0 10-0 3.0.0 2x4 = LOADING (psQ SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 7.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matdx-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib(size) 3=59/Mechanical, 2=184/0-3-8, 4=29/Mechanical Max Horz 2=86(LC 10) Max Uplift3=-56(LC 10), 2=-89(LC 10) Max Grav3=59(LC 1), 2=184(LC 1), 4=45(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scala = 1.10.9 DEFL. In (loc) Well Ud PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(TL) -0.01 4-7 >999 180 Horz(TL) 0.00 2 Na n/a Weight: 11 lb FT =0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. 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 Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 vide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. WARNNG • Verify dadyn paranrefers andREAD NOTES ON THIS AND INCLUDEO MREK REFERANCE PAGEMD-7473 rev. 11114=15 BEFORE USE DWW will for use only Win IWlek® conneclors. INs deslW is based only upon parameters Sawn. and Is for an individual buldlrng component notaRusssystem. Before toe, the TxBdng designer must verity the applicaulily, of design parameters and propedy Incorporate it* design Into the overall ding design. BracingIncatedbtoprevent of Individual Two web and/or chord members only. AddlWKd Temporary and permanent bracRugbuildingbuckling WOWIsalwaysrequiredforstabilityandtopreventcollapsewllhpossiblepersonaltnpayandproperlydamage. For general guidance regarding the fabllcatbnn storage, delivery. erection and bracing of trusses and Inuss systems. seeANSIfFPl1 Quality Criteria, 056.69and SCSI Building Component 6904 Parke East Blvd. Sudety Inlommflon available from arum Plate Rulltute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Truss ruse Type H T11456070Pp1113079CJSJack -Open 6 1 Job Reference (optional) Budder;Firs) Source.- Groveknd. FL. 30736 ID:KflyNX6mvAVuklAAblix9kpz4RS4-6chIK4rOEIP4UO8Vrd60wzpirWOrE.;vLVFAYuz2Ps5 1-0-0 5-0-0 1. o S." 2xa = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCOL 7.0 Lumber OOL 1.25 BC 0.17 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 BCOL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=100/Mechanical, 2=274/0-3.8, 4=45IMechanical Max Horz 2= 131 (LC 10) Max Uplifl3=-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 (lb) or less except when shown. Scala = 1.15.1 OEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.02 4-7 >999 240 MT20 244/190 Vert(TL) -0.04 4-7 >999 180 Horz(fL) 0.00 2 n/a Na 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; BCOL=5.Ops1; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 psi 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 lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to Inks connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3 except (jtdb) 2=125. 6) 'Semi -rigid pitchbreaks including heels' Member end liixily model was used In the analysis and design of this truss. WARNING- ve" dearpn parametem and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE UP-7473 rev. 100=15BEFORE USE. Design valld log use only with fW Iek8 conneclors. Reis design Is based only upon parameters stawn, and Is for on idMdred bolding component, nototrusssystem. Before use. the building designer must verify One applIcciAlly of design paamelers and properly Incorpouate 81k design Into the overall building design. Bracing Indicated Is to prevent buckling of IndMidud truss web and/or chard members only. Addlllor" temporary and permanent txadng Welk' is always gerstlred fa slatAlhand toprevent collapse wllhposUe personal"aidpropertydamage. For general guldc nce tegardkp the IaW lcallon storoge, delivery, erection and bracing of musses and Irus systems, seeANSIMI I Qualify Criteria, 038-89 and BCSI Building Component 6904 Parke East Blvd safety Wormation avdkiple from truss Plate tralltute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tamps, FL 33610 russ ruse ype ty plyTt1456075r113079EJ7Jack -Open a 1 Job Reference o Uonal Buddere,Firsl Source, Gravelond. FL 34735 r 9.0s Apr •a cv r9 Mr. k ,navan•w. W.C. MQA OUR 4V •+ &V age • ID:KIjyNX6mvAVulaMbjux9kpz4RS4-coE 1YOIO?IXw6YIhPKdFSBMpoARez913a97k4Kz2Ps4 1-0-0 7.0-0 30 = 7.0-0 r 7." LOADING (psi) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 7.0 Lumber DOL 1.25 BC 0.36 8CLL 0.0 ' Rep Stress Incr YES WS 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=141/Mechanical, 2=36610-3-8, 4=61/Mechanical Max Horz2=170(LC 10) Max Uplilt3=-123(LC 10), 2=-164(LC 10) Max Grav3=141(LC 1), 2=366(LC 1), 4=105(LC 3) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. scale = 1:19.1 DEFL. in (loc) Well Ud PLATES GRIP Ved(LL) -0.06 4.7 >999 240 MT20 2441190 Veri( I-) -0.16 4-7 >537 180 Horz(TL) 0.01 2 n/a n/a Weight: 23 lb FT = 04b BRACING - TOP CHORD Structural wood sheathing directly applied or 5.9.2 oc purilns. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUI1=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsl; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load o1 20.Opsl on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 3=123, 2=164. 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE 60F7473 r9V. 10V=015 BEFORE USE Design vclkl lot use only with Mllek® conneclots. IMs design b based orgy union pxcimeters grown. and Is lot an Individual building component, not a truss system. Before use, The bxildknp designer must verify The appUcablity, of design parameters and lxopedy Ircorporale Mb design Into The overall building design. Bracing kidicaled is to prevent buckti g of Indlvidtrd Truss web and/or chord members only. Additional lempotary and petmanenl Tracing WOWIsdwaysregAredlastabilityandtopreventcollapseWinpossiblepersonalburyandproperly, dannoge For general g kk nce regarding Ih0 storage.us /IPdelivery. erection and brodrig of trusses and truss systems, seeANSII I Quality CrIteda, 038-09 and SCSI Building Component 6904 Parke East Blvd.fabtk:ollm Safety Information avdlc"e from Truss Plate Institute. 218 N Lee Street. Sudle 312. Alexandtla. VA 22314. Tampa. FL 33610 , Job I ruse Truss Type oty Ply T11456076 1113070 EJ7G Jack -Open Girder 1 2 Job Reference(optional) uunaers,resrsource.. arwerena.r a+rao ,.. __...._._ ...___...__....-• ---'--_"--'-'--'-- --.. . - I0:KfjyNX6mvAVukxMbjrx9kpz4RS4-coE 1YOIO?IXw6YIhPKdFSBMpHAPmz9t3a9?k4Kz2Ps4 3-8.2 7-0-0 3.8.2 3.3-14 2x4 II 20 11 Scale = 1:21.5 7-0-0 Plate Offsets (),Y)-- 11.0.3-1 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.15 3-5 >539 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.28 3-5 >298 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 HOrz(fL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 63lb FT =09b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or /0-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib size) 1=1163/0.3-8, 3=1579/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-473(LC 8), 3=-694(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together with 1Od (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psl; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jl=lb) 1=473, 3=694. 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) 744 lb down and 322 lb up at 2.0-12, and 744 lb down and 322 lb up at 4-0-12, and 746 lb down and 320 lb up at 6.0.12 on bottom chord. The design/seleclion of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.2= 54, 1-3=-20 Concentrated Loads (lb) Vert: 7=-744(F) 8=-744(F) 9=-746(F) O WARNLNG - Vwq deagn parameters andREAD NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MU-7473 rev. 140MIMIS BEFORE USE Design valkl for use only calm MriekO conneclors This design Is based only upon parameters stx vn. and b tot an IrKOvlUxi building component. not a Mrzs system. Before use. The txBdr,g designer must verity The C"AlcotAlty or deslon paameters and property incorporate this design Into the overalltradingdesign. Bracing Indicated Is to prevent buakffiV of individual Muss web and/or chord members only. Addlimnal temporary and permanent brockV WOWbalwaysrequiredforslat -Ally and to prevent collapse wllh possible personal b,luy and Ixoperty damage. For general guidance regadbug thetabrfcaliomstorage, delivery, erection and bracing of lasses and tress systems. seeMSIMI I Quality Criteria. 035-49 and BC51 Bu9ding Component 6904 Parke East Blvd. Safety Information available from Truss Rate fralllule. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Type joty Ply T11456on 1113079 HJ7 Oregonal Hp Girder 3 1 Job Reference Zonal auaders Misr bource., Uroverana. M.:wrao • w• .• •-.-......- •••--. ..-. _- --•-- -- --.. -_- ID:KIpyNX6mvAVukxMb)rx9kpz4RS4-4 oPlmkfmctnkifuf28U?OvOZammiYmCopkHcmz2Ps3 1.5.0 I 5.2.9 } 9.10-1 1.5-0 5.2.9 4.7-0 Scale = 1:21.8 2x1 = cw. 5-2-9 4.7.8 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Ven(TL) 0.09 6-7 999 180 BCLL • 0.0 ' Rep Stress Incr NO WB 0.29 HOrz(TL) 0.01 5 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Maldx-M) Weight: 41 lb FT = 0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/sfze) 4=115/Mechanical, 2=481/0.4-9, 5=2951mechanical Max Horz2=180(LC 4) Max Uplift4=-94(LC 4), 2-267(LC 4), 5-116(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing. FORCES. (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=-3997721, 7.16=-3997721, 7-17-3997721, 6.17=-399l721 WEBS 3- 7=0/253, 3-6=-768/425 NOTES- 1) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cal. 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 gnp 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 at --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 devices) 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 lb down and 103 lb 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 downand 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 desigri/ 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( pit) Ven: 1. 4=-54, 5-8=-20 Concentrated Loads ( lb) Van: 13- 48(F- 24, B=-24) 15=3(F=1, 8=1) 16=-12(F=-6, B=-6) 17- 34(F=-17, 8- 17) Q WARNING. Vwq deQpn paramefers and READ NOTES ON THIS AND INCLUDED MINK REFERANCE PAGE A10.7473 rev. (6110MIS BEFORE USE Design validforuseonlywithMlielk® connectors. IM design b tx wd only upon IxNarnelers slwwn, and Is for an Individual bolding component, not a truss system Before use. one building designer must verity, one apolcabllty of design parameters and pxopedy incorporale 0* design tnlo the overall bolding design. Bracing indicated Is to prevent buddingof Individual mussweb and/or chord membersorgy. Additional temporary and permanent tracing WOW Is dwaysrequiredforstabilityandtopreventcollapsewllhpossUlepersonalk* fy and property damage. For general guidance regarding tine klwatkrn. storage, delivery, erection and bracing of trusses and Inns systems. seeANSVFPt I Quality Criterlo, 058-09 and BCSI Butidtrry Component 6904 Parke East Blvd Safety Information ovalic"a Ian limns Plate Institute. 218 N. Lee Slreel. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job rusts ntss I ype ' ty ply T11456078 1113079 V3 Valley t 1 Job Reference (optional) 7 PBuddeleFirstSource. Groveland. FL. 34736 7 640 s Apr 19 2016 MrTek Industries. Inc Mon Jun 26 13 20.58 201 aye 1 I0: KflyNx6mvAVukxMbjix9kpz4RS4-4_oPlmkfmcfnkiluy28U?Ov4lasbicHCopkHcmz2Ps3 3.1.8 r 3.1-8 Scale= 1:9.4 Yq6 20 2tr4 II LOADING (psp SPACING- 2-0.0 CSI. DEFL. In (loc) Vdefl Ud TCLL 20.0 Plate Grip OOL 1.25 TC 0.07 Vert(LL) rVa n/a 999 TCOL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) rVa - We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 rVa rVa BCOL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORO BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=82/3.0-14, 3=82/3.0.14 Max Horz 1=55(LC 9) Max Uplifil=-34(LC 10), 3=-45(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0%. Structural wood sheathing directly applied or 3-1-8 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(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 gdp OOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 3. 6) 'Semi -rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. WARNING. Vadly do09nparameters and READNOTES ON THISANDINCLUDED WTEK REFERANCE PAGEA1111-74TJ mv. IG03MIS BEFORE USE Design V ild for use only with Mllek®connectors. IKsdesign is based only upOrh Waders shown. and is for an IntlIvidual hAdkng component. notatrusssystem. Before use. the building designer must verity the cppllcctAlly, of design Wameters andproperly Incorporate thisdesign Into the overallbuildingdesign. Bracing indicated Is to Prevent buckling of kdlvldual trussweb ad/or chord members only. Additional temporary and permanent bxo'.khg WOWIsalwaysteculsedlotstabilityandtopreventcoilpsewithPossiblepersonalIrnkayandPropertydornageFageneldgudtlancelegardngthestorage. delivery. erection and txackV ofInes cad trusssystem; soeANSIMI I Quality Criteria, 0S6-89 and BCSI BuIW4ng Component 6904 Parke East Blvd Safety Information avalla le from tress Plate Instltule. 218 N. Lee Street. Sudle 312. Alexandria. VA 2231 d. Tampa. FL 33610 Job Truss Truss Type - ty ply T11456079 1113079 v5 valley 1 f Job Reference (optional) Builders First Source„ Groveland. FL. 34735 r.640 a npr is cv.s mu es msusmes..m:. ii.. 4— cv 15 cv au cv.. avu . ID:KffyNX6mvAVukxMblixgkpz4RS4-YAMnz6lHXwneLrt4WIflYcRC5_gHR3XL1 TUr8Cz2Ps2 5.1-8 r 5.1.8 Y40 20 II 2x4 i 20 II LOADING (ps, SPACING- 2.0.0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) We n/a 9" TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) We n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=156/5-0-14, 3=156/5-0-14 Max Horz 1=103(LC 7) Max Upliltl=-66(LC 10), 3=-86(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.5 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 00% Structural wood sheathing directly applied or 5.1-6 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2ps1; BCDL=5.0psl; h=15ft, Cat. II; Exp C; Encl, GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) 'Semi -rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. WARNING - Verily dedpn psramelars and READ NOTES ON FM AND INCLUDED AVTEK REFERANCE PAGE NO.7473 rev. 1MMIS BEFORE USE vakl lot use only wtm MllekS connectors Thisdesign sbased only upon parameters shown, and Is lot an Individual building component. not OFaMusssystem. Before use. the building designer must verity, the applkrclWlry of design parameters and property Incorporate Mb design Into the overall building design. Bracing Indicated Is to pievenl budding of IndMdual truss web and/or chord members only Add ilbnal temporary and permanent tracing Welk' Is always required got stability and to prevent collapse with possible personal "and property, damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and huss syslems. seeANSVWI I Cua9ry, Criteria. OSS-49 and SCSI Building Component 6904 Parke East Blvd Safety IMamaSon ovatabte from truss Nate Institute. 218 N. lee street. Sulle 312. Alexadrb, VA 22314. Tampa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0' 1/1 dr For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in 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 Ono (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. Numbering System 6-4-8 dimensions shown In ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS 0 c O U a O 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 NUMBERSAETTERS. 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. 2012 MiTek® All Rights Reserved M1I MiTek° MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury . 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, Individual lateral broces 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 wore at joint locations ore 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%of time of fabrication. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated. or green lumber. 10. Comber Is a non-structural considerotion and Is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type, size. orientation and location dimensions Indicated ore minimum plating requirements. 12. Lumber used sholl be of the species and size, and In oil respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceiling is installed. unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cutor otter truss member or plate without prior approval of on engineer. 17. install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable envtronmentol, health or performance risks. Consult with project engineer before use. 19. Review oil 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. ilk IN T 4" OuRde FirstSou 1. Client to review overall placement plan including dimensions, roof and ceiling conditions, top chord size, overhang Icantilever lengths,heel heights, bearing d norv-bearing yell locations and heights 2. Client to review entry and I or other conditions that require centanng Of peaks, overhangs or cantilevers to ensure proper truss design. J. Client to review AHU conditions such as, hung from ceiling, recessed into ceiling or attic mounted. it is the doent's responsibility to inform truss plant of locations, size, and weights 4. Client to review special conditions, such as beam bads, dropped soft bads and skyfits locations to ensure proper truss design I placement. 5. Ceiling drops and valleys not shown are to be field framed by dent, B. Hip and comer jacks notcut are to be cut in the field by others. 7. Overhangs are 20 or 24 no blocking is applied. B. Overhangs are considered veld, col to fit A field 9. Temporary bracingpermanentbrais not included in truss package. 10. End Wasea per OCSI-01 Summary Sheet. Prior to erecting trusses drefertosealedtrussengineringsheetsforadditionalimportantinfo. 11 It, is the denl's responsodkry ro cooridinata daWary dales veth Wss planVsales. Truss delivery wit be on the agreed upon date.. 12. Client to provide a markedtocalk;n for delivery. Location must be accessible, level and dear of materials and debris. In lieu of this, lasses will be delivered in the best available location at our dnvela discretion No charges will be accepted if abovecriteria is not met 13. All truss repaus must be coordinated with truss plant. Do Not Cut Any Trusses before contacting truss plant with speaks of problem. 14. No back charges or crane charges of any kind will be accepted unless specifica0y approved in writing by truss plant management, 15. Note: One approved layout must be returned to truss plant before fabrication I scheduling. 16. ^ Upon signing you agree that you have reviewed this placement plan in Its entinty. Approved By: Approval Date: Requested Delivery Date: Boat Leadlog: 20.00TCLL 7A TCOL 0.0BCLL 10Ao KML DOL 125 Floor Leading. 40.00TCLL 10.00 TOOL 0.0 BCLL eA BCOL OOL IAD T. C. Pitch : 5112 Wind Code MWFRS/ASCE 7.10 1u B.C. Pitch : Flat Design Method FOC•2014I TPf•2007 T C. Size Varies Wind Speed 140 mphI Esp C HeelHgtVariesMeanHgtIS' Mon. Bearing varies Building Cal 11 OCanblever : NIA Importance Factor: 1.00 iI Overhang 1' 0' Enclosure Partially Enclosed OH , H. ut CPlumbEnclosure Lanai Partially Enclosed Spacing 24" D.C. EnclosureEntry : Partially Enclosed Lr HGUS2422 n Menr lord 5 THAC2udeas m a Utlnrwlse I See Legend in Layout Truss Layout Client: Starlight Pooled - Wyndham Preserve Model: 2121 Discovery U (LH) Lot I Subdivision I Street Address. Location. Sanford, FI. IODate OWW20117 Scale NITS Plan Dab: aafaafaa m I Drawn By Patrick Church I EASTERN SPECIFIER GUIDE for products manufactured in Alexandria [Lena], Louisiana AL a t 1 :, fr 4 _ nilAWr r 4 v It's the SIMPLE FRAMING SYSTEM``. featuring beams, joists and rim boards that work together as a system, so you spend less time cutting and fitting. In fact, the SIMPLE FRAMING SYSTEM® uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEMO 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? 0 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, BCI15 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 BCP Floor Load Tables ........................... 10 - 12 BCI® Roof Framing Details ........................ 13 - 14 BCI0 Roof Span Tables ........................... 15 - 18 BCI 9 Roof Load Tables ................. I......... 19-23 BCI Design Properties, BCP Allowable Nail Spacing ....... 24 Boise Cascade Rmmboard 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. 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 -LAMS' Products, Specifications, Allowable Holes..... 26 VERSA -LAM® Details, Multiple Member Connectors ........ 27 VERSA -LAMS' 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 -LAMS' 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 CALCI ............ 33 Framing Connectors: Simpson, USP ................ 34 - 35 Lifetime Guarantee ........................... Back Cover Eastern Product Profiles r BCI IJoists VERSA -LAM® VERSA -LAM® VERSA -LAM® BCI® 4500s 1.8 BCI105000s 1.8 BCI16000s 1.8 BCI® 6500s 1.8 BCI® 60s 2.0 BCI® 90s 2.0 1.7 2650 1.8 2750 2.0 3100 i T 1Yz'T — 1,"T T 1 9'/2' 9'/z' 91/2" 11'/" 11'/a' 3'/2' 11'/" 9'/' % ^ 11%11 11'/" %" 14" '/ 14" 3'/2' 3'/2' to 3 11% 14" / 14" 14" 16" 16" to 16" to 7/<" 24" 1 'I 1 1 I I Imo-- I I--- I I ICI I I ICI 1%11 2" 25/16" 29h6', 25/16" 3'/i' 1Yz' V/V T/>" 3'/2'to 5%" 1'/2' 1W Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/2', 5YV BCI® and VERSA -LAM® products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports. BCI° Joist Architectural Specifications Scope: This work includes the complete furnishing and installation of all BCI® Joists as shown on the drawings, herein specified and necessary to complete the work. Materials: BCI® Joists shall be manu- factured by Boise Cascade Engineered Wood Products with oriented strand board webs, VERSA -LAM® laminated veneer lumber flanges and waterproof, structural adhesives. Joist webs shall be graded Structural I Exposure 1 by an agency listed by a model code evaluation service. Strands on the face layers of the web panels shall be oriented vertically in the joist. The web panels shall be glued together to form a continuous web member. The web panels shall be machined to fit into a groove in the center of the wide face of the flange members so as to form a pressed glue joint at that junction. Design: The BCI® Joists shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allowable values and section properties developed in accordance with ASTM D5055 and listed in the governing code evaluation service's report. Drawing: Additional drawings showing layout and detail necessary for determining fit and placement in the building are (are not) to be provided by the supplier. Fabrication: The BCI® Joists and section properties shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: The BCI® Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCI® Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the 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. Residential Floor Span Tables 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 anThefloors tables listed below offer three very differentpy 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. THREESTAR*** FOURSTAR**** STIFFNESSCAU110N CAUTIONALLOWEDALLOWEDBYCODE * _ BCI® Live Load deflection limited to L/480: The common industry and design community standard for residential floor joists, 33% stiffer than L/360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'/2" and 11Y." deep joists without a direct -attached ceiling. Live Load deflection limited to LI960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner. Live Load deflection limited to L/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads; however, there is a much higher risk of floorperformance issues. This table should only be used for applications where floor performance is not a concern. Joist Depth Joist Series 12" O.C. 16' 1 19.2" O.C. O.C. 24" 32" o.c. O.C. 12" O.C. 16' f 19.2" o.c. ( o.c. 24" O.C. 32" O.C. 12" O.C. 16" O.C. 19.2" O.C. 24" O.C. 32" O.C. 4500s 1.8 16'-11" 15'-6" 14'-8" 13'-7" 11'-9" 11'-6" 11'-6" ! 10'-0" 10'-0" 9'-7" 18'-9" 16'-8" 15'-3" 13'-7" 111-91, 5000s 1.8 17'-0" 16-0" 1 -2" 14'-1" 17-5' 11'-0" 1V-6" 1U-0" 1U-0" 9'-11" 19'-4" 17'-9" 16-4" 14'-7" 12'-5" 6000s 1.8 162" 168" 16-8" 14'-8" 13'-4" 11'-6" 11'-6" 1U-0" 10--0" 10'-0" 20'-2" 18'-5" 17'-5" 16-9" 13'-8" 6500s 1. 8 16-8" j 17--1" j 16-1" 15'-0" 13'-13" 11'-6" 1V-6" 10'-0" 10'-0" j 10'-0" 20'-8" 18'-11" 1T-10" 16'-7" 14-3" 4500s 1. 8 20'-0" 18'-4" 17'-W 15'-5" 13'4" 15'-6" 14'_3" I 13'-5" 12'_6" '', 114" 21'-10" 18'-11" 1T-3" 15'-5" 13'-4" 5000s 1. 8 2U-9" 19'-0" 1T-11" 16-T' 13'-41" 15'-0" 14'4" 13'-11" 17-11" 11'-9" 23'-0" 20'-4" 18'-0" 16-7" 1&-4" 6000s 1. 8 21'-7" 196' 18'-7" 17-4" 14'-10" 16 6" 16-4" 14-5" 13-5" 12'-l" 23'-10" 21'-10" 20'-0" 17'-11" 14-10" 11'/a" 6500s 1.8 22'-2" 20-3" 19'-2" 1T-10" 14-10" 16-0" 16-10" 14'-11" 1&-10" ! 12'-7" 24-6" 22-5" 21'-l" 16-10" 14-10" 60s 2.0 23'-T' 21'-6" 1 20'-4" 18'-11" 16'-4" 18'-0" 16'-9" 15'-9" 14'-8" '': 13'-3" 26-1" 23'-10" 22 6" 21'-0" 16-4" 90s 2.0 26-7" 24'-0" 22'-10" 21'-0" 19-4" 19'-0" 18'-10" 17-8" 16-5" 14-10" 29'-0" 26-10" 25-3" 23'-0" 19'-4" 4500s 1.8 22'-9" 20W" 18'-9" 16'-9" 13'-11" 17'-10" 16'-3" ! 15'-4" 14'-3,, 13'-0" 23'-10" 20'-7" 18'-9„ 16-9" 13'-11" 5000s 1.8 23'-7" 1 21'-7" 20'-2" 18'-0" 13'-11" 18'-0" 16-10" 16-11" 14-9" 13'-5" 26-7" 22'-1" 20'-2" 160" 13'-11" 6000s 1.8 24'-&' 22'-5" 21'-2" 19'-0" 15'-5" 19'-Z' 1T-0" 16'-6" 15'-4" 13'-11" 27'-1" 23'-11" 21'-10" 19'-0" 15'-5" 14„ 6500s 1.8 26- 2" 2S-0" 21'-0" 20'-2" 16-5" 19'-0" 17'-11" 1611" 16-8" 14-3" 27'-9" 26-2" 22'-11" 20'-0" 15-5" 60s 2.0 I 26'- 9" 24-5" 23'-0" 21'-0" 16'-4" 2U-11" 19'-0" 17--11" 16-7" 15'-l" 29'-7" 2T-0" 26-6" 21'-10" 16'-4" 90s 2.0 30'-1" 27'-5" 26-10" 24-0" 19'-0" 23'-0" 21'-4" 20'-0" 16-6" i6'-9" 33'-3" 30'-4" 28'-7" 26-0" 19'-0" 4500s 1.8 25'-2" 22'-0" 20'-1" j 17'-11" 14'-1" 19'4" 18'-0" 17'4" 15'-10" 14'4' 25-5" 22'-0" 20'-l" 17'-11" 14,-l" 6000s 1.8 27-0" 1 24'-9" 23-4" 20'-10" 15-9" 21'-2" 19'-4" i 18'-2" 16-11" 16-4" 29'-0" 25'-.6" 23'-4" 20'-10" 16-9" 16" 6500s 1.8 27'- 9" 26-C 23'-11" 21'-l" j 16-9" 21'-9" 19-9" j 18'-0" 1T-4" 16-8" 30'-8" 2611" 24-6" 21'-l" 15'-9" 60s 2.0 29-7" 2T- 0" 26-6" 21'-10" 16'-4" 23'-2" 21'-l" 19'-10" 18'-5" 16'-4" 32'-8" 29'-10" 2T-4" 21'-10" 16-4" 90s 2.0 1 33'-" 30'- 4" 26-7" 26-2" 19' 7" 26-0" 23'-T' 22'-Z' 20'-6" 18'-7" 36-10" 33'-7" 31'-0" 1 26-2" 19'-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/32" minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action Ooists spaced at 32" o.c. require sheathing rated for such spacing - 7/8" plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC® sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® sizing software. Shaded values do not satisfy the requirements of the NorthCarolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) One -Hour Fire Resistive Assembly 2 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. ICC ESR 1336 FIRE ASSEMBLY COMPONENTS 1. Min. 23/ 32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI® Joists at 24" o. c. or less. 3. Two layers %" Type X or two layers %" Type C gypsum board, installed per Figures 2 or 3 of ]CC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC=54 IIC=68 or Add 3'/2" glass fiber insulation to fire assembly: STC=55 IIC=46 or Add an additional layer of minimum % e' sheathing STC=61 IIC=50 and 9'Yi' glass fiber insulationtofireassembly: Floor Framing F06 F09 1-. M&Ia141111s:• ;A IIII.' I. • - 11\5 op BENXIBONN F07 \ j F27A .... . For load bearing cantilever details, see page 9: BCI1' Joists, VERSA -LAM'" and ALLJOIST" must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA -LAM', ALLJOISTI, and BCI" Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAW, ALLJOISTI and BCI" Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCI JOISTS UNTIL ALL HANGERS, BC[' 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''/z inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. 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. Endwall blocking as required per governing building code. BCI1 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"', ALLJOIST', and BCI' Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. PRODUCT HANDLING TO AND AT JOB SITES There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI-' joists in the flat direction. VERSA -LAM" is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. Floor Framing Details Additional floor framing details available with BC FRAMER® software BEARINGEND BCI" BCI®Joist rim joist. blocking. Dimension lumber is not suitable for Nail Boise use as rimboard Cascade with BCI°Joists. Rimboard to BCI® Joists with Dimension lumber is not Blocking maybe required 8d nail into suitable for use as rim perpendicular to wall, each flange. board with BCI® Joists. consult design professional Use of BCI" rimjoist requires 2x6ofrecordand/or local building official. wall for minimum joist bearing. _ gy)J!t ® ®r BOWTopFlangeorFaceIpbearineSdnailRim Mount Joist Hanger hside at gSolid block Note: BCI•floor all posts joist must befromabovedesignedtocarry I+-13'z" minimum bearing to bearing wall above when length (13/4" required for below. notstacked over 18" and deeperjoists) wall below. VERSA -LAM® To limit splitting flange, start nails at least 1'h" 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. 1111114 Lei011111 BCI®Joist Slope Cut Reinforcement n—il h. — me roc midi —I all —hi, 1 . For load bearing wall above stacked over wall below). A 5I, Blockingmay be requiredat intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. 1' Load bearing Double Squash BlockVertical Load Obtfill 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 Lipperbearingsupport 6 12 f F Joist Spacing [in] Size 12 16 19.2 24 2x4 4463 3347 2789 2231 2x6 7013 5259 4383 3506 wall above min naz. stacked over 1. Squash blocks areto be in full contact t wall below) with upperfloor and lowerwall plate. Heel depth BCI®Jois7''t Depth2. Capacities shown arefor a doubleblocking. squash blocks ateachjoist,SPFor fable2xblockbetter. below) . 4„ 2x blocking required at bearing (not shown for clarity) j Backer block Double BCI® Joist "/n" min. plywood/OSB rated sheathing as reinforcement minimum 12" Connection I Sheathing or Install reinforcement with face grain horizontal. Install on wide). Nail with rimboard both sides ofthejoist, tightto bottom flange. Leave Joist 10-10d nails. Filler Block closure minimum i4" gap between reinforcementand bottom of Hanger ' (see chart below) l top flange. Apply construction adhesive to contactBCI° Joist surfaces and fasten with 3 rows of min.10d box nails at blocking 6" o.c. Alternate nailing from each side and clinch. required for Filler block Nail with 10- 10d nails.) Backer blockrequired wheretop flange joist hanger load exceeds 250lbs. 1nctA1tifilftnfnnflnnda Web -Filler Nailing 12" ` on -center Connection valid for all applications. Contact Boise Cascade FWPFndinoprindfnrenarifirennrfifinnc cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered in all cantilever designs. End Wall Bearin Minimum Heel Depth Roof Pitch 6/12 F7112 8/12 9/12 1 10/12 1 12/12 2 x 4 4'/." 4Y,,.- 1 41/." 41/." 1 4'/." 1 41/4" 2 x 6 3'/e" 33/,s" 25/,"" 2'/." Z9/,fi' 2X" LATERAL SUPPORT BCI® Joists shall be laterally supported at the ends with han ers, rimboard, BCI® rim joist or blocking panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking may be required at intermediate bearings for floor dia hragm per IRC in high seismic areas, consult local but ding official. MINIMUM BEARING LENGTH FOR BCI11 JOISTS Minimum end bearing: 11h" for all BCI®Joists. 3%" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC® software. NAILING REQUIREMENTS BCI®rimjoist, rim board or closure panel to BCI®joist: Rimsorclosure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI® 6500s/90s rim joist: Toe -nail top flange to rim 1oistwith 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. BCII joist to support: 2-8d nails, one on each side of the web, placed 11h inches minimum from the end of the BClw Joist to limitsplitting. Sheathing to BCI®joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12 o.c, in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 forfloor diaphragm nailing specified at closer spacing than IRC. Maximum bracing spacingg forfull lateral stability18" for BCI® 4500s & 50DOs, 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 Block Thickness 4500s Ma" or 3/4" Two 5/s" wood panels or1.8 wood panels 2 x 5000s 3/4" or 1/e" Two 3/4" wood panels or1.8 wood panels 2 x 6000s 11/a" ortwo 1h" 2 x +'he" or 1.8 wood anels 1h" wood panel 6500s 11/s"or two5/e" 2x_+5/a"or 1.8 wood anels 3/4" wood anel 60s 2.0 lilt" or two 1h" 2 x _ + oo'/"" or wood panels 1h" Wood panel 90s2.0 2 x lumber Double 2 x lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI JOISTS FROM THE WEATHER BCI" Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should he covered and stored off of the ground on stickers. BCI® RIM JOISTS AND BLOCKING Vertical Load Capacity P Depth in] Series No WWI) W.S.m 91h" 4500s 1.8, 5000s 1.8, 2300 N/A6000s1.8 6500s 1.8 4500s 1.8, 5000s 1.8, 2150 N/A 117/e" 6000s 1.8 6500s 1.8 60s 2.0, 90s 2.0 2500 N/A 4500s 1.8, 5000s 1.8, 2000 N/A 14" 6000s 1.8 6500s 1.8 60s 2.0, 90s 2.0 2400 N/A 4500s 1.8, 6000S 1.8, 1900 2500 16" 6500s 1.8 60s 2.0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable BCI° Joist Hole Location & Sizing BCI® Joists are manufactured with 1'/2" round perforated knockouts in the web at approximately 12" on center Minimum spacing = 2x greatest dimension p of largest hole (knockouts exempt) D DO NOT r see table below) (see table below) cut or notchIflange a No holes (except knockouts) `— A 1'F." round hole may be l I allowed in bearing zones cut anywhere in the web. Do not cutholes Provide at least 3' of larger than 1%" clearance from other holes. round in cantilevers. iviininnum aisiance Trom support, usiea in iaDle Deiow, is requirea Tor all noses greaser inan 172 Round Hole Diameter [in] 1 2 1 3 4 1 5 6 16'/= 7 1 8 8Ya 1 9 10 11 12 13 Rectangular Hole Side _ 3 1 5 6 7 i - in 8 1 0" 1'-1" 1 5 12'-1 2 9" 3'-1 3'-5" Any Span 12 1-0" 1-2" 2'-2" 3'-2" 4'-2" 4'-8" 5'-2" i Joist [ ft] I 16 1'-0" 1'-7" 2'-11" 4-34'-3" 5-75'-7" 6'-3"16'-11" 6-3i Round Hole Diameter [in] 2 3 4 5 6 6'/2 7 8 8Ys 8__— 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 _- 7 __ 8 1 0' 1'-11, V-5" 1'-10 2'-4" 2'-7" 2 10 3'-4' 3'-9" Any 12 1 0" 1 4' 2 1 2'-10 3 7" 3' 11 4 3 5'-0 5'-8" 117/e' Span Joist [ ft ] 16 1 -0" 1 10";2' 10 3'-9 4'-9" 5-3" 5 9 , 6'-9' 7'-7" 19201'-1" 2'-3" 3'-6" 4'-9" 5'-11" 6'-7" 7'-2" 8' 5" Round Hole Diameter [in] 2 3 4 5 6 6'/: 7 8 8Ya 9 10 11 12 13 Rectangular Hole Side _ 2 3 3 5 6 6 8 9in] 8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-8" 12 1'-0" 1'-1" 1'-3" 1'-10"' 2'-6" 2'-10" 3'-1" 3'-9" 4'-3" 4'-4" 5'-0" 5'-7" Any --- 14" Span 16 1'-0" Iftl 1'-1" 1 -8" 2'-6" 3'-4" 3'-9" 4'-2" 5'-0' 5'-8" 5'-10" 6'-8" 7'-5" Joist - 20 1'-0" 1'-1" 2'-1" 3'-2" 4'-2" 4'-8" 5'-2" 6'-3" 7'-2" 7'-3" 8'-4" 9'-4" 24 1'-0" 1'-4" 2 6" 3'_9" 5'-0" 5'-8" 6-3" 7'-6" 8'-7" 8'-9" 10'-0" 11'-2" Round Hale Diameter [in] 2 3 4 5 6 6'/z 7 8 8'/s 9 10 11 12 13 Rectangular Hole Side _ 2 3 5 5 6 8 9 10in] 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-7" 1'-11" 2'-0" 2'-5" 2'-9" 31_2" 31_71, 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-6" 1'-10" 2'-5" 2'-11" 3'-0" 3'-7" 4'-2" 4'-9" 5'-4" Any 16" Span 16 1'-0" 1'-1" 1'-2" 1'-2" 1'-8" 2'-1" 2'-6" 3'-3" 3'-11" 4'-0" 4'-10" 5-7" 6'-4" 7'-2" Joist 20 1'-0" 1'-1" 1'-2" 1'-2" 2'-1" 2'-7" 3'-1" 4'-1" 4'-11" 5'-1" 6'-0" 7'-0" 8'-0" 8'-11" 24 1'-0" 1'-1" 1'-2" 1'-4" 2'-6" 3'-1" 3'-9" 4'-11" 5'-11" 6'-1" 7'-3" 8'-5" 9'-7" 10'-9" ss3 DO cut in web area as specified -`0 0 Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out. 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'/z' round knockouts in theweb 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. Large Rectangular Holes in BCI° Joistsolesin - Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on center. Single Span Joist Multiple Span Joist See MaxHole Size on hole i Chart for Joist Depth ihJoistSpa., widtdiameter/ h of largesthole O 1 Simple Span Joist 6'.0' Min Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above nr as allnwed iminn RC CAI C® sizinn snffware Maximum Hole Size Joist Simple Multiple Depth Span Span 9Y21' 6" x 14" 6" x 12" 11Y'— 8" x 16" 8" x 13" 14" 9"x18"— 8" x 16" 10" x 17" 16" 11" x 18" 10" x 14" 12" x 16" hole _ See Max Hole Sizeonhole ih Joist—., Chartforloist Depth h Joist Span I San 7— Multiple SpanJoist iT-O'Min'- Multiple Span Joist 12'-0'Min Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analvsis. Q Reinforced Load Bearing Cantilever Table y Roof Total Load psf] 5 4oJoisttI16Sacinin0 119.2124 1 16 119.21 24 1 16 119.2 242400000XOXIX26 0 0 0 0 0 X 0 j X X 28 0- o X- 0~ X I x X X X m 30 0 0 X 0 X X= X X w 32 0 0 X 0 X X X X X 0 0 0 X 0 X X XX;X 3436 O X X X-XI X X XiX 38 0 X X X X X X X j X 40 0 X_X X XX XXIX 42 0!X X',XiX X X X X 24 0_' o 0! O 1 0 X_0 X X 26 0 0 0 0 '', 0 X 0 X j X m 28 0 0 1- 0 XX'X_XIX 30 0 0 1 01x X X X 1 X 0 32 0 0 X 0 X X_ X_ X X 0 34 0 0 X X XIX XX:.X 36 0 0 X XX'iX X'X',X 38 O X' X X X X X-X X401 0 X"X XX~X X XX 24 0 0 0 0 0 0 0XIX 26 0 0 0 0 0 X 0 X! X m 28 0 0 0 0 0 X X X; XX_ 30 0 0 0 0 0X X'X X C. 32 0 0! 0,0 X'`X XIX X m 34 6 0 OIX'X XiX X 36 0 0 XX'..XIXX 38 0 0-X XiX XX X!X 40 1 0 O X X X'XIXiX1X 24 0 0 0 0 010 0 0 X 26 0 0 0 0 0 0 O I X X 28 m0 0 -__0 0 0 ;_0 ' 0 X '_X_ 30 0_ 0 0 0 o X 0 X X 32 00 0 0 0 0 X 0X X 34 0 0 0 0 X X X X X 36 0 0 ix 0 X X X X_ 38 0 01 X X 0' X'X X-X X 40 1 O O X O XIX XIX X 24 0 0LO-, 0 OIWS 0 0X 26 0 O 0 1 0 o WS 0 0 X 28 0 0 I.0 0 0 X 0 M CR 36 0 0 0 0 0! X 1 0 WS m 32 0 0 WS 0 0 X 0 i X' IX o3400WS00X0Xv 36 0 0. WS 0_ WS X 0 X 38 0 0 X 0 X X X X_ 40 0 0 X X_ 0 X X X X X 42 0 0 X 0 X' X X X 24 0 0 0 0 0 WS!_ 0 0 1 26 0 010 0I0,iWS 0=0 1 28 0 0 0 0 0 rWS i 0 O X 30 0 0 WS- 0 0 1 0 0 -. x 0 32 0 0 rWS' o o j 1 0 1 X 0 34 0 0 1WS` 0 WS, X 0 1 XJ_X 36 0 OIWS 0 WS_ IX' 0X X 38ko 00 Ws', 0 WSi X X X X 40 0 1 0 1 X X X X 24 0 ._O 0 0 0 0 0 'i_0_W_S_ 26 0 0 0 0 0 O 0 1 0 1 28 0 0 0 WS 0 0-0 - 0 -1 o30 0 0_', 0 0_ 0 ',WS 0 0 X 0 32 0?0-I 0 0 O 11. o iws X o00IWS`0-0 1 =01 X 3436 0 0 WS 0 0 1 1 ! 0' X 1 X 38 0 0 wS oo -- 0 X X 40 0 0 1 Xj o WS', X X X X BCI° Joists Roof Total Load sf) o j 35 45 55 Joist S p acin in 61Q16 19.21241 16 19.2 24 16 119.2124 24 0 j 0 0 0 0 0 0 0 1 26 0 j 0 1 0 o 0 0 0 0 j X 28 0 0 0 j 0 o 0 0 O j X m3000i00011OOX0 32 0! 0 0 0 0 1 0 0 X 34 0 0 0 0 0 X 0 X 36 0 j 0 0 0 0 X 0 1- i 1 X 38 0 0! 0 0 0 X 0 1 X 40 O 0 1 0 0 iX 0 XIX 24 0 l 0 0 0 0 0 0 0 1 26 O j 0 00 0 0 0 0 0 I 1 2s o o o o o ws o o x 0 30 0 j 0 0 0 0 1 0 0 1 X 32 0 0 0! 0 0 1 0 1 X m 34 0 i 0 0 0 0 j X 0 1 X 36 0 0 WSJ 0 0 X 0 1 X 38 001i0 0Xi0 1 X 40 0 j 0 1 0 1 j X 1 X X 24 0 1 0! 0 0 0 0 0 1 0 0 26 0 0 0 0 0 0 0 0' 0 28 0 0 0 0 0 0 0 0 I 0 0 30 0 0 O O 0 0 1 0 0 0 w 32 0 0 0 0 0 0 0 0 0 34 0 0 0 0 0 0 0 0 1 36 O O 0 0 0 O 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 WS 0 0 VJS 28 0 0 0 0 0 WS 0 0 1 m 30 0 0 0 0 0 WS 0 WS X m 32 0 0 0 0 0 WS 0 WS X 0 34 0 0 WS 0 0 1 0 WS X v 36 0 0 WS 0 0 X 0 WS X 38 0 0 WS 0 WS X 0 X X 40 0 0 WS 0 _. WS X WS X X 42 0 0 WS 0 WS X WS X X 24 0 0 0 0 0 WS'' 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 WS 1 N 30 0_ 0 WS 0 0 WS 0 WS 1 o___:_------_-_ m 32 0 0 WS- 0 0 WS 0 WS 2 o 034 0 0 WS 0 WS 1 0 WS X 36 0 0 WS 0 WS 1 0 WS. X 38 0 0 WS 0 WS 1 WS, 1 X 40 0 0. WS' 0 WS 2 WS 1 X 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 I 0 WS 0 0 WS 30 0 0 0 0 0 WS' 0 0 1 0 32 0 0 0 0 0 WS 0 WS- 1-- o 34 0 -. D 0 0 0 WS 0 WS 1 36 0 0 WS 0 0 WS 0 WS 1 38 0 0_ WS 0 0 1 0 1 2_ 40 0 0 WS' 0 WS 1 0 1 2 24 0 0 0 0 0 0 0 0. WS 26 0 0 0 0 0 0 0 0 WS 28 0.0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS_ 0 0 1 oy 32 0 0 0 0 0 WS 0 WS' 1 m 34 0 0 0 0 0 WS' 0 WS 2 36 0 0 WS' 0 0 WS 0 WS', 2 38 0 0 WS, 0 0 1 0 1 2 40 0 0 WS 0 WS 1 0 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of thepanel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC® software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC® software. Roof Total Load [psf 35 45 55 DcUJHeJoist S acin in X- 16 19.2 24 16 19.2 24 16 19.2 24 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 --0-0' 0 0 WS 28 0 0 0 0 0 0 0 0 WS 0. 30 0 0- 0 0- 0 WS'.. 0 0 1 04 32 0 0 0 0 0 WS'_ 0 0 1 m 34 0 0 0 0 0 WS 0 0 1 36 0 0 0 0 0_WS 0 WS 2 38 0 0 0 0 0 1 0 WS X 40 0 0 WS 0 0 1 0 1 X 24 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0,0 0 0 0 0 0 0 C 30 0 0 0 0 _0 0 0 0 0 V N32 0 0 0 0 0 0. 0. 0 0 rn 34 0 0_ 0 -. 0 0_ 0 0 WS 36 0 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 01 40 0 0 0 0 0 0 0 0 1 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 0 WS cR 30 0 0 0 0 0 AS 0 WS WS 32 0 0 0 0 0 WS 0 WS 1 0 34 0 0 WS 0 0 WS 0 WS X v 36 0 0 WS 0 0 WS 0 WE X 38 0 0 WS 0 WS 1 0 WS X 40 0 0 WS 0 WS 1 WS WS X 42 0 0 WS 0 WS X WS 1 X 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 WS 0 32 0 0 0 0 0 WS 0 WS WS 0 34 0 0 0 0 0 WS 0 WS 1 o 36 0 0 WS 0 0 WS 0 WS 1 38 0 0 WS 0 0 WS. 0 WS 2 40 0 0 WS 0 WS WS 0 WS 2 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 WS Co 28 0 0 0 0 0 WS 0 0 WS io 30 0 0 0 0 0 WS 0 0 WS 0 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 WS 0 WS 1 36 0 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 0 WS 0 WS 2 40 0 0 WS 0 WS WS 0 WS 2 24 0 0 0 0 0 0 0 0 WS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 0 0 0 WS 0 30 0 0 0 0 0 WS 0 0 WS 04 32 0 0 0 0 0 WS 0 0 WS ro 34 0 0 0 0 0 WS 0 WS WS 36 0 0 0 0 0 WS 0 WS 1 38 0 0 0 0 0 WS 0 WS 1 40 0 0 WS 0 0 WS 0 WS 1 24 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 N N32 0 0 0 0 0 0 0 0 0 m 34 0 0 0 0 0 0 0 0 WS 36 0 0 0 0 0 0 0 0 WS 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 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 Reinforced Load Bearing Cantilever Detail 2'-6" 2'-0" The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load - bearing cantilevers up to a maximum length of 2'-0". Cantilevers longer than 2'-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALC software. PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI® Joist. Nail to the BCI® Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with loading that exceeds the loads shown shall be analyzed with BC CALC® software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC® software. 23/32" min, plywood/OSB or rimboard closure. Nail with 8d nail into each BCI® Joist flange. blocking required for Structural Panel cantilever reinforcement block Uplift on back span shall be considered in all cantilever designs Non -Load Bearing Wall Cantilever Details BCI° Joists are intended only for applications that Fasten the 2x8 minimum to the BCI® Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI® 90s 2.0 joists. Clinch all nails. BCI®Joist blocking Wood backer block01WoodStructural 2x Closure I IL Panel Closure Seepage 6 ofEastem 2x8 minimumSpecifierGuide BCI Joist r blocking V 1 LJ `Drywall Ceiling or Back Span Maximum Wood Structural Panel Soffit 3 Back Span Not to exceed 4'-0" 3%" min. These details apply to cantilevers with uniform loads only. bearing It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC9 software. See Web Small Gap: Stiffener Nailingwmin., 2° max. Schedule chart Web Stiffener2" min. Width4" max. ClinchNails 2" min. 4" max. Tight Fit Web Stiffener required when cancentratedload exceeds t000Its Web stiffeners applied to both sides ofthejoistweb ram Minimum V/2Times Cantilever Length Back Span Web Stiffener Requirements NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI® Joist. Web stiffeners may be Gap required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for Stiffener Specifications For LateralStructural BCI® Joist Capacity estrainMinimum Series HangerMin. Thick) g Width 4500S 1.8 W, 25/16" 5000s 1.8 W. 3/4" 25/16" 6000s 1.8 3i° 1/. 6500s 1.8 1" or 1'/," 25/16" 60s 2.0 3/." 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 BCI® Design Properties on page 24 or the BC CALC® software. Section View Maximum 3 Back Span not to exceed 4'-0" Stiffener Nailing Schedule BCI® Joist Bearing Location Joist Series Depth End Intermediate 9'/2' 2-8d 2-8d 11'/e 2 8d 3-8d4500s1.8 14" 2-8d 5-8d 16" 2-8d 6-8d 9%2' 2-8d 2-8d 5000s 1.8 11'/e' 2-8d 3-8d 14" 2-8d 5-8d 9'/2" 2-8d 2-8d 11%11 2-8d 3-8d6000s1.8 14" 2-8d 5-8d 16" 2-8d - 6-8d 9'/2" 2-8d 2-8d 11'/e' 2-8d 3-8d- 6500s 1.8 14" 2-8d 5-8d 16" 2-8d 6-8d 11'/e' 2-8d 3-8d 60s 2.0 14" 2-8d 5-8d 16" 2-8d 6-8d 11%11 3-16d 3-16d 90s 2.0 14" 5-16d 5-16d 16" 6-16d 6-16d Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 100% Load Duration BCI® 4500s 1.8 Series 1%" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9'/" BCI® 4500s 1.8 11%11 BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/" 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 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. Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI° 6000s 1.8 Series BCI° 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 9'/" BCI® 6000s 1.8 11 %,, BCI16000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'/" BCI116500s 1.8 11 %,, BCI® 6500s 1.8 14" BCI16500s 1.8 16" BCI16500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Total Load Load Live Total Load Load Live Load Total Load Live Total Load Load 6 320 333 346 353 320 274 240 213 333 - 346 285 - 297 250 - 260 222 - 231 200 208 181 - 189 166 - 173 153 - 160 129 142 - 148 106 133 - 138 89 125 127 130 75 117 107 122 64 110 91 115 54 99 78 109 47 89 68 104 41 81 59 96 51 88 45 80 40 74 353 302 265 235 212 192 176 163 151 141 132 124 117 104 111 90 106 78 100 69 96 60 92 53 84 47 77 42 72 7 274 285 297 302 8 240 250 260 265 9 213 222 231 235 10 183 192 200 208 212 192 11 141 174 181 189 192 153 121 97 79 65 54 46 174 160 147 137 124 109 92 12 112 160 166 173 176 13 89 147 144 153 160 163 14 73 129 117 142 148 151 15 60 112 97 133 138 141 16 50 98 81 125 117 130 132 17 42 84 68 112 99 122 124 18 58 100 84 115 112 117 19 50 89 72 106 96 111 20 43 81 62 96 83 106 21 54 87 72 99 22 23 47 42 79 72 63 56 90 83 24 49 76 25 44 70-- 26 27 28 29 i30 Floor Load Tables Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 3%" Flange Width I M, 14" 16" 11'/a' 14" 16" BCI® 60s 2.0 BCI® 60s 2.0 BCI® 60s 2.0 BCI® 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 - 366 - 366 - 366 - 450 - 453 - 456 7 - 314 - 314 314 - 385 388 391 8 - 275 - 275 - 275 - 337 - 340 - 342 9 - 244 - 244 - 244 300 - 302 - 304 10 - 220 - 220 - 220 - 270 - 272 - 274 11 - J 200 200 - 200 245 - 247 - 249 12 , 183 - 183 - 183 - 225 - 226 - 228 13 - 169 - 169 - 169 - 207 - 209 - 210 14 155 157 - 157 157 192 - 194 - 195 15 128 146 - 146 - 146 - 180 - 181 - 182 r-- ---- 16 107 137 - 137 - 137 152 168 - 170 - 171 17 90 129 - 129 - 129 129 158 - 160 - 161 18 77 122 110 122 - 122 110 150 - 151 - 152 19 66 115 95 115 - 115 95 142 134 143 — - 144 20 57 110 82 110 109 110 83 135 117 136 - 137 21 50 l 100 72 104 95 104 72 128 102 129 - 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 55 95 74 95 56 112 79 118 105 119 24 49 91 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 -- 52 84 56 104 75 105 27 47 81 50 100 67 101 28 42 78 45 91 61 97 29 -- - 41 82 55 94 30 50 91 Total Load values are limited by shear, moment, or deflection equal to Table values do not consider composite action from gluing and nailing L/240. floor sheathing (composite action is considered in floor span tables on page 4). Live Load values are limited by deflection equal to L/480. Fordeflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 Total Load values assume minimum bearing lengths without web respectively. stiffeners for joist depths of 16 inches and less. Both the Total Load and Live Load columns must be checked. Where a For assistance with floor design, consult the section About Floor Live Load value is not shown, the Total Load value will control. Performance on page 4. Table values apply to either simple or multiple span joists. Span is This table was designed to apply to a broad range of applications. It measured center to center of the minimum required bearing length. may be possible to exceed the limitations of this table by analyzing a Analyze multiple span joists with the BC CALC® software if the length of specific application with the BC CALC® software. any span is less than halfthe length of an adjacent span. 1. FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. I R02 I Blocking not shown ' 1 for clarity. SAFETY WARNING Roof Framing BCI° Rafters Structural ridge VERSA -LAM® or load -bearing wall required. Blocking or other lateral support required at end supports. OJ When installing Boise Cascade FWP 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 Roof Rafter1x4Nailer@Max. 4'-0" o.c. Rafter Strut 2'-6" o.c. or BCI°45oos) Ceilin Loads: 3'-0" o.c. or BCI° 5000s) g Minimum Heel Depth Live Load = 10 psf See table at right) Dead Load = 7 psf 12 ... ..- _ ...... _._, .... .....,,, 2X Blocking Min.6F7 • F%',1P/e" or 14" Web BCI° 4500s/S000s/6000s/6500. Filler , CeilingJoist @ 24" o.c. Maximum 3ih" Minimum Bearing 2x4 Wall) Each End Maximum Span Lengths Without Roof Loads GMT BCI'° 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" 11%" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" It roof loads present, see Notes 2 & 3 at right) Minimum Heel Depths Joist Depth End Wall 2 x 4 2 x 6 s'1" 2 " 1,h" 11%n" 3W 21/2" 14" 4'/i' 3'/i' Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI® ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12, 5) Nail roof rafter to BCI® top flange with 1 -10d (3" long) box or larger nail. 6) 1x4 milers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI® Joist at beveled ends. Nail roof rafter to BCI® Joist per building code requirements for ceiling joist to roof rafter connection. Roof Framing Details Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope®1 Rimboard / VERSA -LAM• blocking. V" Ggreaterthan1/4/12. Ventilation cut: 3 of length, i/2 of depth Rimboard / VERSA -LAM• blocking. Ventilation "V" cut: 1/3 of length, i/2 of depth 2x4 blocking Tight fit Flange of BCI• Joists may for soffit for lateral be birdsmouth cut only at support. I 2 f" max. stability. the low end of the joist. Birdsmouth cut BCI• Joist Simpson VPA or USP TMP connectors or equal can Flange of BCI Joists may be birdsmouth cut only at I flan a must bear full ongy plate, web stiffenerbeusedinlieuofbeveledplateforslopesfromthelowendofthejoist. Birdsmouth cut BCI• Joist 2'$" ma~ required each side. 3/12 to 12/12. flange must bear fully on plate, web stiffener required each side. Bottom flange shall be fully supported. r . Simpson or USP LSTA24 strap, nailing per r , Simpson or USP LSTA24 strap where slope 10d nails at 6" o.c. 2x4 one side for 135 PLF max governing building code. exceeds 7/12 (scraps maybe required for lower 2x6 one side for 240 PLF max. BCI• blockingg slopes in high wind areas). Nailing per governing VERSA -LAM' LVL Holes cut building code. support beam. for ventilation. a - VERSA -LAM r<y' LVL support beam. Backer block. C Thickness per corresponding BCI• series. 2x block BCI• blocking Holes cut ouble-beveled Beveled web stiffener 4'-0" horiz. for ventilation. wood plate. on each side. Blocking on both sides of ridge may be required for 21- hori shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. r^ L Double joist may be Backer block L required when L exceeds I minimumU"wide). 2'-0' rafter spacing. I Joist Nailwith 10-10d nails. max i Hanger Blocking as required. Nail r outrigger L through BCI• web. DO NOT bevel -cut joist filler block. Nail beyond inside face of wall, except with 10 -10d nails. for specific conditions in details 2" x outrigger shown on pages 6 and 13 of the Backer block required where top flange notched around BCI• Eastern Specifier Guide. joist hanger load exceeds 250 lbs. top flange. Outrigger Install tight to top flange. spacing no greater End Wall. than 24" on -center. LATERAL SUPPORT BCI® Joists must be laterally supported at end supports including supports 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: 11h" for all BCI® Joists. 31h" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Referto the building code evaluation report or the BC CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joist: Rims orclosure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI®6500s/905rim joist: Toe -nail top flange toHm joist with 2-10d box nails, one each side offlange. 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® joisttosupport: 2- 8d nails, one on each side of the web, placed 11h inches minimum from the end of the BCI® Joist to limitsplitting. Sheathing to BCI®joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 forfloor diaphragm nailing specified atcloser 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 ifthe staples penetrate at least 1 inch into thejoist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler Block Thickness 4500s 1.8 w odraIeIsTwo 5/s" wood panels or 2 x _ 5000s 1.8 wood orTwo 1/4" wood panels or 2 x 6000s 1.8 1 oodrtwo2 anelsx7/,5" or 1h" wood panel 6500s 1.8 1w1 oodranel ° 2 x_+ 5%° or'/i" wood panel 60s 2.0 1 oodranels" 2 x +'/,," or 1h" wood panel 90s 2.0 2 x lumber Double 2 x lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI® JOISTS FROM THE WEATHER BCI Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCII Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 1% inch, pre -stamped knock -out holes spaced at 12 inches on center along the BCI® Joist may all be knocked out and used for cross ventilation. Deeperjoists that what is structurally needed may be advantageous in ventilation design. Consult local building official and/or ventilationspecialistfor specific ventilation requirements. BIRDSMOUTH CUTS BCI® Joists maybe birdsmouth cut only at the low end support. BCI® Joists with birdsmouth cuts may cantilever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and intermediate supports may not be birdsmouth cut. Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. 11 and •. • Duration BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 13%" Flange Width 2" Flange Width 9'/i, 117/8' 14" 16" 9'/z' 11%" 14" BCI®4500s 1.8 BC10 4500s 1.8 BCI®4500s 1.8 BCI®4500s 1.8 BCI05000s 1.8 BCI115000s 1.8 BCI05000s 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 4/12 4/12 8/12 4/12 4/12 8112 4/12 4/12 8/12 Load Load or to to or to to or to to or to to or to to or to to or to to psf] psf] Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12112 Less 8/12 12/12 Non 20 10 23'-10" 22'3' 20-1 28'S' 26-9 _4 -0' 3 3' 30'-5' 26-Y 35'-9 33-5" z`-3 4'-10"23'-5" 21'-9" 29'-7" 27'-11"26-11' 33'-8" 31'-9" 29'-5" Snow 20 15 922-% 21-3' G'=' 20-'1 5-3 :-4 3, a" 28'-9' 6-' 33'-u 31 `0 2a a 23' n' 22'-1" 20'-5" 28'-0" 26'-4"24'" T-10"29`-11" 27-7" 125% 20 20 21' T 202° 8 %" 25'8" 24'-"" 22 1" 29'-2 27-4" 25-i" 31',,30 3 2 _" 22'-5" 21'-0" 19'4" 26'-9" 25-0" 23-0 30'-5" 28'-5' 20-2" 25 10 22'-8" 21'-5" 19'-11" 26-11" 26-T 23-8" 39-2" 29'-0" 26-11" 32'-3" 31'-T' 29A0" 23'-7" 22' 4' 20'-9" 28'-1" 26-7" 24'-9" 1'-11" 30'-2" 28.4, 25 15 21' 7' 20'-0" 18'40" 26-9' 24-2 22'-5' 28' 2" 2T-5" 25'-0" 30'-1 29-4 28-3' 22'-6 21-2" 19'-7., 6'-10 25'-3'' 23'4" 30'-3 28'-8" 26'-7" 12" 30 10 21'-8" 20'-6" 19A" 25' 9 24-6' 22'-9' 28'-3" 2T-9" 26-11" 30'-2' 29'-8 28'-8' 22'-7" 21'-4" 19'-11' 6'-10" 25'-5" 23'-9" 30'-4" 28'-11" 27'-0" O.C. Snow 30 15 20'-9" 19'-7" 18'-2" 24'.5' 234' 21'-8" 26-7" 26-11" 24'-7" 29-5' 27-9' ,26-10" 21'-7" 20'-5" 18'-11 25'-9" 24'-4" 22'-7" 28'-6" 27'-8" 25'-8" 115% 40 10 19'-8" 18'-11" 17'-10" 23'-2' 22$' : 21'-3" 25-3" 24'-11" 24'-2" 27-0' 26'-8' 26-1" 20'4" 19'4'' 18'-7" 24'-5" 23-5" 22'-2" 27-2" 26'-8" 25'-2" 40 15 19'-5" 18'4" 17-1" 22'-1' 21'420'A" 24'-1' 23-7" 22'-11" 25'-8 26-2" 24-0" 20'-2"' 19'-1" 1T-10' 23'-8" 22'-9"' 21-3" 5'-10" 264" 24'-1" 50 10 18'3" 17-0" 16-7" 21'-2" 2040", 19 9" 23-1" 22-10" 22'-5" 24'-8" 24'4" 24'4" 19'-0" 18'-3" 17-3" 22'-8" 21'-9"'20'-7" 4'-10"24'-6" 23'-5" 50 15 1T-11" 17-4" 16-3" 20'4" 20'-0" 194" 22'-2" 21'-9" 21'4" 23.4.23.4, t 22'-9" 19'-0'.18'-1"16-11' 2 1'-10" 21'-5" 20'-2" 23'-9" 23'4" 22'-10' Non 20 10 2V-; 20'-5" 18-11" 25 y 24-3 . 22 . 29' 27-7 25 i" 31' S 32 - , 284-4" 22'-6" 21'-3" 19'-8" 6'-10" 25'-4' 23-6" 30'-6" 28'-9" 26-8" Snow 20 15 2(_-_' 19'-Y 17 -9' 24' 22-1' 2 -1' 2" _ _2 -Y 24'-0" 29'-0 28-2 _6--" 21'4" 20'-0"' 18'-6" 25'-5" 23'-10" 22 0" 8'-11" 27'-1" 25' 0" 125% 20 20 19'-6 13-3" '6 '.u' 23'- 21 91 2 H 4 24o' 22 9" 27-1 26-2 2-= ` 20'-4" 19'-0" 17-6" 24'-3" 22'-8" 20-10" 2T-2 25'-10" 23-9" 25 10 20'-6" 19'-5" 18'-1" 24-0" 23-1" 21'-0" 26' 1" 25-7' 24'-5" 27-11" 27 4" 26-7" 21'4" 20'-2" 18'-10' 26-6" 24'-1" 22'-5" 28'-1" 27'-4" 25-6" 25 15 19'-7" 18'-5" 1T-1" 22'-4" 21'-9' 20'4' 24'" 23'-9" 22AV 26'-0' 264" 24'-5" 20'-5" 19'-2" 17'-9" 24'-0" 22'-10" 21'-2" 26'-2" 25'-6" 24'-1" 16" 30 10 19'-7" 18'-7" 174" 22'-5' 22-0' 20'-7" 24'-T 24'-0" 23'-5" 26'-1 25-8' 25-0' 20' 5" 19'-4"' 18'-1" 24'-1" 23'-1" 21'-6" 26'-3" 26-9" 24'-5" O.C. Snow 30 15 18' 7" 17-9" 16-6" 21'-1' 20-7 19'-7" 23'-0" 22'-5" 21'-9" 24-7' 24-0' 2T3" 19'-7" 18'-6" 17'4" 22'-8" 22'-0" 20'-5" 24'-8" 24'-1" 23'-3" 115% 40 10 17$" 17-1" 16'-2" 20'-1" 19-9' ' 19'-3" 21'-10" 21'-7" 21A" 234' 23-9' i 22'-7" 18'-7" 17-10"16-10' 21'-7" 21'-3" 20'-1" 23-6"' 23'-2" 22'-8" 40 15 16-10" 16-6" 15'-0" 19'419-8' 18'-2" 20'-10" 20'-5" 19'-10" 22-3' 21'-10 , 2T-3" 18'-1" 174" 16'-1" 20'-6" 20'-1" 19-3" 22'4" 21'-11" 21'4" 50 10 16'- 2" 15A9' 15-0" 18'.4 ` 18-1" 17-9" 19AV 19-9" 19'-5" 21'4' 21'-1' 20'-9" 17'-2 :16'-6" 15'-8" 19'-8" 19'-5" 18-8" 21'-5" 21'-2" 20'-10' 50 15 16- 6" 16-3" 14'-8" 177 173" 16-10" 19'-2" 18'-10" 19-5" 20'-5" 20'-1' ! 19'-8" 16-8 ' 164" 15'4" 18'-10" 18'-6" 18-1" 20'-7" 20'-2" 19'-9" Non 20 10 20-4" 19'-2" 17-9" 24'-2 22-,0' 21 s' 25=0" 25-11" 24'-l" 23-8 23-,Y ° 26w" 21'-2" 19'-11" 18'-6" 25-2" 22-9" 22--l' 28'-8" 27'-0" 25-1" Snow 20 15 19'-3' 18'-1" 10-8" 22' 9 21' 7 "0" 24-9" 24-0" 22 7' 2G-5 25-8'' 24` 8" 20'-0" 18'-10" 17'-4" 3'-10" 22'-5" 20'-8` 28-7" 25-6" 23'-6" 125% 20 20 18'-4' 17'-2" 15'-9" 21'-2 2,0 9 23'-1" 22'," 21-3' 24'-8 23-'3 22-9' 19' V' 17'-10" 16'-5" 22'-9' 21 -4"' 19-7' 4'-10"23'-11" 22'-3" 25 10 19' 3" 18'- 3" 17-0" 21'-10" 21'-5"' 20'-2" 23AT 23'4' 22'-8" 25-0" 24'-11" 24'.3" 20'-1" 19'-0" 17'-8" 23'-6" 22'-7" 21A" 26-7" 25-1" 23-11' 25 15 18'-0" 174' 16-0" 20'-5' 19-10 19' 1" 22'-3" 21'-8" 20'-10" 23-9' 23-1'' 22'4" 19'-2" 18'-0" 16-8" 21'-11" 21'-4" 19'-11' 3'-10" 23-3" 22'-5" 1 30 10 18'-0'' 17-5" 16'-3" 20'-5' 20-1"' 19'.5" 22'J' 21'-11" 21'-4" 23'-10 23-5' i22'-10" 19'-Z' 18'-2" 16'-11' 22'-0" 21'-7" 20'-2" 3'-11" 23'-6" 22'-11' O.C.c. Snow 301516-11" 16-7" 16-6" 19'-3' 18'-9 18'-2" 20'-11" 20'-5" 19'-10" 22'-5' 21'40'i 21' 2" 18'-3" 17'4" 16'-1" 20'-8" 20'-2" 19'-2" 22'-6" 22'-0" 21.4, 115% 40 10 16'-2" 15-11" 15-2" 19-3" 18-0' ; 1T-8" 19'-11" 19'-8" 19'-3" 214" 21'-0" 20'-7" 17'4" 16'-9" 15'-10' 19'-8" 19'-4" 18'-10' 21'-5" 21'-1" 20'-8" 40 15 164" 15'-0" 14'-6" 17-5" 17-1' 16-7" 18'-11" 18'-7" 18'-1" 20'-3" 19'-10" 19'4" 16'- 16'-2"' 15'-2" 18'-8" 18'4"'17'-10' 20'4" 20'-0" 19'-5" 50 10 14'-9" 14'- 6" 14-1" 16%8" 16-6' ; 16-2" 19-2" 1&0" 17-8" 19-5' 19-3i19-11"15'-10"15'-6" 14'-8" 17-11" 17'-9"'1T-5" 19'-7" 19'4" 19'-0" 50 15 14'-1" 13-10" 13'-7" 16'-0' 15-9' 164" 17.5" 1T-2" 16-9" 18'-8' 1&4 17-11" 15'-2" 14'-11" 14'4" 17'-2" 16-11" 16%6" 18'4" 18'-5" 18'-0" Non 20 10 18-10" 17- 9" 10-5' 22'-0 21 ' . 19'J' 24'-023-5" 22' 4" 25'- 25-0 24' 3" 19'-7 .18'-6"' 17'-2" 23'-4' 22'-G" 20'-5" 25'-9" 25'-0" 23'-3" Snow 20 15 1%'- 3" 16'-9" 15'-5" 20'-3 'y ° 118-4 22'-1" 21'-5" 2C ;' 23-8 22-11 22-0" 18'-6 1T-5" 16'-1" 1'-10"2G'-9" '9-2` 23-9" 23'-1" 21'-9" 125% 20 20 15'-11" 14 7" 18'-11 133 1 20'-" 1y'-11" 1a C' 22'-1 21-3 i 20-4" 17-8 16-7" 15'-3" 20'-4 19'-8"1.8-2" 22'-2° 21'-5" 20'-5" 25 10 17-3" 16-10" 15- 9" 19'-0" 19'-2"' 18'-7" 21' 3" 20AT 20'-3" 22'-9" 22-3"' 21'-8" 18'-6" 17'-7"' 164" 21'-0" 20'-7" 19'-6" 2'-10" 22'-5" 21%9" 25 15 16'-1" 16-7" 14'- 10" 18'-2' 1T-9 1T-1" 19'-10" 19'4' 18'-8" 21'-3" 20-8' 19'-11" 17'-3" 16'-8" 15'-5" 19%7" 19'-1" 184" 21'-4" 20'4' 20%0" 24" 30 10 16-1" 16-10" 151" 18'-3" 17-11" 17-0" 19'-11" 19'-T 19' 1" 21'-3" 20'-11"' 20'-5" 174" 16-10" 15'-8" 19'-7" 19'-3" 18'-9" 21%5" 21'-0" 20'-6" Snow 30 15 16-2" 14'-9" 144" 17-2' 16-9 16-3" 18'-9" 18'-3" 1T-8" 20'-0' 19-6 16-11" 16-3" 15'-11"14'-11' 18'-5" 18'-0" 17'-5" 20%1" 19'-8" 19'-0" 115% 40 10 14%5" 14'-2" 13'- 11" 164' 16-1' 16-9" 17'-10" 17-T 17-2" 19'-0" 19-9" 18'-5" 16-6" 15'-3" 14'-7" 17'-7" 17'4" 16'-11' 19'-2" 18'-10" 18'-6" 40 15 13'-8" 13-5" 13-1" 16-6 16-3' :14'-10" 16-11" 16-7" 16'-2" 18A" 17-9' 17-3" 14'-9" 14'-5" 14,-0" 16'4" 16.4. 15'-11 18'-2"17'-10" 17'4" 50 10 13'-2" 13'-0" 12'-9" 14%11' 14%9' 14'-6" 16-3" 16-1" 15-9" 17417-2" 16-10" 14'-2":13'-11" 13'-7" 16'-0" 15%10" 15'-7" 17'-5" 1T-2" 16'-7" 50 15 1 12'-7" 12'-4" 12' 1" 14'.3' 14'-0" : 13-9" 15'-7" 164' 14'-11" 16-6' 15-0' 15'-3" 13'-6"' 13'-4" 13'-0" 164" 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. Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 6000s 1.8 Series 25/16" Flange Width 8 4 BCI®6000s 1.8 BCI® 6000s 1.8 BCI® 6000s 1.8 BCI® 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 or to to or to to psq psf] Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non- -_ 20 10 26'-0" 24'-6' 22'-C 30'-11" 29'-2" 2T-0" 35-2" 33-2" 30'-9" 3$-10 36/" 34'-0" Snow 20 15 24'-7" 23-1" 21'-4" 29'-3" 27-6" 25'-4" 33-3" 31'-3" 28'-10" 36-9 34-6" 31'-10" 125% 20 20 23-0" 22'-0' 20'-2" 2"-11" 26'-1" 24'-0" 31'-9" 29'-9" 2T-4" 35-1 32'-1T 30'-2 25 10 24'-8" 234" 21'-8" 294" 27-9" 25-10" 33'4" 31'6" 29' 4' 36 10" 34'-10" 32'-5" 25 15 23-6" 22'-2' 20'-6' 28 0' 26 4 1 24'-5" 31'-10" 29'-11" 27'-9" 34-11" 33'-1" _ I 30'-8" 12" 30 10 23'-7" 22'-4" 20'-10 28'-0" 26'-7" 24'-9" 31'-11" 30'-2" 28'-2" 35'-1" 33-5" 31'-2" O.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" 20'-7" 19'-5" 25'-6" 24'6" 23'-1" 29'-0" 27'-10" 26'-3" 31'4" 30'-9" 29'-0" 23'- 9" 29'-3" 401521'-1" 20'-0" 18'-7" 25'-1" 22'-2" 27'-11" 2T-1" 25'-2" 29'-10" 27-10" 50 10 19'-10" 19'-1" 18'-1" 23-7" 22'-8" 21'6" 26'-9" 25'-9" 246" 28'-8' 28'-3" 27-1" 22' 6" 2T-0' 501519'-10" 18'-11" 1T-8" 23'-7" 21'-0" 25'-8" 25'-3" 23'-11" 2T-5" 26-5" Non" 20 10 23'6" 35 2' 33-2" 26' 6" 24'- 1j" 23-9' Snow201522'-3" 20'-11 19'-4" 30-2" 28'-04 26;12 33 4" 31 -4' 28 11" 125% 20 20 21 3" 19-11" 18'-4" 28 9 2611 24 9 25'-3" 23-8 21' 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'-4" 20'-1" 18'-7" 25'-4" 23'-10" 22'-1" 28'-3" 27-2" 25'-2" 30'-3" 29'-5" 27-9" 16" 30 10 21'-4" 20'-3" 18'-10" 25'-5" 24'-1" 22'-5" 28'-4" 27'-4' 25'-6" 30'-4" 29'-9" 28'-3" O.C. Snow 30 15 20'-6" 19'-4" 17'-11" 244 23 0' 214' 26 8" I_ 26- 0' 24'-3' 28 6" 27 10" 26-10 115% 40 10 19'-5" 18'-T 17'-7" 23 1" 22 2" 20-11" 25-5" 25-0' 23-10" 27-2" 26-9" 262" 40 15 19'- 1" 18'-1 16-10" 22-2" 21'-6- 20'-1" 24-2" 23'-8' 22'-10" 25-10" 25-4" 24'-8" 50 10 18'- 0" 1T-3" 16'4" 21'-3" 20'6" 19'6" 23'-2" 22'-11" 22'-2" 24'-9" 24'-6" 24'-1" 50 15 1T- 11" 1T-1" 16'-0" 20'-4" 20'-0" 19'-0" -_ 22'-2" 21'-10" 21'4" 23-9' 23-4" 22'-10" Non- 20 10 22'-1" 20'-10" 19'4' 26'-3" 24'-10" 23-C 29'-11" 28'-3' 26-2" 33-1' 31'-2" 28'-11" Snow 20 15 20'-11" 19'-8" 8'-2" 24'-1 i" 23'-5" 21 7 28'4' 26'-7" 24'-7" 30'-8" 29'-5" 27'-2" 125% 20 20 9'-11" 8'-8" 1T-2' 2 -9" 22'-3" 20'-5" 25-10" 25'-4" 23'-3" 28'-8" 27'-8" 25'-q" 25 10 21A" 19'-10" 18'6" 24'-11" 23'-7" 22'-0" 27-8" 26-10" 25'-0" 29'-7" 28'-11" 27'-8" 25 15 20'- 0" 18'-10' 17'-5" 23-8" 22'-5" 20'-9" 25'-9" 25'-1" 23'-7" 27-7" 26-10" 25'-11" 30 10 20'- 1" 19'-0" 17-9" 23'-9" 22'-7" 21'-1" 25'-10" 25'-5" 24'-0" 2T-8" 27-2"_ 26'-6" 0.2C. Snow3015 19'-3" 18'-2" 16'-10" 22'-4" 21'-7" 20'-0" 24'-4"- 23-9" 22'-10" 26'-0" 26-5" 24'-7" 115% 40 10 18'-3" 1T-6" 16-6" 21'-3" 20'-10" 19'-8" 23'-2" 22'-10" 22'-4" 24'-9" 24'-5" 23'-11" 40 15 1T- 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" 16'-2" 15--4" 19'-5" 19'-2" 18'-3" 21'-1" 20'-10" 20'-6" 22'-7" 22'-4" 21'-11" 50 15 164" 16'-1" 16-0" 18'-7" 18'-3" 17'-10" 20'-3" 19'-11" 19'-5" 21'-8" 21'-3" 20'-10" Non- 20 10 20'-6" 19'-4' 17'-11" 2'4" 23-0" 21'4" 27-9" 26'-2" 24'-3" 29'-9" 28'-11" 25-10" 23'-0" 21'- 8" 20'-0" Snow 20 1519'-4" 18'-2' 16'-10" 25 8" 24'-8' 2T-9" 27'-5" 26'-7" 25-2 125% 20 20 18'-6" 1''-3" 15'-1" 22'-0" 20'-7" 18-11" 23'-11" 23-1" 21'-7" 25'-7" 24'-9" 23-7 25 10 19'- 5" 18'4" 17-1" 22'-8" 21'-10" 20'-4" 24'-8" 24'-2" 23'-2" 26'-5" 25'-10" 25'-2" 25 15 18'- 6" 17-5" 16'-2" 21-2" 20'-7" 19'-3" 23'-0" 22'-5" 21'-8 24-8 24-0"_ 23'-2" 24" 30 10 18'-7" 17-7" 16'-5" 21-Z' 20'-10" 19'-6" 23-1" 22'-8" 22'-2" t 23'-8" 24'-9" 24-3" Snow 30 15 17'-7" 16-9" 15'-7" 19-11" 19'-6" 18'-T' 21-A 21'4" 20'-6" 23'-3" 22'-8" 21'-11" 115% 40 10 16'-9" 16-2" 15'-3" 19'-0" 18'-8' 18'-2" 29-8" 20'4" 20'-0" 22-1" 21A-" 21'-4" 40 15 15'- 11" 15-7" 14'-8" 18'-0" 17'-8" 1T-2" 19-8" 19'-3" 18'-9" 21'-0" 20'-7" 19'4" 50 10 15'- 3" 14'-11" 14'-3" 17-4" 17'-1" 16-10" 18'-10" 18'-8" 18'-4" 19'-10" 19'-5" 18'-9" 50 15 14'- 7" 14'4" 13-11" 16'-7" 164" 15'-11" 1T-11" j 17'4" 16'6" 18'-3" 1T-8" 16-10" Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. W and 125% Load Duration BCI® 6500s 1.8 Series 29/16" Flange Width 9%" BCI® 6500s 1.8 11'A" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 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 or to to or to to psf] psfj 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" 36'-2" 34'-1" 31'-8" 40'-0" 37'-8" 35'-0" Snow 20 15 25'-5" 23'-10" 22'-0'' 30'-2" 28'-4" 26'-1" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125%_ 20 20 24-3" 22'-8" 20'-10" 28'-9" 26'-11 24' 9' 32'-8" 30'-7" 28'-2" 36'-1" 33'-10" 31'-1" 25 10 25'-5" 24'-1" 22'-5" 30'-3" 28'-T' 26'-7" 34'-4" 32'-6" 30'-3" 37'-11" 35'-10" 33'-5" 25 15 24'-3" 22'-10" 21'-2" 28'-10" 27'-2" 25'-1" 32'-9" 30'-10" 28'-7" 36'-2" 34'-1" 31'-7" 30 10 24'-4' 23'-0" 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 31'-1" 29'-0" 36'-3" 34'-4" 32'-1" O.C. Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-7" 34'-8" 32'-10" 30'-6" 115% 40 10 2'-2" 21'-3" 20'-0" 26'-4" 25'-3 23'-10" 29'-11" 28'-8" 27'-1" 33'-0" 31'-8 29'-11" 40 15 21'-9" 20'-7" 19'-3" 25'-11" 24'-6" 22'-10" 29'-5" 27'-10" 25'-11" 31'-5" 30'4' 28'-8" 50 10 20'-6" 19'-8" 18'-8" 24'-4" 23'-4" 22'-2" 27'-8" 26'-7" 25'-2" 30'-2" 29'-4" 27'-10" 50 15 20'-6" 19'-6" 18'-3" 24'-4" 23'-2" 21' 8'" 27'-0" 26'-4" 24'-8" 28'-11" 28'-5" 27'-3" Non- 20 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2' 25'-3' 32'-10" 30'-11" 28'-8" 36'-3" 34'-2'' 31'-9" Snow 20 15 23'-0.. 21'-7" 19'-11" 27'-4" 25-8" 23'-8" 31'-1" 29'-2" 26'-11" 34'-4" 32'-3 29'-9" 125% 20 20 21' 11 20'-6" 18'-11" 26'-1" 24'-5' 22'-5' 29'-8" 27'-9" 25'-6" 32' 9' 30'-8 28'-2" 25 10 23'-1" 21'-10" 20'-4" 27'-5" 25'-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" 25 15 22'-0" 20'-8" 19'-2" 26'-1" 24'-7" 22'-9" 29'-8" 27'-11" 26-11" 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'-1" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-1" 26-11" 25'-0" 30'-0" 29'-4" 27'-7" 115% 40 10 20'-0" _- 19'-3" 18'-2" 23'-10" 22'-10" 21'-7" 26'-9" 26'-0" 24'-6" 28'-7" 28'-2" 27'-1" 40 15 19'-9" 18'-8" 17'-5" 23'-4" 22'-2" 20'-8" 25'-5" 24'-11" 23'-6" 27'-2" 26'-8" 25'-11" 50 10 18 6" 17'-9" 16-11" 22'-1" 21'-2" 20'-1" 24'-5" 24'-1" 22'-10" 26'-1" 25'-9" 25'-3" 50 15 18 6" 17'-8" 16'-6" 21'-5" 21'-0" 19'-8" 23'-5" 23'-0" 22'-4" 25'-0" 24'-7" 24'-0" Non- 20 10 22' 10" 21' 6" 20'-0'' 27'-1" 25'-7" 23'-9" 30'-10" 29'-1" 27'-0" 34'-0" 32'-1" 29'-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-1" 22'-3" 29'-2" 27'-5" 25'-4" 32'-3" 30'-3 27'-11" 125% 20 20 20W" 19'-3" 17'-9" 24'-6" 22'-11 ' 21'-1" 27'-10" 26'-1" 24'-0" 30'-2" 28'-9" 26'-6" 25 10 21'-8" 20'-6" 19'-1" 25'-9" 24'-4" 22'-8" 29'-1" 27'-8" 25'-9" 31'7" 30'-6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-1" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0" 28'-3" 26'-11" 30 10 20' 8" 19'-7" 18'-3" 24'-7" 23'-3" 21' 9" 27'-3" 26'-6" 24'-8" 29'-1" 28'-7" 27'-4" o. 2 Snow 30 15 19'-10" 18'-9" 17'-5" 23'-6" 22'-3" 20'-8" 25'-7" 25'-0" 23'-6" 27'-5" 26-9" 25'-11" 115% 40 10 18'-10.' 18'-1" 17'-1" 22'-4" 21'-5" 20'-3" 24'-4" 24'-0" 23'-0" 26'-1" 25'-8" 25'-2" 40 15 18'-6" 17'-6" 16'-4" 21'-3" 20'-10" 19'-5" 23'-2" 22'-9" 22'-1" 24'-9" 24'-4" 23'-8" 50 10 17' 5" 16'-8" 15'-10" 20'-5" 19'-10" 18'-10' 22'-3" 22'-0" 21'-5" 23'-9" 23'-6" 23'-1" 50 15 17'-3" 16'-7" 15'-6" 19'-7" 19'-3" 18'-5" 21'-4" 21'-0" 20'-6" 22'-10" 22'-2" 21'-2" Non- 20 10 21'-1" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-6" 26'-11" 25'-0'' 31'-4" 29'-9" 27'-7" Snow 20 15 20'-0" 18'-9" 17'-4" 23'-9" 22'-4" 20'-7" 27'-0" 25-5" 23'-5" 28'-11" 28'-0'' 25-11" 125% 20 20 19 1' 17'-10" 16'-5" 22'-8" 21'-3 19'-6 , 25'-3" 24'-2" 22'-2" 26'-11" 26'-0'' 24'-6" 25 10 20'-0" 18'-11" 17'-8" 23'-10" 22'-6" 21'-0" 26'-0" 25'-6" 23'-10" 27'-10" 27'-3" 26'-4" 25 15 19'-1" 18'-0" 16'-8" 22'-3" 21'-5" 19'-10" 24'-3" 23'-7" 22'-6" 25'-11" 25'-3" 24'-4" 24" 30 10 19'-2" 18'-2" 16'-11" 22'-4" 21'-7" 20'-1'" 24'-4" 23'-11" 22'-11" 26'-0" 25'-7" 24'-11" O.C. Snow 30 15 18'-4" 17'-4" 16'-1" 21'-0" 20'-6" 19'-1" 22'-10" 22'-4" 21'-7" 24'-5" 23'-11" 23'-1 115% 40 10 17'-5" 16'-8" 15'-9" 20'-0" 19'-8" 18'-9" 21'-9" 21'-5" 21'-0" 23'-3" 22'-11" 22'-3" 40 15 16'-9" 16'-2" 15'-1" 19'-0" 18'-7" 18'-0" 20'-8" 20'-4" 19'-3" 21'-7" 20'-91. 19'-8" 50 10 16'-1" 15'-5" 14'-8" 18'-3" 18'-0" 17'-5" 19'-6" 19'-0" 18'-5" 19'-10" 19'-5" 18'-9" 50 15 15'-F' 15'-2" 14'-4" 1 17'-3" 16'-8" 15'-11" 1 17'-11" 17'-4" 16'-6" 1 18'-3" 17'-8" 16'-10" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Slope roof joists at least 'A" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Ilk Roof Span Tables Maximum clear span in feet and inches, based on horizontal spans. and % Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 3'/2' Flange Width 11'/d' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11/e' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Live Dead 4/12 4/12 8/12 4/12 4/12 8/12 4112 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 or to to or to to or to to or to to psf] [psf] Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8112 12/12 Less 8/12 12/12 Non- 20 10 34'-1" 32'-2" 29'-10 38-9 36'-7" 33'-11 42' 11" 40'-6 37'-7" 39'-0" 36'-10" 34' 2' 44'-3 41'-9" 38-9" 49'-0" 46'-3" 42'-11" Snow 20 15 32'-4" 30 4" 28'-0' 36'-9' 34'-6" 31'-10" 40 8 38'-3' 35'-3" 37'-0" 34'-9" 32' 1 41'-11 i 39 4"; 36' 4' 46' S" 43'-7" 40' 3" 125% -- 20 20 33'-5" 35'-3" 33'-0" 30'-4" F39'-11' 37' F 34'-5" 44' 3" 41'-5" 38'-1" 30'-10' 28'-10" 26'-6" 35'-1" 32'-10' 30'-2" 38'-10" 36'-4" 25 10 32'-5" 30'-7" 28'-6" 36'-10' 34'-10' 32'-5" 40'-10' 38'-7" 35-11" 37'-1" 35'-0" 32'-7" 42'-0"139'-8"'i36'-11" 46'-6" 44'-0" 40'-11" 35'-2" 33'-1" 30'-7" 38-11" 36'-8" 25 15 30"-11" 29'-1" 26'-11' 33'-11" 35'-4" 33'-3" 30'-10" 40'-1' 37'-9" 34'-11" 44'-4" 41'-9" 38'-8" 12" O.C. 30 10 Snow 30 15 35'-5" 33'-7" 31'-4" 34'-0" 32'-1" 29'-9" 1 40'-2" 38'-0" 35'-6" 38'-6" 36'-4" 33'-9" 44'4' 42'-1" 39'-4" 42'-8" 40'-3" 37'-4" 31'-0" 29'-4" 27'-4" 35'-3" 33'-4" 31'-1" 39'-0" 36'-11" 34'-5" 29'-8" 28'-0" 26--0" 33'-9" VAT 29'-7" 3T-5" 35'-3" 32'-9" 115% 40 10 28'-2" 27'-0" 25'-6" 32'-1" 30'-9" 29'-0" 35'-6" 34'-1" 32'-2" 32'-3" 30'-11" 29'-2" 36'-6" 35'-0" 33'-1" 40'-6" 38'-10" 36'-8" 40 15 27'-9" 26'-3" 24'-6" 31'-7" 29'-10" 27'-10' 34'-11" 33'-1" I30'-10' 31'-9" 30'-0" 28'-0" 36'-0" 34'-0" 31'-9" 39'-10" 37'-9" 35'-2" 50 10 26'-1" 25'-0" 23'-9" 29'-8" 2T-6" 27'-0" 32'-11" 31'-6" 29'-11" 29'-10" 28'-8" 27'-2" 33'-10" 32'-5" 30'-10' 37'-6" 35'-11" 34'-2" 29'-8" 28'-3" 26'-5" 50 15 26'-1" 24'-10" 23'-3" 32'-11" 31'-4" 29'-3" 29'-10" 28'-5" 26-7"' 33'-10" 32'-3" 30"-1" 37'-6" 35'-8" 33'-5" Non- 20 `10 30'-11" 29-2 27'-1" 35'-2" 33'-2" 30'-9" 38'-11 36'-9' 34'-1" 35'-4" 33-4" 31'-0 40'-1' 37'-10" 35 1" 44'-5" 41'-11" 38'-11" Snow 20 15 29'-3" 27'-6 25'-5' 33'-4" 31'-3" 28'-10" 36'-11 ' 34'-8' 32'-0" 33'-6" 31 -6'' 29'-fi' 37'-11" 35'-8" 3211" 42'-0" 39'-6" 36'-6" 20 20 27'-11" 26'-2" 24'-1 31'-9" 29'-9" 27'-4" 35'-2" 32'-11" 30'4" 31'-11" 29'-11" 27'-6" 36'-2 _ -' i" 31'-2" 40'-1" 37'-7" 34'-7" 25 10 29'-4" 27'-9" 25'-10" 33'-5" 31'-7" 29'-5" 37'-0" 34'-11" 32'-7" 33'-7" 31'-9" 29'-7" 38'-1":36'-0" 33'-6" 42'-2" 39'-10" 37'-1" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 2T-9" 35'-3" 33'-2" 30-4- 32'-0" 30'-2" 27'-11" 36'-3" 34'-2" 31'-8" 40'-2" 37'-10" 35'-1" 16" O.C. 30 10 Snow 30 15 28'-1"I 26'-11" 26'-7" 25'-5" 24'-10" 23'-7" 31'-11" 30'-7" 30'-3" 28'-10' 28'-2" 26'-10' 35'-4"' 33'-11" 33'-6 32'-0 31'-3" 29'-8" 32'-1" 30'-5" 28'-4" 30'-9" 29'-0" 27'-0" 36'-4' 34'-5" 32-2" 34'-10"32'-11" 30'-7" 40'-3" 38'-2" 35'-8" 38'-7" 36'-5" 33'-10" 115% 40 10 25'-6" 24'-6" 23'-1" 29'-0" 2T-10' 26'-4" 32'-2" 30'-10' 29'-2" 29'-2" 28'-0" 26'-5" 33'-1" 31'-9" 30--0" 36'-8" 35'-2" 33'-3" 27'-1" 25'-3" 31'-8" 30'-0" 27'-11" 40 15 25'-1" 23'-9" 22'-2" 28'-7" 28'-9" 2T-2" 25'-4" 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'-0" 25'-11" 24'-7" 30'-7" 29'-5" 27"-11" 33'-11" 32'-7" 30'-11" 23'-7" 25'-7' 23-11" 28'-7" 27'-8" 26'-5" 50 ( 15 22'-6" 21'-0" 26'-10' 27'-0" 25'-9" 24'-1" 30'-7", 29'-2"; 2T-3" 33'-11" 32'-4" 30'-3" Non- 20 10 29'-1" 27 5' 25'- 33'-0" 31'_2" 28'_11" 36'_7" 34`_6" 32'_0" 33' 3" 31'-4" 29'_1" 37'4'135'4'133=0" 41-8" 39'_4„ 36'-7" 27'-6" 25'-10' Snow 20 15 23'-10' 31'-3" 29'-5" 27'-1" 34 8" 32'-7" 30-1" 31'-5" 29 7 27'-3" 35-8 t33 6" 30'-11" 39-6" 37'-1" 34'-3" 1250X 20 20 30'-0" 28-1 25'-10" 34'-0" !31-10"' 29' 3" 37'-8" 35'-3" 32'S" 26'-3" 24'-7" 22'-7" 29'-10" 27'-11" 25'-8" 33-0" 30'-11" 28'-6" 25 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10' 30'-7" 31'-6" 29'-10" 27'-9" 35'-9" 33'-10" 31'-6" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24'-9" 22'-11 " 29'-11 " 28'-2" 26'-1" 33'-1" 31'-2" 28'-11" 30'-1" 28'4" 26-3" 34'-1" 32-1" 29'-9" 37'-9" 35'-7" 32'-11'' 19.2 30 10 Snow 30 15 26'-4" 25'-3" 25'-0" 23'-10" 23'-4" 22'-2" 30'-0" 28'-9" 28'-5" 27'-1" 26'-6" 25'-2" 33'-2" 31'-5" 31'-10" 30'-0" 29'-4" 27'-11" 30'-1" 28'-7" 26'-8" 28'-10" 27'-3" 264" 34'-2" 32'-4" 30'-2" 32'-9" 30'-11" 28'-8" 37'-10" 35-10" 33'-6" 36'-3" 34'-3" 31'-10" 115% 40 10 24'-0" 23'-0' 21'4" 27'-3' 26'-2"I24 8' 30 2" 29'-0" 27'-4" 23' 27'-56'-24'-10 31'-0' 29-10" 28'-2" 34'-5' 33'-0" 31'-2" 40 15 23'-7" 22'-4" 20'-10"I26'-10' 25'-5" 23-8"28-1" 27'-0" 25'-7" 26'-11" 25'-6" 23'-10'I 30'-7' 28'-11"- 27'-0" 33'-10" 32'-1" 29'-11" 50 10 22'-2" 21'-3" 20'-3"I25'-3" 24'-2" 23'-0" 25'-10" 25'-3" 24'-5" 25'4" 24'-4" 23'-1"I28'-8" 27'-7" 26'-2" 31'-10" 30'-7" 29'-1" 50 15 22'-2" 21'-2" 19'4" 23'-9" 23'-0" 21'-11" 23'-9" 23'-0" 21'-11" 25'4" 24'-2" 22'-7" 28'-8" 27'-5"' 25'-7" 29'-8"; 28'-8" 27'-5" Non 20 10 26' 11" 25'-5" 23'-7" 30'-7' 28'-10'2 10. 33'-11" 32'-0" 29'-8" 30'4' 29--0" 27'-0" 34'-'10 2-11' 30'-7" 38'-7" 36'-5" 33'-10" 25'-6" 23'-11" 22'-1" 28'-11" 27'-2" 25'-2" 32'-1" 30'-2" 2T-10' Snow 20 15 29'-1" 27'-4" 25'-3" 33'-0" 31'-0"'. 28'-8" 36'-7" 34'-4" 31'-9" 20 20 24'-3" 22'-9" 20'-11" 27'-7" 25'-10" 23'-10' 30 28'-8 26'-4" 2%'-5' 26'-0" 23' 11' 31'-5" 29 27'-1" 34'-10" 32'-8" 30'-1" 25 10 25'-6" 24'-2" 22'-6'" 29'-0" 27'-6" 25'_7" 32'_2" 30'-5'" 28'_4" 29'_2" 27'-7" 25'-9" 33'_1"' 31'_4" 29'-2" 36'-8" 34'-8" 32'-4" 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26'-1'" 24'-2" 30'-8" 28'-11" 26'-9" 27'-10" 26'-3" 24'-4" 31'-6" 29'-9" 27'-6" 34-11" 32'-11" 30'-6" 24" O.C. 30 10 Snow 30 15_ 27'-2" 24'-5" 27'-11" 26'-5" 24'-8" 26'-9" 25'-3" 23'-5" 31'-7' 29'-11' 28'-0" 30'-3" 28'-7" 26'-7" 35'-0" 33'-2" 31'-0" 33'-7" 31'-8" 29'-5" 24'-5" 2_3'-4" 23 -1" 22'-1" 21'-7" 20'-6" 27'-9" 26'-7" 26'-3" 25'-1" 24"-6" 23'-4" 30'-9" 29--1" 27'-4" 26'-1" 115% 40 10 22'-2" 21'-3" 20'-1" 24'-9" 24'-1" 22'-10' 24'-9" 24'-1" 23'-1" 25'-4" 24'-4" 23--0" 28'-8" 27'-7" 26'-1" 30'-11" 30'-0" 28'-10' 40 15 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" 21'-10" 50 10 20'-6" 120'- 8" 19'-8" 18'-9" 20'-8" 20'-2" 119'-6" 20 -8" 20'-2" 19'-6'" 23'-5" 22'-6" 21'-5" 25'-7' 24'-11" 24'-1" 25'-9" 25'-2" 24'-4" 50 15 19'-0" 18'-4" 17'-6" 19'-0" 18'-4" 17'-6" 19'-0" 18'-4" 17'-6" 23'-4" 22'-4" 20.-111. 23'-6" 22'-9" 21'-8" 23'-8" 22'-11" 21'-10" Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 7 115-1/6 and 1251/6 Load Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 4500s 1.8 Series 11/4" Flange Width 9'/2" BCI® 4500s 1.8 11'/8" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Non- Non- Non- Non - Span Snow Snow Snow Snow Snow Snow Snow Snow Length 115% 125% L/240 115% 125% U240 115% 1( 25%) U240 115% 125% U240 6 315 343 338 367 - 353 383 356 387 7 270 294 289 315 - 302 329 305 332 8 236 257 253 275 - 264 287 267 290 9 210 228 225 245 - 235 255 237 258 10 189 205 202 220 - 211 230 214 232 11 172 187 184 200 - 192 209 194 211 12 147 160 169 183 - 176 191 178 193 13 125 136 156 169 - 162 177 164 179 14 108 118 107 139 151 - 151 164 152 166 15 94 102 88 121 131 - 141 153 142 155 16 83 90 73 106 115 - 126 137 133 145 17 73 80 61 94 102 - 111 121 125 136 18 65 67 51 84 91 - 99 108 113 123 19 58 58 44 75 82 73 89 97 102 111 20 49 49 38 68 74 63 80 87 92 100 21 43 43 33 61 67 54 73 79 83 90 22 56 61 47 66 72 76 82 23 51 54 42 61 66 _ 69 75 24 47 48 37 56 60 54 64 69 25 43 43 32 51 56 48 59 64 26 47 51 42 54 59 27 44 48 38 50 54 28 41 44 34 47 51 46 29 43 47 41 30 1 1 40 44 37 Total Load values are limited by shear moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least %4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. t Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes; see pages 15-18. BCI° 5000s 1.8 Series 2" Flange Width 9'/2" BCI® 5000s 1.8 1 V/8" BCI® 5000s 1.8 14" BCIO 5000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Snow Non -Snow Snow Non -Snow Snow Non -Snow Length 115% 125%) L/240 115% 125% U240 115% 125%) L/240 6 315 343 338 367 - 353 383 7 270 294 289 315 - 302 329 8 236 257 253 275 - 264 287 9 210 228 225 245 - 202 220 - 184 200 - 235 211 192 255 230 209 10 189 205 - 11 172 187 - 12 157 171 176 162 191 177 169 183 - 156 16913145158 - 14 125 136 120 144 157 - 151 164 15 109 118 98 135 147 - 141 153 16 95 104 81 122 133 - 132 143 17 85 89 68 108 118 - 96 105 - 87 94 82 78 85 71 71 77 61 124 114 103 93 84 135 124 112 101 91 18 75 76 58 19 65 65 49 20 56 56 42 21 48 48 37 22 42 42 32 64 70 54 76 83 23 59 62 47 70 76 68 24 54 54 41 64 70 60 25 48 48 37 59 64 54 26 43 43 33 55 59 48 27 51 55 43 28 47 50 38 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) H i •Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI° 6000s 1.8 Series 25/16" Flange Width 9%" BCI® 6000s 1.8 117/a" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Non- Non- Non- Non - Span Snow Snow Snow Snow Snow Snow Snow Snow Length 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 145 158 135 161 175 167 182 170 185 15 126 137 111 150 163 156 169 159 173 16 111 121 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 70 53 82 89 78 93 101 24 61 61 47 75 81 68 86 93 25 54 54 42 69 75 61 79 86 26 49 49 37 64 69 54 73 79 27 43 43 33 59 63 48 67 73 65 28 1 1 1 55 57 44 1 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 Ioists 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. Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-18. BCI° 6500s 1.8 Series 29/16" Flange Width 9'/2" BW 6500s 1.8 117/8' BCI° 6500s 1.8 14" BCI® 6500s 1.8 16" BCII 6500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Non- Non- Non- Non - Span Snow Snow Snow Snow Snow Snow Snow Snow Length 115% 125% L/240 115% 1259% L/240 115% 125% L/240 115% 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245_- 234 254 238 259 11 196 213 204 222 213 231 F- 217 236 12 180 1_ 196 187 204 195 21= 1.99- _ 216 13 166 180 173 188 180 196 183 199 14 154 168 147 161 175 167 182 t 170 185,_-_ 150 16315140152121 156 169 159 173 140 15316123132101 146 159 149 162 17 109 94 80 111 94 80 85 72 61 132 125 112 144 135 122 118 101 137 j 149 T 130 141 123 134 140--___ 132 125 152 144 1 - 136 - 18 19 101 110 8720696953 117 127 119 1_29 91 99 7621606046 108 118 113 123 22 52 46 52 46 40 35 83 76 87 T 76 66 58_ 99_ 107 96 108 118 23 98 84 103 112 24 41 41 31 67 67 51 90 - 83 90 74 95 1033 25 2 i --- 60 53 53 45 40 T 76 83 71 776066 59 87 81 95 881 79 27 47 47 36 65 69 1 53 75 81 I_ 71 28 43 43 32 61 62 47 69 76 11 63 65 60 57 66 52 47 29 56 56 ' 51 51 46 46 43 39 35 30 31 53 50 62 56 51 43 39 32 42 42 32 33 34 47 47 36 35 43 43 33 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 23 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z" per foot or less. For steeper slopes, see pages 15-18. BCI° 60s 2.0 Series 25/16" Flange Width BCI° 90s 2.0 Series 3'/z' Flange Width 117/s" BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11%" BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Total Load Deflect, Total Load Deflect, Total Load Deflect, Total Load Deflect, Total Load Deflect- Total Load Deflect, Span Length Non- Snow Snow o 0 Non- Snow Snow 0 0 Non- Snow Snow 0 0 Non- Snow Snow 0 0 Non- Snow Snow 0 0 Non - Snow Snow 0 0 6 413 354 309 275 247 225 206 190 177 165 154 145 137 130 123 118 106 93 82 73 651 58 52 47 43 j 449 1 385 336 299 269 245 224 207 192 j 179 1168 158 149 141 134 121 106 93 82 a 73 65 58 52 47 43 123 106 92 81 71 63 56 50 44 40 36 32 413 354 309 275 247 225 206 190 177 165 154 145 137 130 123 118 112 107 103 99 94 85 76 69 62 56 51 47 43 449 385 336 299 269 245 224 207 192 179 168 158 149 141 134 128 122 117 112 106 94 85 76 69 62 56 51 47 43 103 91 1 81 72 65 58 52 47 43 39 36 33 413 354 309 275 247 225 206 190 177 165 154 145 137 130 123 118 112 107 103 99 95 91 88 85 82 76 69 63 58 53 449 385 336 299 269 245 224 207 192 179 168 158 149 141 134 128 122 117 112 107 103 99 96 92 84 76 69 63 58 53 87 78 71 64 58 53 48 44 41 507 551 - 434 472 - 380 413 - 338 367 - 304 330 - 276 300 - 253 275 - 234 254 - 217 236 - 202 220 - 190 206 - 178 194 - 169 183 - 160 174 - 152 165 - 144 157 134 138 150 118 132 136 104 120 120 92 107 107 82 96 96 73 86 86 65 77 77 59 70 70 53 63 63 48 57 57 44 52 52 40 48 48 36 44 44 33 40 40 31 510 555 - 437 476 - 383 416 - 340 370 - 306 333 - 278 302 - 255 277 - 235 256 - 218 238 - 204 222 - 191 208 - 180 196 - 170 185 - 161 175 - 153 166 - 145 158 - 139 151 - 133 144 - 127 138 - 122 133 117 117 128 104 113 123 94 109 110 84 100 100 76 91 91 69 82 82 63 75 75 57 69 69 52 63 63 48 58 58 44 514 559 - 441 479 - 385 419 - 343 372 - 308 335 - 280 305 - 257 279 - 237 258 - 220 239 - 205 223 - 192 209 - 181 197 - 171 186 - 162 176 - 154 167 - 147 159 - 140 152 - 134 145 - 128 139 - 123 134 - 118 129 - 114 124 - 110 119 - 106 115 102 102 111 93 99 108 85 96 101 77 92 92 71 85 85 65 78 78 59 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 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. BCI° Design Properties End Reaction [Ibs] Intermediate Reaction [Ibs] BCI® 1'/" Bearing 3'/" Bearing 3'/" Bearing 5%" BearingJoistDepthWeightMomentElx106Kx106Shear Series inches] plf] ft-Ibs] lb-in2][Ibs] Ibs] No WSJ') WS(2) No WSOI WS(2) No WSJ') WS(2) No WSJ') WS(2) 9'/ z 2.1 2360 155 5 1475 950 1125 j 1125 1275 2100 2350 2525 2750 4500s 11'/a 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 i 1450 1725 2350 3050 2525 3200 16 1 3.0 4090 1 515 9 1 1975 950 1625 ; 1475 1975 2400 3200 2525 3350 9'/ 2 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 2525 2750 5000s 11'/a 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'/ z 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 2_8502900 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'/ z 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 1175 1425 1425 1475 2750 2850 3200 3250 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 3200 3650 2.0 2.0 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 3200 3750 11% 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 4350 90s 2. 0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 4450 16 4.9 13050 1330 9 2550 1475 2150 t 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 CC ESR 1336 (IBC, IRC) A _ Swl' + wl, 384 EI K 4 = deflection [in] w = uniform load [lb/in] I = clear span [in] EI = bending stiffness [lb -in'] K = shear deformation coefficient [lb] BCI° Closest Allowable 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 NailSizeC c' ed of I ,. inches inches cnes ir,clesj 8d Box (0.113"o x 2.5") 2 1'/2 4 1 z 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"o x 3", 3.25") 16d Common 0.162"o x 3.5" 3 2 6 4 BCI° DiaDhraam Table (1) Diaphragm Capacity (2)f33) [lb/ft] BCISeriesUnblockedIBlocked4500s, 5000s IAs permitted for 2x framing in building code 320 Ib/ft for 6" o.c. nailing @ panel edges 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edges 6000s, 6500s As permitted for 3x framing in building code 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered @ panel edges 60s, 90s As permitted for 3x framing in building code As permitted for 3x framing in building code with nail spacing no closer than 3" o.c. NOTES If more than one row of nails is used, the rows must be offset at least inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI® 60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306. 3.1 of the IBC or Table 23-11-H of the U BC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade Rimboard Boise Cascade Rimboard Product Profiles ILA it 111, 11/811 11I BC RIM BC RIM BOARD® OSB BOARD®* 15/16" 1g/411 VERSA -LAM® VERSA -LAM® 1.4 1800* 2.03100 91 /2" 117/811 14" 1611 Product may not be available. Check with supplier or Boise Cascade representative for availability. 1104% Perpendicular Parallel 4^diathroughbolts Grades A&B,SAE ASTMA307Exterior Wall Sheathing J429 Grades 1 or 2, or higher with washers and nuts) See chart for vertical load capacity. See chart for vertical load capacity. or ih" dia lag screws (full penetration), staggered Ma01ar BCI'/AJS'Min. connection for 40/10 psf deckloading:__ _ PerpendicDeck Joist Length ,Connection parallel to12'-0" & less 2 rows Wbolt or lag screw, 24• o.c. 300 pit max1. _... 12' d" —18'-0• - 2 rows 1h" bolt or lag screw, 16• o.c. (450 plt max.) Note: For snow bads greater than 40 psf, and/or dead loads greater than 10 psf size connection per max pf values shown above. Rimboard Notes: 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. Min. 8d nails at 6" o.c. per IRC. For use of proprietary screws to attach ledger, consult screw manufacturer literature. Connectionperdesignprofessionalofrecord' s specification for shear transfer. 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. Boise Cascade Rimboard Properties 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/inz Ib/in2 Ib/in2 Ib/in2 1" BC RIM BOARD& (2) 1" BC RIM BOARD" OSB (2) 3300 3500 180 Limited span capabilities, see note 2 11/ 8" BC RIM BOARD® OSB Izj 4400 3500 180 Limited span capabilities, see note 2 15/, 6" VERSA-LAM91.4 1800 (1) 6000 4450 Permitted per building code for all nominal 1800 1 1,400,000 225 525 2" thick framing floor diaphragms 1 /." VERSA -LAM® 2.0 3100 (,l 5700 4300 Permitted per building code for all nominal 3100 2,000,000 285 750 2" thick framing floor diaphragms Notes ProductClosest Allowable Nail Spacing - 1. See ICC ESR 1040 for further 1" BC RIM BOARD" (2) 1'/" BC RIM V/16" VERSA -LAM' 1'/4" VERSA -LAM® NarrowFace [in] product information. 1" BC RIM BOARD" OSB (2) BOARDO OSB (2) 1.4 1800 (11 2.031000) 2. See Performance Rated 8dBox (0.113"o x 2.5") 3 3 3 3 Rim Boards, APA EWS 3 3 3 3 8dCommon (0.131"o x 2.5") W345K for further product 10d & 12d Box (0.128"o x 3", 3.25") 3 3 information. 16d Box (0.135"o x 3.5") See publication in note 2 for 3 3 10d & 12d Common & further nailing information. 4 4 16dSinker (0.148"o x 3", 3.25") I 16d Common (0.162"o x 3.5") 6 6 VERSA -LAM° Products An Introduction to VERSA -LAM° Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. VERSA -LAM° Beam Architectural Specifications Scope. This work includes the complete furnishing and installation of all VERSA - LAM® beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. Design: VERSA -LAM® beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing 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. Allowable Holes in VERSA -LAM° Beams See Note 3 Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw / 3 Depth anywhere within the shaded area of the beam. o p '/3 Depth 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/., 7'/4" 1" 9'/4" and greater 2" 3 Span 1/3 Span 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. VERSA -LAM° Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and lateral restreint at bearing. W air space required Strap per code if top plate is not continuous over header. Verify hanger capacity withy hanger between manufacturer VERSA -LAM® concrete column and wood. Column connector per design Trimmers 1®' professional t'c' of record Slope seat cut Bevel cut r Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush 1 with inside of wall Strap per code if Sloped seat cut. 1 Hanger top plate is not Not to exceed 1 continuous inside face t of bearing. DO NOT bevel cut VERSA -LAM® beyond inside face of wall without approval from Blocking not shown for clarity. Boise Cascade EWP Engineering Moisture barrier between concrete and wood1 or BC CALC" software analysis. VtKZ,A-w.m- instanation Notes Minimum of %" air space between beam and wall pocket or adequate barrier must be VERSA -LAM® beams are intended for interior applications only and should be kept as dry provided between beam and concretelmasonry, as possible during construction. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or top bearing framing). your region's Specifier Guide. Multiple Member Connectors Side -Loaded Applications Maximum Uniform Side Load [pIq Nailed (3) G" Dia. Through Bolt" Dia. Through Bolt") Number 2 rows 16dofSinkers@Members12" o.c. 3 rows 16d Sinkers @ 12" o.c. 2 rows @ 24" o.c. staggered 2 rows @ 1r2 o.c. staggered 2 rows @ 6" o.c. sta Bred 2 rows @ 24 o.c. staggered 2 rows @ 12" o.c. staggered 2 rows @ 6" o.c. sta ered 1W VERSA -LAM® (Depths of 18" and less) 2 470 705 1 505 1 1010 2020 1 560 1120 1 2245 3« 350 525 375 755 1515 ; 420 840 1685 4(3) use bolt schedule 335 670 1345 1 370 745 1495 31/' VERSA -LAM" 2(3) use bolt schedule 1 1715 1 N/A 1 1125 2250 N/A 1%" VERSA -LAM® (Depths of 24") Number Nailed (3) 2" Dia. Through Bolt') Dia. Through Bolt" of Members 3 rows 16d Sinkers @ 12" o.c. 4 rows 16d Sinkers @ 12" o.c. 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" staggered 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 30 525 705 565 755 1135 630 840 1260 4 (1 use bolt schedule 505 670 1 1010 560 745 1 1120 1. Design values applIyy to common bolts that conform fo ANSI/ASME standard B18.21-1"l (ASTM A307 Grades A0' SAE J42 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2" for K' 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). Top -Loaded Applications Fortop -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing t't Maximum Uniform Load From One Side Depths 11W & less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf 2) 13/." plies Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 plf Depths 11'/e" & less 2 rows 16d box/sinker nails @ 12" o.c. 300 plf 3) 1'/."" plies M Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 450 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 600 plf Depths 18" & less 2 rows''/? bolts @ 24" o.c., staggered 335 plf Depth = 24" 3 rows Y" bolts @ 24" o.c., staggered every 8" 505 plf Depths 18" & less 2 rows'6" bolts @ 24" o.c., staggered 855 plf2) 3Yz" plies Depth 20" - 24" 3 rows %:" bolts @ 24" o.c., staggered every 8" 1285 plf 1. The nail schedules shown apply to and by 25% for non -snow bad roofs 7. Connection values are based upon both sides of a 3-member beam. where the building code allows. the 2012 NDS. 2. 16d box nails = 0.135' diameter x 5. Use allowable load tables or BC 8. FastenMaster TrussLok, Simpson 3.5' length, 16d sinker nails = 0.148' CALC° software to size beams. Strong -Tie SDW or SDS, andUSPdiameterx3.25' length. 6. An equivalent specific gravity of WS screws may also be used to 3. Beams wider than 7' must be 0.5 may be used, when designing connect muhiple member VERSA - designed by the engineer ofrecord. specific connections with LAM' beams contact Boise 4. All values in these tables may be VERSA -LAM®. Cascade EWb Engineering for increased by 15 % for snow -load roofs 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 13/<" ply VERSA -LAM ` that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14' / 2 + 18' / 2 = 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC" to size beam. A Triple VERSA -LAM' 2.0 3100 13"' 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: ',4" diameter 2 rows @ 12" staggered 755 pit is greater than 450 plf OK VERSA -LAM° Floor Load Tables VERSA -LAM° 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] 1%" VERSA 2.0 3100 Double Ply l%" VERSA -LAM® 2,0 3100 or Triple Ply l%" VERSA -LAM® 2.0 3100 or Quadruple Ply 1%" VERSA -LAM' 2.0 3100 orSpanSPLAM® 3'/2" VERSA -LAM 2.0 3100 5%Y VERSA -LAM 2.03100 7" VERSA -LAM 2.0 3100 ft] 7'/." 9%z" 117/a" 14" 71/4" 9'/" 11%a" 14" 16" 18" 24" 91/2" 117/" 14" 16" 18" 20" 24" 117/" 14" 16" 18' 20 24 763 1063 1424 1795 1525 2126 2849 3590 4387 5232 5226 3189 4273 5384 6580 7848 7845 7838 5697 7179 8773 10463 10459 10451 6 762 1525 1.8/4.4 2.416.1 3.318.2 4.1/10. 1.814.4 2.416.1 3.318.2 4.1110.3 5112.6 6/15 6/15 2.4/6.1 3.3/8.2 4.1/10.3 5/12.6 6/15 6/15 6/15 3.318.2 4.1110.3 5112.E 6115 6/15 6/15 479 746 979 1207 957 1492 1957 2414 2886 3402 3913 2237 2936 3622 4328 5103 5876 5870 3914 4829 5771 6803 7834 7826 8 322 724 643 1447 2171 1.5/3.7 2.3/5.7 3/7.5 3.7/9.3 1.5/3.7 2.3/5.7 3/T5 3.7/9.3 4A/11.1 5.2113 6115 2.315.7 3/7.5 3.7/9.3 4,4111.1 5.2/13 6/15 6115 3/7.5 3.7/9.3 4.4111.1 5.2113 6/15 6115 243 551 745 909 487 1102 1489 1817 2148 2502 3126 1653 2234 2726 3222 3753 4322 4688 2978 3635 4296 5003 5763 6251 10 165 370 724 329 741 1447 1111 2171 2894 1.5/3 2.1/5.32.9/7.1 3.5/8.7 1.513 2.115.32.9/71 3.518.74.1/10.34.8/12 6/15 2.1/5.32.917.1 3.5/8.74.1/10.34.81125.5113.8 6/15 2.9/7.1 3.518.74.1/10.34.81125.5113.8 6/15 182 413 665 808 364 825 1330 1617 1904 2209 2839 1238 1995 2425 2856 3313 3800 4259 2659 3233 3807 4417 5067 5679 11 124 278 544 247 557 1087 835 1631 2175 1.5/3 1.714.4 2.817 3.418.5 1.5/3 1.7/4.4 2.817 3.418.5 4110.1 4.7111.7 6/15 1.7/4.4 2.8/7 3.418.5 4110.1 4.7/11.75.4/13.4 6/15 2.817 3.418.5 4/10A 4.7111.75.4/13.4 6115 139 317 585 728 279 634 1170 1456 1709 1977 2601 950 1755 2184 2564 2965 3390 3901 2340 2912 3418 3953 4519 5201 12 95 214 419 686 191 429 837 1372 643 1256 2058 - - - 1675 2745 - - - 1.5/3 1.5/3.7 2.7/6.8 3.4/8.4 1.5/3 1.5/3.7 2.716.8 3.4/8.4 3.9/9.9 4.6/11.4 6/15 1.513.7 2.716.8 3.418.4 3.9/9.9 4.6111.4 5.2113 6/15 2.7/6.8 3.418.4 3.9/9.9 4.6111.4 5.2/13 6/15 109 248 488 662 217 496 976 1324 1550 1789 2399 744 1464 1986 2326 2683 3059 3598 1952 2647 3101 3577 4078 4797 13 75 169 329 540 150 337 659 1079 506 988 1619 - - - 1317 2159 - - - 1.5/3 1.513.1 2.4/6.1 3.3/8.3 1.5/3 1.5/3.1 2.4/6.1 3.3/8.3 3.9/9.74.5/11.2 6115 1.5/3.1 2.416.1 3.318.3 3.919.74.5/11.25.1112.7 6M5 2.4/6.1 3.3/8.3 3.9/9.74.5111.25.1/12.7 6/15 86 198 390 585 173 395 779 1171 1418 1633 2226 593 1169 175E 2128 2449 2786 3338 1558 2342 2837 3265 3715 4451 14 60 135 264 432 120 270 527 864 1290 405 791 1296 1935 - - 1055 1728 2580 - - 1.5/3 1.5/3 2.115.3 3.217.9 1.513 1.513 2.115.3 3.217.9 3.819.6 4.4111 6115 1.5/3 2.1/5.3 3.2/7.9 3.8/9.6 4.4/11 5/12.5 6/15 2.1/5.3 3.217.9 3.819.6 4.4111 5/12.5 6/15 70 160 316 509 139 320 631 1018 1307 1502 2076 479 947 1527 1960 2253 2558 3113 1262 2036 2614 3003 3410 4151 15 49 110 214 351 98 220 429 703 1049 1493 329 643 1054 1573 2240 - 858 1405 2098 2987 - 1.5/3 1.513 I1.8/4.6 2.9/7.4 1.5/3 1.5/3 1.814.6 2.917.4 3.819.5 4.3110.9 6/15 1.513 1.8/4.6 2.9/7.4 3.819.5 4.3110.94.9/12.3 6/15 1.814.6 2.9/7.4 3.819.5 4.3/10.94.9/12.3 6/15 57 131 259 427 113 262 518 854 1151 1390 1944 393 777 1281 1727 2085 2364 2917 1036 1708 2303 2780 3151 3889 16 40 90 177 289 80 181 353 579 864 1230 271 530 868 1296 1846 - 707 1158 1728 2461 - 1.5/3 1.5/3 1.614 2.6/6.6 1,513 1.513 1.614 2.6/6.6 3.6/8.94.3/10.7 6/15 1.5/3 1.614 2.6/6.6 3.6/8.94.3/10.74.9/12.2 6M5 1.6/4 2.616.6 3.618.94.3110.74.9112.2 6/15 108 215 355 93 217 430 710 1018 1274 1826 325 645 1065 1527 1911 219E 2739 860 1420 2036 2547 2929 3652 17 75 147 241 67 151 295 483 720 1026 226 442 724 1081 1539 2111 589 9fi5 1441 2052 2814 1.5/3 1.5/3.6 2.315.9 1.513 1.5/3 1.513.6 2.315.9 3.318.4 4.2/10.5 6115 1.513 1.5/3.6 2.3/5.9 3.318.4 4.2110.5 4.8112 6115 1.513,6'2.3/5.9 3.318.4 4.2/10.5 4.8112 6/15 90 180 298 77 181 360 596 894 1134 1701 271 540 894 1341 1701 2051 2552 720 1191 1788 2268 2735 3402 18 64 124 203 56 127 248 407 607 864 191 372 610 910 1296 1778 496 813 1214 1728 2371 1.513 1.513.2 2.115.2 1.513 1.5/3 1.513.2 2.115.2 31 17.8 419.9 5.9114.E 1.513 1.5/3.2 2.1/5.2 3.1/7.8 4/9.9 4.8/11.95.9/14. 1.513.2 2.1/5.2 3.1/7.8 4/9.9 4.8/11.95.9/14. 76 152 252 65 152 304 504 758 1016 1592 229 457 757 1137 1524 1863 2388 609 1009 1516 2032 2484 3184 19 54 105 173 48 108 211 346 516 735 162 316 519 774 1102 1512 422 691 1032 1470 2016 1.5/3 1.513 1.914.7 1.5/3 1.5/3 1.513 1.914.7 2.8/7 3.7/9.4 5.8/14.6 1.513 1.513 1.9/4.7 2.8/7 3.719.44.6/11.45.8114. 1.5/3 1.914.7 2.8/7 3.7/9.44.6/11.45.8114. 65 130 215 54 129 259 430 647 915 1496 194 389 646 971 1373 1678 2243 519 861 1295 1830 2237 2991 20 46 90 148 41 93 181 296 442 630 1493 139 271 445 664 945 1296 2240 362 593 885 1260 1728 2987 1.513 1.5/3 1.7/4.2 1.5/3 1.513 1.5/3 1.7/4.2 2.516.3 3.618.9 5.8114. 1.5/3 1.5/3 1.714.2 2.5/6.3 3.6/8.9 4.3/10.85.8/14. 1.513 1.714.2 2.516.3 3.618.9 4.3110.85.8114. 96 160 95 192 320 482 692 1304 142 288 480 724 1038 1382 1956 384 640 965 1383 1842 2608 22 68 111 70 136 223 332 473 1122 104 204 334 499 710 974 1683 272 445 665 947 1299 2244 1.5/3 1.513.5 1.5/3 1.5/3 1.5/3.5 2.115.2 3/7.4 5.6/13. 1.5/3 1.5/3 1.5/3.5 2,115.2 317.4 3.919.9 5.6113. 1.5/3 1.513.5 2.1/5.2 317.4 3.9/9.9 5.6/13. 72 122 71 145 243 368 529 1092 106 217 365 552 793 1095 1638 290 486 736 1057 1460 2184 24 52 86 54 105 172 256 365 864 80 157 257 384 547 750 1296 209 343 512 729 1000 1728 1.513 1.5/3 1.513 1.513 1.513 1.8/4.4 2.516.3 5.1112.8 1.513 1.5/3 1.5/3 1.814.4 2.516.3 3.4/8.6 5.1112. 1.513 1.513 1.814.4 2.516.3 3.418.6 5.1/12. 56 94 54 111 188 286 412 927 80 167 282 429 618 855 1390 223 376 572 824 1139 1853 26 41 67 42 82 135 201 287 680 63 124 202 302 430 590 1020 165 270 403 574 787 1359 1.513 1.513 1.5/3 1.5/3 1.513 1.5/3.7 2.115.3 4.7/11.8 1.513 1.5/3 1.5/3 1.5/3.7 2.115.3 2.917.3 4.7/11. 1 1.513 1.5/3 1.5/3.7 2A /5.3 2.9/7.3 4.7/11. 74 87 148 226 326 792 61 130 222 338 489 678 1188 174 296 451 652 904 1584 28 54 66 108 161 230 544 51 99 162 242 344 472 816 132 216 322 459 630 1088 1.5/3 1.5/3 1.5/3 1.5/3.2 1.8/4.6 4.4/10. 1.513 1.513 1.513 1.513.2 1.814.6 2.5/6.34.4/10. 1.5/3 1.513 1.5/3.2 1.8/4.6 2.516.3 4.4M 59 68 118 180 262 639 102 176 271 393 546 959 137 235 361 523 728 1279 30 44 54 88 131 187 442 80 132 197 280 384 664 107 176 262 373 512 885 1.5/3 1.5/3 1.5/3 1.513 1.614 3.819.5 1.5/3 1.5/3 1.513 L6/4 2.215.5 3.8/9.51 1,513 1.513 1.513 1.614 2.2/5.5 3.8/9.5 Total Load values are limited by shear, moment or deflection equalto L1240. Total Load values are the rapacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L1360. 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 centerofthe supports. Analyze multiple span beams with the BC CALC° software ifthe 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 ofthe 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 asa 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 or4-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 membersdeeper than 14 inchesare to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. Itmay be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. VERSA -LAM° Roof Load Tables VERSA -LAM° 2.0 3100 (115% Load Duration) Top Figure - Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearinq Lenqth at End / Intermediate Supports finchesl 1%" VERSA LAM® 2.0 3100 Double or Triple LAMor QuadruplePly3100 or Span 3':' VERSA LAM; 0 31003100 I 51% VERSA -SLAM 2.0 3100100 2 0 3100.0 ft] 7'/ 4" 9'/2" 117/a" 14" 7'/" 9W' 11'/" 14" 16" 18" 24" 9'/2 ' 11%" 14" 16" 18" 20" 24" 11%" 14" 16" 18" 20" 24" 878 1223 1639 2065 1755 2446 3278 4130 5047 5232 5226 3669 4917 6195 7570 7848 7845 7838 6556 8260 10094 10463 10459 10451 6 2/ 5 2,8/7 3.8/9.44.7/11. 2/5 2.8/7 3.8/9.44.7111.85.8/14.5. 6/15 6/15 2,817 3,819.44.7/11.85.8/14.5 6/15 6115 6115 3.819.44.7/11.85.8/14.5 6/15 6/15 6/15 598 858 1126 1389 1197 1717 2252 2779 3321 3915 3913 2575 3379 4168 4981 5872 5876 5870 4505 5558 6642 7829 7834 7826 8 482 965 1.8/ 4.6 2.616.6 3.518.64.3/10. 1.8/4.6 2.6/6.6 3.518.64.3/10.65.1112.7 6/15 6/15 2.6/6.6 3.5/8.64.3/10.65.1/12.7 6/15 6/15 6/15 3.5/8.64.3110.65.1/12.7 6/15 6/15 6/15 326 637 857 1046 651 1274 1714 2092 2472 2880 3126 1912 2571 3138 3709 4320 4695 4688 3429 4184 4945 5759 6259 6251 10 247 556 494 1111 1667 1.513. 1 2.4/6.1 3.3/8.2 4/10 1.5/3.1 2.4/6.1 3.3/8.2 41104.7111 95.5113.8 6/15 2.4/6.1 3.3/8.2 4/10 4.7/11.95.5/13.8- 6/15 6/15 3.3/8.2 4110 4.7/11.95.5113.8 6/15 6115 244 526 765 931 487 1052 1531 1861 2192 2543 2839 1577 2296 2792 3288 3814 4265 4259 3062 3723 4383 5085 5687 5679 11 186 418 371 835 1253 1.513 2.2/5.6 3.218.1 3.9/9.8 1.5/3 2.2/5.6 3.2/8.1 3.9/9.84.6111.65.4/13.4 6/15 2.215.6 3.2/8.1 3,919.84.6111.65.4/13.4 6M 6/15 3.218.1 3.9/9.84.6111.65.4/13.4 6ml5 6/15 187 424 674 838 374 848 1347 1676 1968 2276 2601 1272 2021 2514 2952 3414 3903 3901 2694 3353 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 3.1/7.8 3.9/9.7 4.5/11.35.2113.1 6/15 214.9 3.117.8 3.919.7 4.5/11.35.2/13.1 6/15 6/15 3.117.8 3.919.7 4.5/11.35.2/13.1 6/15 6/15 146 332 573 762 292 665 1146 1524 1785 2060 2399 997 1719 2287 2678 3089 3522 3598 2292 3049 3571 4119 4696 4797 13 112 253 494 225 506 988 759 1482 1976 1.5/ 3 1.7/4.2 2.9/723.8/9.5 1.5/3 1.714.2 2.9/7.2 3.8/9.5 4.5/11.25.1112.9 6/15 1.7/4.2 2.917.2 3.819.5 4.5/11.25.1112.95.9/14.7 6/15 2.917.2 3.8/9.5 4.5/11.25.1/12.95.9/14.7 6/15 116 265 493 674 233 530 987 1349 1634 1880 2226 796 1480 2023 2450 2821 3208 3338 1973 2697 3267 3761 4278 4451 14 90 203 396 646 180 405 791 1296 - 608 1187 1944 - - - 1582 2593 - - - 1.5/ 3 1.513.6 2.7/6.7 3.6/9.1 1.5/3 1.5/3.6 2.7/6.7 3.619.1 4 4/11 5.1/12.7 6/15 1.5/3.6 2.716.7 3.619.1 4.4/11 5.1112.75.8/14.4 6115 2.7167 3.619.1 4.4/11 5.1/12.75.8/14.4 6/15 94 215 423 586 188 429 846 1173 1505 1730 2076 644 1268 1759 2258 2595 . 2946 3113 1691 2346 3011 3459 3928 4151 15 73 165 322 527 146 329 643 1054 - - - 494 965 1581 - 1286 2108 - - 1.5/ 3 1.5/3.1 2.516.1 3.4/8.5 1.5/3 1.5/3.1 2.5/6.1 3.418.5 4.3110.9 5112.5 6/15 1.5/3.1 2.516.1 3.4/8.5 4.3/10.9 5112.5 5.7/14.2 6/15 2.5/6.1 3.4/8.5 4.3/10.9 5/12.5 5.7/142 6/15 77 176 347 515 153 352 695 1029 1327 1601 1944 528 1042 1544 1990 2402 2723 2917 1389 2058 2653 3202 3630 3889 16 60 136 265 434 121 271 530 868 1296 - - 407 795 1303 1944 - - 1060 1737 2593 - - 1.513 1.5/3 2.2/5.4 3.217.9 1.513 1.5/3 2,215.4 3.217.9 4.1110.24.9/12.3 6/15 1.5/3 2.215.4 3.217.9 4.1/10.24.9112.3 5.6/14 6/15 2.2/5.4 3.217.9 4.1/10,24.9/12.3 5.6/14 6/15 63 146 289 455 127 292 577 910 1173 1468 1829 438 866 1365 1760 2201 2531 2743 1154 1820 2346 2935 3374 3657 17 50 113 221 362 101 226 442 724 1081 : - - 339 663 1086 1621 - 884 1448 2161 - - 1.5/ 3 1.5/3 1.914.8 3/7.5 1.513 1.5/3 1.914.8 3/7.5 3.9/9.64.8112 6/15 1.513 1.914.8 317.5 3.9/9.6 4.8/12 5,5113.8 6/15 1.914.8 3/7.5 3.919.6 4.8112 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 18 42 95 186 305 85 191 372 610 910 1296 - 286 558 915 1366 1944 - 744 1220 1821 2593 1.513 1. 513 1.7/4.3 2.817 1.513 1.513 1.7/4.3 2.817 3.6/9.14.5/11.4 6115 1.513 1.7A.3 2.8/7 3619.14.5111.45.5113.7 6/15 1.7/4.3 2.817 3.619.14.5111.45.5113.7 6/15 103 205 339 89 206 410 677 936 1171 1634 310 615 1016 1404 1757 2147 2450 820 1354 1872 2342 2862 3267 19 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 633 1037 1548 2204 - 1.5/3 1.5/3.8 2.5/6.3 1.5/3 1.513 1.513.8 2.5/6.3 3.4/8.6 4.3/10.8 6115 1.5/3 1.5/3.8 2.5/6.3 3.4/8.6 4.3/10.85.3/13.1 6/15 1.5/3.8 2.516.3 3.4/8.64.3/10.85.3/13.1 6115 88 175 289 75 176 350 579 843 1055 1551 263 525 868 1265 1583 1934 2326 699 1157 1686 2110 2579 3101 20 69 136 222 62 139 271 445 664 945 - 208 407 667 996 1418 543 889 1327 1890 - 1.5/3 1.5/3.4 2.315.6 1.5/3 1.513 1.5/3.4 2.315.6 3.3/8.2 4.1110.2 6/15 1.5/3 1.5/3.4 2.3/5.6 3.3/8.2 4.1110.25112.5 6/15 1.5/3.4 2.3/5.6 3.318.2 4.1/10.2 5112.5 6/15 65 130 216 54 130 260 431 649 869 1407 194 390 647 973 1303 1593 2111 520 862 1297 1738 2124 2815 22 52 102 167 46 104 204 334 499 710 - 157 306 501 748 1065 1461 408 668 997 1420 1948 1.513 1. 5/3 1.9/4.7 1.5/3 1.513 1.513 1.9/4.7 2.817 3.719.3 6/15 1.513 1.5/3 1.914.7 2.8/7 3.7/9.3 4.5/11.3 6/15 1.513 1.914.7 2.817 3.719.3 4.5/11.3 6/15 99 164 98 197 329 496 711 1259 146 296 493 744 1066 1334 1889 395 658 992 1422 1779 2518 24 79 129 80 157 257 384 547 - 121 236 386 576 820 1125 314 515 768 1094 1500 1.5/3 1.6/3.9 1.513 1.513 1.6/3.9 2.3/5.9 3.318.35.9114. 1.513 1.513 1.613.9 2.315.9 3.318.34.2110.45.9/14. 1.513 1.613.9 2.315.9 3.3/8.34.2110.45.9114. 76 128 75 153 256 387 555 1069 112 229 383 580 833 1132 1604 305 511 773 1110 1510 2139 26 62 101 63 124 202 302 430 1020 95 185 304 453 645 885 1529 247 405 604 860 1180 2039 1.5/3 1.513.3 1.513 1.5/3 1.5/3.3 2/5 2.8/7.1 5.4/13. 1.513 1.5/3 1.513.3 2/5 2.817.1 3.8/9.6 5.4/13, 1.513 1.5/3.3 2/5 2.817.1 3.8/9.6 5.4/13. 60 101 58 120 202 306 441 919 87 180 303 459 661 914 1378 240 404 612 882 1219 1837 28 49 81 51 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 689 945 1633 1.5/3 1.513 1.513 1.5/3 1.513 1.714.3 2.416.1 5/12.6 1.513 1.513 1.5/3 1.7/4.3 2.4/6.1 3.4/8.4 5112.6 1 1.513 1.5/3 1.7/4.3 2.416.1 3418.4 5/12.6 81 95 161 246 355 797 68 143 242 369 533 738 1196 IN323 492 710 984 1594 30 66 80 132 197 280 664 62 121 198 295 420 576 996 161 263 393 560 768 1327 1.513 1. 513 1.5/3 1.513.7 2.115.3 4.7/11.7 1.5/3 1.513 1.513 1.5/37 2.1/5.3 2.9/7.3 4.7/11. 1.513 1.513 1.513.7 2.115.3 2.9/7.3 4.7111. 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 codeforother deflection limitsthat 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 isless 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 andthe Total Load valueshown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full widthof thebeam. For2-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 CALCe software. VERSA -LAM° Roof Load Tables VERSA -LAM° 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE i Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span 1%" VERSA-LAM®2.0 3100 Double Ply 1W VERSA-LAM®2.0 3100 or 3'/" VERSA -LAM 2.0 3100 Triple Ply 1W VERSA -LAM® 2.0 3100 or 5Y4" VERSA -LAM 2.0 3100 Quadruple Ply 1'/," VERSA -LAM® 2.0 3100or 7" VERSA -LAM 2,0 3100 71/4" 91/2" 11Ye" 14" 7Y4" 912" 11'/.' 14" 16" 18" 24" 9'/" li%" 14" 16" 18" 20" 24" 11'/," 14" 16" 18" 20" 24" 954 1330 1782 2245 1908 2660 3564 4491 5234 5232 5226 3990 5346 6736 7851 7848 7845 7838 7128 8981 10467 10463 10459 10451 6 2.215.5 3.1/7.64.1/10.25.1/12. 2.2/5.5 3.1/7.64.1/10.25.1/12.9 6/15 6/15 6/15 3.117.641/1025.1/12.9 6/15 6/15 6/15 6115 1/10.25.1/12.9 6/15 6/15 6115 6/15 640 933 1225 1511 1279 1867 2449 3022 3611 3919 3913 2800 3674 4532 5417 5879 5876 5870 4899 6043 7222 7838 7834 7826 8 482 965 214.9 2.9/7.1 3.8/9.4 4.6/11. 2/4.9 2.9/7.1'3.8/9.4 4.6/11.65.5/13.8 6/15 6115 2.9/7.1 3.8/9.4 4.6/11.65.5/13.8 6115 6/15 6/15 3.819.4 4.6/11.65.5/13.8 6/15 6115 6/15 326 693 932 1138 651 1386 1864 2275 2689 3132 3126 2079 2797 3413 4033 4698 4695 4688 3729 4550 5378 6263 6259 6251 10 247 556 494 1111 1667 1.5/3.1 2.7/6.6 3.618.9 4.4110. 1.513.1 2.716.6 3,618.9 4.4110.95,2112.9 6115 6115 2.716.6 3.618.9 4.4/10.95.2/12.9 6/15 6/15 6/15 3.6/8.9 4.4110.95.2/12.9 6/15 6115 6/15 244 552 833 1012 487 1104 1665 2024 2384 2765 2839 1656 2498 3037 3576 4148 4265 4259 3330 4049 4767 5531 5687 5679 11 186 418 815 371 835 1631 1253 2446 3262 1.5/3 2.315.8 3.518.8 4.3110. 1.513 2.3/5.8 3.518.8 4.3/10.7 5112.6 5.8/14.6 6/15 2.3/5.8 3.5/8.8 4.3/10.7 5/12.6 5.8/14.6 6/15 6115 3.5/8.8 4.3110.7 5/12.6 5.8/14.6 6115 6/15 187 424 733 912 374 848 1465 1823 2141 2475 2601 1272 2198 2735 3211 3713 3907 3901 2931 3647 4281 4951 5209 5201 12 143 322 628 286 643 1256 965 1884 2512 1.5/3 2/4.9 3.418.4 4.2/10. 1.513 2/4.9 3.4/8.4 4.2110.54.9/12.35.7/14.3 6/15 214.9 3.4/8.4 4.2/10,54.9112.35.7114.3 6/15 6115 3.4/8.4 4.2110.54.9/12.35.7114.3 6/15 6115 146 332 623 829 292 665 1247 1658 1942 2240 2399 997 1870 2487 2913 3360 3604 3598 2494 3316 3894 4480 4806 4797 13 112 253 494 810 225 506 4H 1619 759 1482 2429 1976 3238 1.5/3 1.714.2 3.117.84.1110. 1.5/3 1.714.2 3.11Z84.1/10.44.8/12.1 5.6114 6115 1.714.2 3.1/7.84.1/10.44.8/12.1 5.6114 6115 6/15 3.117.84.1110.44.8/12.1 5.6114 6/15 6115 116 265 521 734 233 530 1043 1467 1777 2046 2226 796 1564 2201 2666 3068 3345 3338 2085 2934 3554 4091 4459 4451 14 90 203 396 648 180 405 791 1296 608 1187 1944 1582 2593 - - - 1.5/3 1.5/3.6 2.817 419.9 1.5/3 1.5/3.6 2.8/7 4/9.9 4.8/12 5.5/13.8 6115 1.513.6 2,817 4/9.9 4.8/12 5.5/13.8 6/15 6/15 2.817 419.9 4.8/12 5,5113.8 6/15 6/15 94 215 423 638 188 429 946 1276 1638 1882 2076 644 1268 1914 2456 2823 3120 3113 1691 2552 3275 3763 4159 4151 15 73 165 322 527 146 329 643 1054 1573 - 494 965 1581 2360 - - 1286 2108 3146 - - 1.5/3 1.5/3.1 2.5/6.1 3.7/9.2 1.5/3 1.5/3.1 2.5/6.1 3.719.24.7/11.85.4/13.6 6/15 1.5/3.1 2,516.1 3.719.24.7/11.85.4/13.6 6115 6/15 2.516.1 3.7/9.2d.7/11.85.4113.6 6/15 6/15 77 176 347 560 153 352 695 1120 1443 1742 1944 528 1042 1680 2165 2613 2923 2917 1389 2240 2887 3484 3897 3889 16 60 136 265 434 121 271 530 868 1296 - 407 795 1303 1944 - - 1060 1737 2593 1.513 1.513 2.2/5.4 3.518.6 1.513 1.513 2.215.4 3.518.64.4/11.15.4113.4 6/15 1.513 2.215.4 3.518.6 4.4 /11.15.4113.4 6/15 6/15 2.215.4 3.518.64.4111.1-5.4113.4 6/15 6/15 63 146 289 476 127 292 577 951 1277 1597 1829 438 866 1427 1915 2395 2749 2743 1154 1902 2553 3193 3665 3657 17 50 113 221 362 101 226 442 724 1081 1539 339 663 1086 1621 2308 - 884 1448 2161 3078 - 1.5/3 1.5/3 1.914.8 3.1/7.8 1.5/3 1.513 1.914.8 3.1/7.8 4.2/10.55.2M3.1 6/15 1.5/3 1 9/4.8 3.1/7.8 4.2/10.55.2113.1 6/15 6115 1.914.8 3.1/7.8 4.2/10.55.2/13.1 6115 6/15 53 122 242 399 106 244 494 799 1137 1422 1726 367 726 1198 1705 2133 2572 2588 968 1598 2274 2845 3429 3451 1g 42 95 186 305 85 191 372 610 910 1296 266 558 915 136fi 1944 744 1220 1821 2593 1.5/3 1.513 1.714.3 2.817 1.5/3 1.513 1.7/4.3 2.8/7 419.9 4.9/12.3 6/15 1.5/3 1.7/4.3 2.817 4/9.9 4.9/12.35.9/14.9 6/15 1.7/4.3 2.817 4/9.9 4.9/12.35.9/14.9 6115 103 205 339 89 206 410 677 1016 1275 1634 310 615 1016 1524 1912 2336 2450 820 1354 2032 2549 3115 3267 19 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 2268 633 1037 1548 2204 3024 1,5/3 1.5/3.8 2.5/6.3 1.5/3 1.5/3 1.5/3.8 2.5/6.3 3.7/9.3 4.7/11.7 6/15 1.5/3 1.5/3.8 2.516.3 3.7/9.3 4.7/11.75.7/14.3 6/15 1.5/3.8 2.516.3'3.7/9.3 4.7/11.75.7114.3 6115 88 175 289 75 176 350 579 869 1149 1551 263 525 868 1303 1723 2105 2326 699 1157 1737 2297 2807 3101 20 69 136 222 62 139 271 445 664 945 208 407 667 996 1418 1944 543 889 1327 1890 2593 1.513 1.513.4 2.315.6 1.513 1.513 1.5/3.4 2.315.6 3.4/8.4 4.4111.1 6/15 1.513 1.5/3.4 2.3/5.6 3.4/8.44.4111.15.4113.6 6/15 1.5/3.4 2.3/5.6 3.418.4 4.4/11.15.4113.6 6/15 65 130 216 54 130 260 431 649 928 1407 194 390 647 973 1393 1735 2111 520 862 1297 1857 2313 2815 22 52 102 167 46 104 204 334 499 710 157 306 501 748 1065 1461 408 668 997 1420 1948 1.5/3 1.5/3 1.9/4.7 1.5/3 1.5/3 1.5/3 1.9/4.7 2.8/7 419.9 6/15 1.513 1.5/3 1.9/4.7 2.8/7 4/9.9 4.9/12.3 6/15 1.5/3 1.914.7 2.8/7 4/9.9 4.9/12.3 6/15 99 164 98 197 329 496 711 1288 146 296 493 744 1066 1453 1932 395 658 992 1422 1937 2576 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 314 515 768 1094 1500 1.5/3 1.6/3.9 1.513 1.5/3 1.6/3.9 2.315.9 3.318.3 6/15 1.5/3 1.5/3 1.613.9 2.3/5.9 3.3/8.3 4.5/11.3 6115 1.5/3 1.613.9 2.3/5.9 3.3/8.3 4.5/11.3 6115 76 128 75 153 256 387 555 1164 112 229 383 580 833 1150 1747 305 511 773 1110 1533 2329 26 62 101 63 124 202 302 430 1020 95 185 304 453 645 885 1529 247 405 604 860 1180 2039 1.5/3 1.5/3.3 1.5/3 1.5/3 1.5/3.3 215 2.8/7.1 5.9/14. 1.5/3 1.513 1.5/3.3 215 2.817.1 3.919.7 5.9/14. 1,513 1.5/3.3 215 2.81Z1 3.919.7 5.9/14. 60 101 58 120 202 306 441 1001 87 180 303 459 661 914 1501 240 404 612 882 1219 2001 28 49 81 51 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 689 945 1633 1.5/3 1.5/3 1.5/3 1.513 1.5/3 1.7/4.3 2.4/6.15.5/13. 1.5/3 1.513 1.5/3 1.7/4.3 2.4/6.1 3.4/8.4 5.5113.711.5/3 1.5/3 1.7/4.3 2.416.1 3.4/8.45.5/13. 81 95 161 246 355 861 68 143 242 369 533 738 1291 190 323 492 710 984 1721 30 66 80 132 197 280 664 62 121 198 295 420 576 996 161 263 393 560 768 1327 1.5/3 1.5/3 1.513 1.513.7 2.115.3 5.1/12. 1.513 1.5/3 1.513 1.513.7 2.115.3 2.917.35.1112. 1.5/3 1.5/3 1.513.7 2.115.3 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 ownweight. Live Load values are limited by deflection equal to L1240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive ofsimple or multiple span applications. Span is measured center to center ofthe supports. Analyze multiple span beams Wth the BC CALC® software ifthe length ofany span is less than halfthe length ofan adjacentspan. 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 valuesfor Minimum Required Bearing Lengths are based on theallowablecompression design value perpendicular to grain for the beam andthe Total Load value shown. Other design considerations, such as aweaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width ofthe beam. For 2-ply, 3-ply or4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the sameforany number ofplies. 1'/4 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 ofapplications. It may be possible to exceed the limitations ofthis table by analyzing a specific application with the BC CALC® software. VERSA -LAM° Allowable Nailing and Design Values Closest Allowable Nail Spacing VERSA -LAM° & VERSA -RIM° Nailing Parallel to Glue Lines (Narrow Face)(') Nailing Perpendicular to Glue Lines Wde Face) Products VERSA -LAM® 1.4 1800 Rimboard VERSA -LAM® VERSA -LAM® lshs" 1'/," 31/Y' & Wider All Products Nail Size O.C. in] End in] O.C. in] End in] O.C. in] End in] O.C. in] End in] 8d Box (0.113"e x 2.5") 3 1'/ 2 1 2 2 2 z 8d Common (0.131"e x 2.5") 3 2 3 2 2 1 2 1 10d & 12d Box (0.128"0 x 3", 3.25") 3 2 3 2 2 1 2 1 16d Box (0.135"o x 3.5") 3 2 3 2 2 1 2 1 10d & 12d Common & 16d Sinker 0.148"0 x 3" 3.25" 4 3 4 3 2 2 2 2 16d Common (0.162"e x 3.5") 1 6 1 4 6 1 3 2 2 2 2 Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA- LAM®/'VERSA-RIM®. Use nails as specified by Simpson Strong -Tie. VERSA -LAM° Design Values Nailing Parallel to Glue Lines Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1'/4" thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails). Allowable Allowable Moment Allowable Allowable Moment Grade Width in] Depth in Weight Ib/ft[lb] Shear Moment ft-lb)in"] of Inertia Grade Width in Depth in Weight Ib/ft[lb] Shear Moment ft-lb]in° of Inertia 0 0 N 1%: i 3'% 1.5 j 998 776 5.4 5'/, 8.0 5237 6830 63.3 5%: 2.4 1568 1821 20.8 5/z 8.4 5486 7457 72.8 7'/4 11.0 7232 12566 166.7 7'/, 3.2 2066 3069 47.6 9%, 14.1 9227 19908 346.3 3% 1.8 1164 1058 6.3 9'/z 14.5 9476 20937 375.15'/z 2.8 1829 2486 24.3 7'/, 3.7 i 2411 4189 55.6 11%, 17.1 11222 28814 622.9 5 9'/, 4.7 i 3076 6636 115.4 11Y8 18.1 11845 31913 732.6 1% 00 9'/z 4.8 3159 6979 125.0 14 1 21.3 13965 43552 1200.5 11'/, 5.7 11 3741 9605 207.6 16 24.4 15960 56046 1792.0Cl) a11'/ 6.0 1 3948 10638 244.2 00 Mo Q 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 Q U) Of J Y j 18 9.1 5985 23337 850.5 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 9'% 16.6 12303 26544 461.75Yz5.6 3658 4971 48.5 7% 7.4 4821 8377 111.1 9'/z 17.1 12635 27916 500.1 9/49.4 6151 13272 230.8 11'/, 20.2 14963 I 38419 830.6 9% 9.6 6318 13958 250.1 11'/a 21.4 15794 42550 976.8 3/2 711Y, 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 117/3 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 3402.01616.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36.0 26600 1 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 31920 1 160732 8064.01 Equivalent Modulus of Horizontal Tension Parallel to Compression Compression Perpendicular to Specific Gravity for Fastener Elasticity Bending Shear Grain Parallel to Grain Grain Design E(x 106 psi)I'I Fb (psi)(2)(3) F (psi)I 1(4) Ft (psi)I2>1s1 F, (psi)() F.1(psi)(1)(6) SG) Design Property Grade 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 1.8 1 2750 285 1825 3000 750 0.5 i. i nis value cannor oe aajusrea ror loaa aurarlon. b. I enslon value shall be multiplied by a length factor, (4/L)"° 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%. VERSA -LAM° 1.8 2750 Columns C r Allowable Axial Load (lb) 3 C: ZF 3%" x 3%" 3%" x 4%" 3'/2" x 5'/4" 3%" x 5'/z" 3%" x 7" o J 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 4 15,265 16,750 17,650 19,100 20,950 22,070 22,920 25,150 26,500 24,020 26,350 27,770 30,570 33,545 35,345 5 12,830 113,770 14,320 16,050 17,220 17,910 19,260 20,670 21,505 20,185 21,660 22,530 25,690 27,580 28,680 6 10,580 11,190 11,540 13,240 13,990 14,440 15,890 16,800 17,335 16,645 17,605 18,165 21,190 22,410 23,120 7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13.760 14,120 13,755 14410 14,795 17,510 18,350 18,835 8 7,295 7,590 7,765 9,120 9,490 9,710 10.950 11,400 11,660 11,475 11,945 12,215 14,610 15,210 15,555 9 6,155 6,375 6,500 7,700 7,970 8,130 9,245 9,575 9,765 9,685 10,030 10.230 12,330 12,770 13,025 10 5,250 5,415 5,510 6,570 6,770 6,890 7,885 8,135 8,280 8,260 8,525 8,675 10,520 10,850 11,040 11 4,525 4,655 4,730 5,660 5,820 5,910 6,795 6,990 7,100 7,120 7,325 7,440 9,065 9,325 9,475 12 3,935 4,040 4,095 4,920 5,050 5,120 5,910 6,065 6,150 6,195 6355 6,445 7,885 8,090 8,210 13 3,455 31535 3,580 4,320 4,420 4,480 5,185 5,310 5,380 5,435 5,565 5,635 6,920 7,080 7,175 14 3,050 3,120 3,155 3,820 3,900 3,950 4,585 4,685 4,740 4,805 4,905 4,965 6,115 6,250 6,325 3'/z" x 7'/4" 5'/4" x 51/." 5'/4" x 51/2" 51/4" x 7" 51/4" x 7'/4" 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 4 31,670 34,750 36,625 5 26,615 28,560 29,705 6 21,950 23,215 23,950 34,355 37,695 39,715 36,010 39,495 41,610 7 18,140 19,005 19,505 30,700 33,170 34,625 32,165 34,750 36,280 8 15,135 15,755 16,110 27,095 28,910 29,975 28,390 30,295 31,405 36,160 38,590 40,000 37,450 39,960 41,420 9 12,770 13,225 13,490 23,815 25,180 25,980 24,950 26,385 27,220 31,770 33,600 34,670 32,910 34,800 35,910 10 10,895 11,240 11,440 20,950 22,005 22,620 21,950 23,060 23,700 27,950 29,360 30,190 28,960 30,420 31,260 11 9,390 9,660 9,810 18,500 19,340 19,820 19,385 20,260 20,770 24,690 25,810 26,450 25,570 26,720 27,400 12 8,170 8,380 8,500 16,420 17,085 17,475 17,200 17,910 18,305 21,910 22,800 23,320 22,690 23,620 24,150 13 7,165 7,335 7,430 14,640 15,185 15,500 15,340 15,910 16,240 19,540 20,270 20,680 20,230 20,990 21,430 14 6,335 6,470 6, 15 11,820 12,195 12,405 12,385 12,775 13,000 15,770 16,270 16,560 16,330 16,850 17,150 16 10,690 11,005 11,185 11,200 11,530 11,720 14,270 14,690 14,930 14,780 15,210 15,460 17 9,715 9,980 10,135 10,180 10,460 10,620 12,960 13,320 13,520 13,420 13,790 14,010 18 8,860 9,090 9,220 9,285 9,525 9,660 11,820 12,130 12,300 12,250 12,560 12,740 19 8,110 8,310 8,420 8,500 81705 8,825 10,820 11,090 11,240 11,210 11,480 11,640 20 7,455 7,625 7,720 7,810 7,990 8,090 9,950 10,170 10,300 10,300 10,540 10,670 21 6,870 7,020 7,105 7,195 7,355 7,445 9,170 9,370 9,480 9,490 9,700 9,820 22 Allowable Design Stresses Notes 1) Table assumes that the column is braced at column ends only. Effective Modulus of Elasticity: E = 1.8 x 101 psi column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used Bending: Parallel to Gluelines Beam): Fb = 2750'(12/d)19 psi in dry service conditions. Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. Perp to Gluelines Plank): Fb = 2500'(12/d)"9 psi 3) Allowable loads are based on an eccentricity value equal to 0.167 Compression Parallel to Grain: Fcii = 3000 psi multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design Compression Perpendicular to Grain: provisions of the National Design Specification for Wood Construction NDS), 2005 edition. For side or other combined bending and axial Parallel to Gluelines Beam): F 11 = 750 psi loads, see provisions of NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding Perp to Gluelines (Plank): F_ L = 450 psi common connector capacities. Load values are not shown for longer lengths if the controlling slendemess ratio exceeds 50 per NDS). Tension Parallel to Grain: Ft = 1650 psi 6) Lateral loads (wind loading) are not considered in this table. VERSA -STUD° 1.7 2650 Allowable Design Values Compression Modulus of Horizontal Bending Parallel to Grain Elasticity Shear Product Fb [psi] F. [psi] E [psi] F, [psi] VERSA -STUD* 1.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 850 1300 1,300,000 150 Western Woods # 2 Grade 675 900 1,000,000 135 Notes: Design values are for loads applied to the narrow face of the studs. Repetitive member and size factors have not been applied. Dimension lumber values taken from from 2012 NDS Supplement: For further design information, please see VERSA -STUD 1.7 2650 Design Values for Wood Construction (per 2012 IBC/IRC). Eastern Tall Wall Guide. Computer Software FRAMEW New BC FRAMER® represents a huge technological leap L to help you improve the efficiency and profitability of your engineered wood products business. Boise Cascade will provide you what we believe is now the industry's best design software, offering far greater productivity than even our current version of BC FRAMER®. This new software package will help your design department work faster and accomplish more. You don't get paid to do drawings, but at least now you can do them in less time, and better. Shrink design time with BC FRAMER® model sharing. Save time & prevent mistakes with best -in -industry file integration. Experience the efficiencies of BC FRAMER® whole house modeling. Draw floor and wall plans simultaneously with BC FRAMER®: Check the plan every possible way with BC FRAMER® full 3-D viewer. Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes — a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. SC C LC® Sizing Software BC CALC® is simple to use, yet robust enough to analyze most all joist, beam, and column applications. Once an analysis is run, the user may print an easy -to -read design report that displays the span and load information with the analysis results. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, and studs all in one convenient program. In addition to BCI® & AJS® Joists, VERSA -LAM®, and BOISE GLULAM®, BC CALC® also offers the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program needed to analyze structural wood members. 0 :i WA 2 it I IC : ai O r as r ri tq et+,l 010 k O 1N d.11d•t 6' 90CaC GLlRhiit G'Im6ineYan Ir.l'bavk•a¢±utt. ¢.-'.5-Il->• y'^'"„. •redyp '7<4.1H 4.Mn.. a4 hrtisj 'Y 1 eFsiRui, rr j µme" kp!•A b 5r•}SY tt tl M.Or/11•Jnet 1vSCI..[rtti'IC- v-,*K- 1C- rlcz.aK-, )v C. .'Ff u. i.lY•n !1 x kP:i1f11'0 64Y' v„ t>r 7.l lljl t•. s-r • ttn:a 5-.l iervrnr.'M mod we -. .N.,r= 33 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. r _ r_ Give Us a Try! BC ALOftc Analysis for Engineered Wood Products Boise Cascade has provided BC CALC° free of charge to the design community since 1994. COMPUTER REQUIREMENTS PC with any current version of MS Windows®, along with an internet connection. For questions regarding BC CALC®, call 1-800-405-5969 or email EWPSupport@BC.com To Download BC CALC US, https://www.bcconnect.com/bcdeployer/index.htm L. wn1+1f •t.+.K-. R•.nMe Srvwulvf beY . UrunlM, e IM P.)t rrYr TlMI. e...lCt t .• Y,t}t.i I.1.t Ir Y.r r w rrrla« «s t•Yw.v... .rryr rr. s.r tr .r+ 1 i:wYrrrz iH r.a t.A` 1 PSY it Y'.1 111 .m we. ws t 'aY ti 1 YfsY 1Y rT Cr tY:1 I'}1 I li1tE h..o.rAe Ts...y.0MHY; WOOr .>A I•A f ta....._ It:rerx.-I tevlo- s. bNll.! Irblt 1" rtn l t7f'k •a ti T1p x.1 M•a.el r. sY Wi-p •. sa. .a,....w-•YI «.tr+r..xYt. lta.eren (tiMsri.waewrtl•:rtrn nr vat w. .. Iw.r r no-» e.Y...r.w«.«.+..Iv 0)alhr tlMII) e..r .arl vr,. "" iY : rrt rraa. aai: a,o.t SMA a' .0ralY. ,t7.. ;•.p .t ,i rato Mrs, ...n.«.r.....+-..«-e 4tc«-- e..n.wl e4tMwawY,. BV Vai a..i I.Wd:n JAY nr+ati*.»aw;aw..uanetr,,.t+uwf:lea.t+irtr tsr riwa za::,' V rrtlM 5+t453'J./3vi'N..OJ.VFa-'.. i.iRi' C[11S4RCa'.t+llt.,LT rcaeaLLrr•. 91iFt IhRY+14 JIw=ClllhbMa'1 . eM etttt;"XAM Framing Connectors - Simpson Strong -Tie ITS lus SUR/L Joist BCI® Hanger Capacity Nailin Joist BCI® Hanger Capacity Nailing Joist BCIe Hanger Capacity Nailin e th Ibs Header Joist Depth Ibs Header Joist Depth bsi I Headerl Joist 4500s ITS1.81/9.5 993 6-10d 4500s IUS1.81/9.5 950 8-10d 4500s SUR/L1.81/9 1081 12-16d 2-1Odx1'/2" 9,/V 5000s ITS2.06/9.5 993 6-10d 9„ 5000s IUS2.06/9.5 950 8-10d 9,„ 5000s SUR/L2.06/9 1097 14-16d 2-10dx1" 6000s ITS2.37/9.5 1225 6-10d 6000s IUS2.37/9.5 950 8-10d 6000s SUR/L2.37/9 1343 14-16d 2-10dx1/ 6500s ITS2.56/9.5 1 1225 6-10d 6500s IUS2.56/9.5 950 8-10d I 6500s SUR/L2.56/9 1343 14-16d I 2-10dxl'/" 4500sIITS1.81/11.88' 1068 6-10d 4500s IUS1.81/11.88 1185 10-10d I 14500s SUR/L1.81/11 1306 16-16d 2-10dx1%" 5000s ITS2.06/11.88 1068 6-10d 5000s IUS2.06/11.88 1185 10-10d I 5000s SUR/1-2.06/11 1350 16-16d 2-10dx1%" 6000sITS2.37/11.88 1237 6-10d 6000s IUS2.37/11.88 1185 10-10d 6000s SURIL2.37/11 1385 16-16d 2-10dx1'/:" 11 /° 6500s'ITS2.56/11.88 1237 6-10d 11 /8 6500s IUS2.56/11.88 1185 10-10d 11 6500s SUR/L2.56/11 1385 16-16d 2-1Odxl'/" 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 iITS3.56/11.88 1518 6-10d BOSS IUS3.56/11.88 1420 12-1Od 90s SUR-L410 1906 14-16d 2-10dx1%" 4500s ITS1.81/14 1075 6-10d 4500s IUS1.81/14 1420 12-1Od 4500s SUR/L1.81/14 1675 20-16d 2-10dx1%" 5000sI ITS2.06/14 1081 6-10d 15000s IUS2.06114 1420 12-1Od 5000s SUR/L2.06/11 1693 18-16d 2=10dx1'h" 6000s ITS2.37/14 1262 6-10d6000s IUS2.37/14 1420 12-10d 6000s SUR/L2.37/14 1693 18-16d 2-10dx1%" 14 6500s' ITS2.56/14 _ 1262 6-10d 14" 6500s IUS2.56/14 1420 12-1Od 14 6500s SURI/L2.56/14 1693 18-16d 2-10dx1W' 60s ITS2.37/14 1262 6-10d I 60s IUS2.37/14 1 1420 12-10d i 60s SUR/L2.37/14 1693 18-16d 1 2-10dx11/2" 90s ITS3.56/14 1520 6-10d 90s IUS3.56/14 1 1420 12-10d I I 90s I SUR,1414 2050 18-16d 2-10dx1%" 4500s ITS1.81/16 1081 6-10d 4500s IUS1.81/16 1660 14-10d 4500s SUR/L7.81i14 1887 20-16d 2-10dx1%" 5000s ITS2.06/16 1087 6-10d 5000s IUS2.06/16 1 1660 14-10d 5000s SURL2.06%11 1920 18-16d 2-10dxl'/" 6000sl ITS2.37/16 1268 6-10d 6000s IUS2.37/16 1660 14-10d 6000s SUR'L2.3714 1920 18-16d 2-10dx1%" 16 6500s ITS2.56/16 1268 6-10d 16 6500s IUS2.56/16 1660 14-10d 16 6500s SUR6Z2.56,"14 1920 18-16d 2-10cIO' " 60s ITS2.37/16 1268 6-10d 160s IUS2.37/16 1660 14-10d 60s SUR L2.3714 1920 18-16d 2-10dxl'/2" BOSS ITS3.56/16 I 1520 6-10d 90s IUS3.56/16 1425 14-10d 90s SUR'L414 2250 18-16d 2-10dxl'h" Ma MIT V13 U / HU MIU XLSSU Joist BCI® Hanger Capacity Nailin rDe, gCl® Hanger Capacity Nailin Joist BCI® Hanger Capacity Nailin e th Ibs Header oist Ibs Header Joist De th Ibs Header Joist 4500s MIT49.5 1 2305 8-16d 2-1Odx1%"4500s 111U3.561 2305 16-16d 2-10dx1%" 4500s LSSU125 995 9-10d7-10dx1% SOOOsP7i7d?.52305 8-16d 2-10dx1 2"5000s MiU4.12 9 2305 16-16d 2-10dx1%" 9h„ 5000s LSSU2.08 995 9-10d 7-10dx1Yz9h6000s, M,lT359.5-2 2305 8-16d 1 2-10dx1%";6000s 1JfU4.75;9 2305 16-16d 2-10dx1%" 6000s LSSUI35 995 9-10d 7-10dx1%" 117/," 6500s, ;4Y1T311.88-, 60s IMIT3511.88- 90S 1 37,12 11.85 4500sl M,7414 5000s ! IT4.12;'"4 14" 6000s VlT3514.26500slVIT314-2 60s MIT3514-2 90s 1 87,1214 4500sl `dIT416 5000s' LSV4.12 16 6000s "11T4.75-'i6 THAI Joist BCI® I Hanger9 Capacity Nailing e th Ibs Header Joist 4500s THArt.&1'22 1181 6-10d 2-10dx1%" 5000s THAl2.i t22 1181 6-10d 2-10dx1'b" 6000sl T14A13522 1393 6-10d 2-10dx1'b" 6500sl TIA1322 1393 6-10d 2-10611W 4500s1 T4,40:122 j 1443 6-10d 2-10dx1%" 5000s THAl2C6;22 1443 6-1_0d 2-10dxl%" 6000s, THA.;:522 1443 6-10d 2-10dx1%" 6500s THAI322 1443 6-10d 2-10dxl'A- 60s THAi3522 1443 6-10d 2-10dx1%" 90s THA!422 1715 6-10d 2-10dxl'B' 4500s THAIt81,'22 1600 6-10d 2-10dx1'4" 5000si TF'Al2.06 22 1600 6-10d 2-10dxllh" 6000s1 THA13522 1600 6-10d 2-10dx1%" 14" 6 500sI THA1322 1600 6-10d 2-1Odxl'A" 60s i TH,A13522 1600 6-1Od 2-10dx1%" 90s 1 i"HA1422 1715 1 6-10d I 2-10ex1'A" SOOOs LSSU2,06 995 9-1Od 7-10dx1%" 16000str11U47br11288020-16d 2-1Odxl'k" 11'/e"' -' 6000s LSSUIs 995 9-10d 7-10dx1" 6500s ".lU5.i2%11 2880 20-16d 2_10dxl%" 11%" 60s I MIU4.75/11 2600 20-16d 2-10dx1%" 6500s LSSUH310 1475 14-1Od 7-10WI/VBOSS I H'U412.2 3275 22-16d 2-10dx1%" 60s LSSU135 995 9-1Od 7-10dx1%" 4500s MIU3.56r14 3170 22-16d 2-10dx1%" 90s LSSU410 1625 14-10d 12-10dxV/" 5000s fA1U4.12/14 3170 22-16d 2-10dx1%" 4500s LSSU 25 995 9-10d 7-10dx1%" 14" 6000s MIU'4.7.5,`14 3170 22-16d 2-10dx1%" 5000s LSSU2.06 995 9-10d 7-10dxl'/" 6500s VIU5.12%14 3170 22-16d 2-10dx1%" 6000s LSSUI35 995 9-10d 7-10dxl'R' 60s MIU4.75114 2700 22-16d 2-10dx1%" 14' 6500s LSSUH310 1600 14-10d Oc1x1%" 90s HU414.2 3870 26-16d 2-10dx1%" 60s LSSi'7s"5 995 9-10d 7-lOdxl' ' 4500s6"IU3.56'16 3455 24-16d 2-tOdxl'/:" 5000s MIU4.1216 3455 24-16d 2-10dx1%" BOSS LSSU4t 1625 14-10d 12-10dx1%" 16" ' 6000s PIIU'4JSti63455 24-16d 2-10dxl'/2" 6500s M1U5.12'1F 3455 24-16d 2-tOdxl%" 60s MIU4.75116 2725 24-16d 2-10dx1%" Fer a oee Infor na ion. 90s HU414-2 3780 26-16d 2-10dx1%" Ss` pso trong.re at visit flle General Notes a5eroapkBgld fraiic hangers requrre. veb sttffe:;ers. Capacities will vary with different nailing criteria and/or support conditions; contact supplier or Simpson Strong -Tie for further n information. VPA Capacity values shown are either hanger capacity values Joist Capacity Ffastener (see support requirements below) or BCI® Joist end reaction e th BCI® Hanger Ibs TopPlate Rafter capacities -whichever is less. 4500s LSSUI25 ' 995 9-107-1 after All capacity values are downward loads at 100 % load duration. Use sloped seat hangers and beveled web stiffeners when 5000s LSSU2. 06 995 9-10d 7-10dx1%" BCI® Joist slope exceeds %" per foot. 91/26000sLSSUI359959-10d 7-10dx1%" Leave'/,6" clearance (%" maximum) between the end of the 6500s LSSUH310 1425 14-10d 7-10dx1'fz" supported joist and the head of the hanger. 4500s LSSUI25 995 9-10d 7-10dx1%" At max design capacity shown, hangers may exceed standard deflection by 1b,". 5000s LSSU2. 06 j 995 9-10d 7-10dx1%" For proper installation of the VPA, the 2-10dx1 %" joist nails 6000s LSSUI35 995 9-10d 7-10dxl'/2' through the bend tabs must be installed at approximately a 6500s LSSUH310 1475 14-1Od 7-10dx1%" 45-degree angle. 60s LSSUI35 995 9-10d 7-10dx1%" Support Requirements 90s LSSU410 1625 14-10d 12-10dx1%" - Support material assumed to be Boise Cascade structural L4500s LSSUI25 995 9-10d 7-10dx1%„ composite lumber orsawn lumber (Douglas fir orsouthern pine species). SOOOs LSSU2.069959-10d 7-10611/2" Minimum support width for single- and double -joist top mount 14" 6000s LSSUI35 995 9-10d 7-10dx1%" hangers is3". 6500s LSSUH310 , 1600 14-10d 1 7-10&11/2" Minimum support width for face mount hangerswithl0dand 60s LSSUI35 j 995 9-10d I 7-10dx1%" 16d nails is l%" and 2", respectively. Framing Connectors - USP Structural Connectors THO I TFL p THE SKH Joist BCI® Hanger Capacity Nailin Joist gCl® Hanger Capacity Nailin Joist gCl® Hanger Capacity Nailin De th Ibs Header Joist De th Ibs Header Joist Depth Ibs Header Joist 4500s; TH017950 993 6 10d 2 10dx1'/" 4500s THF17925 910 8 1Od 2 1O&I'S' 4500s SKH1720LIR 1153 14 10d (10)10d 5000s TFL2095 993 6 10d 2 1Odx1%" 5000s THF20925 910 8 10d 2 1Odx1%" 5000s SKH2O20LIR 1153 14 10d 10 10dx1%" 9/ 6000s TFL2395 1225 6 10d 2 10dx1%" 9/ 6000s THF23925 1275 12 10d 2 10dx1%" 9/ 6000s SKH2320LIR 1384 14 10d 10 10dx1'/z" 6500s TFL2595 1225 6 10d 2 1OW'W' 6500s THF26925 1275 12 10d 2 1Odx1%" 6500s SKH2520LIR 1384 14 10d 10 10dx1%" 4500s TH017118 1068 6 10d"dx 4500s THF17112 91010d 2 10dx1%" 4500s SKH172OLIR 1434 16 10d 10 10dx1'/" 5000s TFL20118 1068 16 10d 5000s THF20112 910_ g 1Od 2 10dx1%" 5000s SKH2O2OLfR 1434 16 10d 10 10dx1%" 6000s TFL23118 1237 6 10d 6000s THF231181300 i 14 10d 2 10dx1'h" 6000s SKH2320LIR 1434 16 10d 10 10dx1%" acnn,. - I.„a ,n" .a1,na11 T Inc„n ,inn 11% ccnn_ vun . — 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 1Ed 2 10dx1%" 5000s THF20140 1081 12 10d 2 10dxl%" 5000s SKH2O24LIR 1562 16 10d 10 10dx1%" 6000s TFL2314 1262 6 1Od 2 10dx1%" 6000s THF23140 1350 18 10d 2 10dx1'/" 6000s SKH2324L/R 1562 16 10d 10)10dx1%" 6500s TFL2514 1262 6 1Ed 2 10dx1%" 6500s THF26140 1350 18 10d 2 1Odx1%" 6500s SKH2524LIR 1562 16 10d 10 10dx1'/" 60s TFL2314 1262 6 1Od 2 10dx1%" 60s THF23140 1350 18 10d 2 10dx1'h" 60s SKH2324L/R 1562 16 10d 10 10dx1'/" 90s I TH035140 1625 12 10d 2 10dx1%" 90s THF35140 1650 20 10d 2 1Odx11/" 90s SKH414LIR 2050 22 16d 10 16d 16" 4500s TFL1716 1081 6 10d 2 /S1Odxl'' I 16„ 4500sl THF17157 1475 24 10d 2 10dx1%" 16„ 4500s SKH1724LIR 1690 16 10d 10 10dx1%" 5000s TFL2016 1087 6 10d 2 1Odx1%" 5000s THF20157 1465 24 1Od 2 1Odx1%" 00s SKH2O24LIR 1562 16 10d 10 10dx1%" 6000s TFL2316 1268 6 10d 2 10dx1%" 6000s THF23160 1362 22 10d 2 10dx1'A" 00s SKH2324LIR 1690 16 10d 10 10dx1%" 6500s TFL2516 1268 6 1Od 2 1Odx1%" 6500s THF2_ 60 1362 22 10d 2 1Odx1%" F66500s SKH2524LIR 1690 16 10d 10 10dx1%" 60s TFL2316 1268 6 1Ed 2 10dx1%" 60s THF23160 1362 22 10d 2 1Odx1%" 0s SKH2324L1R 1690 16 10d 10 10dx1%" 90s TH 035160 1660 12 10d 2 10dx1%" 90s THF35157 1687 22 10d 2 10dx1%" 90s SKH414L/R 2250 22 16d 10 16d Double . D.Slope THO Double BPH THE Double HD LSSH Joist BCI® Hanger Capacity ailing Joist gCl® Hanger Capacity Nailing Joist BCI® Hanger Capacity Nailing De th Ibs Header Joist De th Ibs Header Joist Depth Ibs Header Joist 4500s TH035950 2050 10 10d 2 1Odx1%" 4500s THF35925 1370 12 10d 2 1Odx1%" 4500S L SH179 1140 10 10d 7 10dx1%" 5000s TH020950-2 2330 10 16d 6 10d 15000s THF20925-2 1390 12 10d 6 10d g,/ 5000s LSSH2O 1140 10 10d 7 10dx1'R' 9/ 6000s TH023956-2 2825 10 16d 6 10d 9/ 6000s THF23925-2 1625 14 10d 6 10d 6000s LSSH23 1140 10 10d 7 10dxl'/' 6500s I TH025950-2 2825 10 16d 6 10d 6500s THF25925-2 1390 12 10d tol 10d 6500s LSSH25 1412 10 10d 7 10dx1'A" 4500s TH 335118 2050 10 10d 2 10dx1%" 4500s THF35112 1825 16 10d 2 10dx1%„ 4500s LSSH179 1140 ^0 10d 7 10dx1%" 0 S 11/ 5000st TH020118-1 2330 10 16d 6 10d 11/° 5000s THF20112-2 1855 16 10d 6 10d 11W 5 OOs 6000s L SH2O LSSH23 6000s TH023118-2 2925 10 16d 6 10d 6000s THF23118-2 1855 16 10d tOd 6500s L H23 6500s TH0251f8-2 2925 10 16d 6 10d 6500s THF25118-2 6 10d 6 tOd 60s L H23 60s TH023118-2 3212 10 16d 6 10d 60s THF23118.2 10d 6 10d 90s L H35 14" 4500s L SH17990sBPH7111834551016d610d90sHD7120616d610dSH2O 14 4500s TH035140 2315 12 10d 2 10dx1%" 14 4500s THF35140 6 10d 2 10dx1%" 600SSL6000sLSSH23 50005 TH020140-2 2330 10 16d 6 10d 5000s THF20140-2 0 10d 6 1Od 6500s LSSH23 6000s TH023140-2 3350 12 16d 6 10d 6000s THF23140-2 0 10dM4(6) 6 1Od 50s LSSH23 6500s TH025140-2 3350 12 16d 6 10d 6500s THF25140-2 0 10d 6 1Od 90s LSSH35 60s TH023140-2 3535 12 16d 6 10d 60s THF23140-2 0 10d 6 10d 161, 4500S L SH17990s5000SLSSH2OBPH71143455 106H 0d 90s HD7140 0 16d 8 10d 6000s LSSH234500sTH03516023591210x1%" 16„ 4500s THF17157-2 2 10d 2 10dx1%" 6000s L H235000sTH020160-2 2330 10 160d 5000S 00s L H2316" 6000s aanne TH023160-2 run S.Rn-9 3137 11'7 12 160d 11711a.1 a11 n.1 6000s aFnnc THF23160-2 uc S RA_ 3050 znnn 24 10d 7A\na 6 10d c\,na 90s H35 MSH TMP Joist BCI® Hanger Capacity Nailin Joist gCl® Hanger Capacity Fastener Depth Ibs Header Joist Dept Ibs To Plate F Ratter 4500s 4500s TMP175 1125 6 10d 4 10dx11A" 9W,6000s 9% 16000s TMP23 1375 6 10d 410dx1%' 6500s! 16500s TMP25 1375 1 6 10d 4 1Odx1'/" 4500s 4500s TMP175 1150 6 10d 4 1Odx1%' SOOOsI 5000s TMP21 1 1290 ! 6 10d 4 10dx12 111W1 6000s MSH2322 1431 6 tOd 410dx1%,; 11,/„!6000s TMP23 1425 6 10d 410dx1%„ 6000sl MSH2322 1550 6 10d 4 10dx1%" 14" 6500s' MSH322 1550 6 10d 4 10dx1%" 14" 60s I MSH2322 1550 6 10d 410dx1%" 90s 4500s MSH1722 1668 6 10d 410dx1'A" 5000s 6000sl MSH2322 1668 6 10d 410dx1%" 16 6500s MSH322 1668 6 10d 4 10dx1%" 16 60s MSH2322 1712 6 10d 410dx1%" 90s I ---- I - US P For more information, STRUCTURAL contact CONNECTORS` USP Structural Connectors 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 capacityvalues aredownward loads at 100 % load duration. Use sloped seat hangers and beveled web stiffeners when BCI® Joist slope exceeds %." per foot. Leave'116" clearance ('/a" maximum) between the end of the supported joist and the head of the hanger. For BCI® Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structural composite lumber or sawn lumber Douglas fir or southern pine species). Minimum support width for single- and double -joist top mount hangers is 3": (11/V for THO hangers). Minimum support width for face mount hangers with 10d and 16d nails is 1'/V and 2", respectively. Boise Cascade has a proven track record of providing quality wood products and a nationwide building materials distribution network for our customers, helping them to enhance their own businesses. Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only wood purchased in compliance with a number of green building programs. Take a moment to view our sustainability certification site at http://www.bc.com/ sustainability/certification-audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products throughout North America can now be ordered FSC® Chain -of -Custody (COC) certified, enabling k homebuilders to achieve LEED® points under U.S. i Green Building Council® residential and commercial Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCIO Joist, VERSA-LAMO, and ALLJOIST`' 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. green building programs Including LEED for Homes - « and LEED for New Construction. Boise Cascade Engineered Wood Products are available as PEFC® Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. JIf in doubt, ask! For the closest Boise Cascade EWP distributor/support center, call 1-800-232-0788j? 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.,-, Cop}'right © Boise Cascade Wood Products, L.L.C. 2014 ESG O&V4/2015 e 6 RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit ## 1 7- 2 3 7 2 Project Location Address ePIIIwc\ SANE R z QIP-PARI* 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 U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 7n Category / Subcategory Manufacturer Product Description(including Florida Approval # 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 Corp Roofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments Tamko Asphalt saturated Organic Felt FL12328-R7 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 R Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates 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 4/2812017 Florida Building Code Online eels Home i Loo In I user Registration I Hot Topics I submit Surcharge I Slats & Facts I publications I Pee start I secs site Map I Links I search I rkxit _ ' I-,` ; Product Approval rt I J USER: Public user Product Aparmral Menu > Product ar ApMlcation Search > Application Ust > Application Oetail Ios'n-t! _i7?t? FL # FL158-R8 Application Type Revision Code Version 2014 Application Status Approved 1 Comments Archived Product Manufacturer Address/Phone/Email r I •i f• Authorized Signature Technical Representative Address/Phone/Email F'• .- ?•+ " , ,- Quality Assurance Representative Address/Phone/Email t - rr •l,r.•, Category Subcategory Compliance Method Certification Agency Validated By 4-•''' Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. W CAST-CRETE USA, Inc. PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Craig Parrino cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Listing Miami -Dade BCCO - CER Miami -Dade BCCO - VAL Standard Year AC1318 2011 ACI530 2011 Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https./Avww.floridabuilding.org/pr/pr app dtl.aspx7param=wGEVXOwIDquegl%2bT71%21F192gnRzHNulc45pgtXkU69%3d 112 4/28W17 Florida Building Code Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 6nf ilary of Products - •• %, ° - I _ - •—•-__-•-- _. _-. . _ ... . ram. ...._ _ . J..r.-. - _.:'L. ... ...t:.. . FL # Model, Number or Name Description 1S8.1 High Strength Concrete Lintels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL158 118 C CAC NOA 14-0903.03.Ddf Approved for use outside HVHZ: Yes FL158 RB C CAC NOA 16-0126.03.Ddf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R8 11 NOA 14-0903.03.odf FL1S8 118 11 NOA 16-0126.03.Ddf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: VEEKR Contact Us :: 2601 Blair Stone Road, Tallahassee FL 323" Phone: OSO-487-1824 The Stale of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. 'pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, 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 apply a personal address, please provide the Department with an email address which can be made available oD the public To determine If you are a licensee under Chapter 4SS, F.S., please dick he . Product Approval Accepts: LOR Credit Card Safe htipsJ/www.0oridabuilding.orgfpr/pr_app dU.aspx?param=wGEVXQwtDquegl%2bT71%21F192gnRzHNulcgj5pgLXkU6gg/o3d 212 MIAM UDADE 5CIAtl•II-DADS COUNTY PRODUCT CONTROL, SECTION DEPARTMENT OF REGULATORY AND ECONOi1IIC RESOURCES (RER) 11.805 SW 26 Street, Room 208 BOARD AND CODE ADNUMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 3 t5-2599 NOTICE OF ACCEPTANCE (NOA) %nvw.minmidadc,Mv/ecoiwmv Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued sunder 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 (Iti Miami Dade County) and/or the AHJ (iuu areas other than Miami Dade Coultty) 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 maruier, 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 requiremetits of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone ofthe 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 Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 tluough 3 of 3, prepared by Craig Partin, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan•ino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision 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 perntattent 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.. Wany 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 JHJelmy A. Malcar, P.E., M.S. MIAMI•DADE COUNTY P i 6,' a •,/, NOA No. 14-0903.03 f : Expiration Date: 09/11/2018 l f f i % 2 c 1¢ Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepaivel by Craig Parrino, P.E., dated March 24, 2003 and Drrnving A o. LT4612, tilled Cast -Crete 4 6" & 12 " Lintel Sq% Load Tables sheers 1 through 3 qf3, prepared bl, Craig Parrino. P.E., dated Xforch 24. 2003, last revision #I dated April 28, 2003 both dra vings signed and sealed 61, Craig Parri to, P. F B. TESTS 1. Test report on flexural resting on 4 ", 6" & 12 " Precast Concrete Lhttels Filled and U flled Alode Is, oral of (13) concrete lip lel specimens, per- AST11 E-529-94. prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Clu-islopher A. Hanto, P. E. C. CALCULATIONS 1. Calculationsfor Cast -Crete Lintels, doted 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and scaled 41i Craig Parrino. P.E. 2, Calculations for Cast -Crete Lintels, doled 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manualfor Cast -Crete Machine Alade Precast Lintels revised on klo))1, 2002. 2. Cast -Crete Qualit), System Alan talfor Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drrnving A o. FD4612, tided "Precast and Prestressed Lintel Details`, sheet 1 of 1, prepared by Craig Parrino, P.E., dated !larch 24, 2003 and Drmving Vo. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Srje Load Tables". sheets I through 3 of 3, prepared by Craig Parrino, P.E, dated Harch 24, 2003, last revision dated Mirfl-ch 11, 2008. D. TESTS 1. Notre. C. CALCULATIONS. 1. Atone. D. QUALITY ASSURANCE 1. By Arian/ -Dade Candy Building Code Compliance Drce. E. MATERIAL CERTIFICATIONS 1. Alone. JI HkWiy A. Makar, P.E., M.S. Product Control Unit Sopervisor NOA No. 14-0903.03 Explraliou Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details". sheet l of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT=1612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Sq/e Load Tables", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated March 11, 2008, all signed and sealed by Craig Parrino, AF,., oil March 22, 2012. B. TESTS 1. Notre. C. CALCULATIONS 1. Arone, D. QUALITY ASSURANCE By Xtiami-Dade Corurly Department ofPerarilling EnvFrommtemt, and Regulaimy Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fr-om Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying -complianceping- comrpliance with the Florida Building Code, 2010 Edition. d. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. Alone. B. TESTS 1. None. C. CALCULATIONS 1. Arone. D. QUALITY ASSURANCE 1. By ATianri-Dade Cotauy Department of Regulator), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. to lip-, '. y'•-L.r"` . Wilfuy A. riakar, P.E., M.S. Product Control Uult Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cnst-Crete USA, Ine. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining AVo. FD4612, tiller! "Precast and PrestressedLintel Details'; sheet I of 1, prepared by Craig Parrino, P. E., dated March 24, 2003 and Draining tVo. LT,1612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables'; sheets I through 3 of3, prepared by Craig Parrino, P. E., dated Afarch 24, 2003, lost revision dated June 12, 2014, all signed and sealed by Craig Par?•ino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations,for Cast -Crete Lintels, dated 0811912014, Ixrgec 14.201 through 14.236. Prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By A ianu-Dade Counh, Department ojRegulatorl, and Economic Resornves (RF,R). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER I. Letter fr-ont Cast -Crete USA, h7c., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 201.1 Edition. HelwrA. Wlnlcni-. P.L. M.S. Product Control Unit Supervisor NOA No. 1 d-0903.03 Expiration Date: 09/11/2018 Approval Dnte: 10/09/2014 E-3 A=T R6TE0 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 4" SOLID LINTEL DATA TABLE NMI fLs> R9m1 I rQ rt ara iF.I. lai}C•r I[ro1 ar® IL'd 111* Frrg. 6" PRECAST U-LINTEL DATA TABLE 0rtr.lrse»v 7t vnolooraurl>u aciitJ Tr.^.focsir ntu otr,arn at: r t visar>mavao as lm aJ rir.t>_I ram v+n c a to f 7fF:9 aSCH at 7rIl1J raT9 Af,12C727 L7LSta a-7 fl rllid/SR t71TT.f1iR t'd9tr7 Y'OATT1ftI rJ 7 7r'avrrf If 7fa,7<<7 rravrrn arn.urr nru. r:rravr rISH9 r7_-Ita ai[triL_.trrsC7 rtr l ts v[Z.7i1 ca.0 tsar r ^: rs$vc otrrsarrnrrTrL Ilfrrgsaru.c=:rs$vrrso Rffiv rirtl a rt tnay rtr.tr mmracy to fFZLI i7afL1/ I_L1L1 Qltlli r rrnltppy CIC1lt1 TYPE .0. TYPE 'A' STIRP Vcs rLr VLI 11L1ALi.l S:LIL/rVL1 om 12" PRECAST U-LINTEL DATA TABLE I r 1"P" p ff;J®rT"A®fDienFWU1WDM IMRim ocyc alLm oeavaielc m r7ao nraa:u®rTi: Ieraurets s:I[Qm amm 13ffcd a artsuzet vma ILPAa r"ff T mi LaFIR ff„Icy FUTL^73alm Qfila VV grim rmmrina Kum r1211L1tY_rrtr> acr.oetH rrmarafTr rta um+[f m oc.erz. rf=+r]M a, rJi rrAa r r'tne r rttcvrmr[s rra:c r "r trtetiamo rRl t'}! f111L_1 tTr fit®jFvyw otS1O, a.us.r191, ffvj=1 rJ3CYrrcvc tuarr l.rtrmai tr,e+i R Q1aL'riL'1.2JIfrC-]/ lif"trtiavrmlo, 6ffmRCGjaO 115 RKI ijt M1. ,: 11 1lfli f:l"'1t•.7:t•All:l 1:1/1.11 gym rI®V1 9' dC'[7flO rtc-r tlmr rsmc tMaw iaat•r 4 f1f ^ 1 [5Gi5 Vt t offlalnno cla>. artLlar Iwarul.:uucAf.v u_tuarv R7LT] I FSCC/aICItCT :'_7 4 t1LL'::J OG 1a Vt2l.J OC] RJa ale.v le,rtF umn uarti.0 . 1AIerFfll mnala rrnma M. V l ll+4 rr.ur..r. r, 1/ n.l f%Rvfr:s)rlfl 1lsL rrry n ddrmi r3G11 m a.J-D1'i:J ' r:.L' {:'.ld rSdiO INt t/drrt110 ula AIO 11 M"MO fa MOO AMOVY O It rtmtatt a ca mm urt mo eumr et ttw wla. a mltanct nvAn Or "m wwm caamw0 4tfittfc um. OA1. 1. Kwom M AMU ry /u AM Y14 1L N. An tt me • uafll INDow t III. II 1" I to . tw r OYa a Atf Ylt • OM Olt IOtAI Itnlltt Of CRUM "IM AU fAM SUN= t. O.CA tYb11Ml e.. t010 1 i aLL A II Lm It tla fY t". am V 1w kftff OO 404 noOAWu • t. Of rrtrAtl WR%f: r.. !m N Itt .Ala ullw Ma . t f AO ILW02M 40t fY "tt t Ilttfl INM 1. On" Em I It tt tAIZ OIR 1 I tt fll t tla Ob t tOYVt OM WN OIL m t — It tea u m rfu tIdMO cam tmL G CEN' 0. 4 a: 4V- CRAIGPARRWO 6V4 CR 579 P SEFFNER. R. 33584 Prunucr Itcvlslar amnOlrulR.el41M fluitA nwj' t1'4 c' A. OG 6 .03 lY OsIJ:LI! p alGo nY' TmzL. L "., wwlrl PRECAST AND PRESTRESSED LINTEL DETAILS vz ' may 1 RlAlfll tT. AU MAu Y/ltl A: SlNtll YW}' s ' wor-' att: s/tym _ eKMO n: CM tAWM rL Ounle fouu wnl L a 1 GENERAL NOTES q 1t.bAdc fer/"mil"d-woo pd rc 6' a 12 pres.d 6w - 7Dw h 9••1 . 3R0 is .fie umun a ice a e•et. war i pano g GeoAd. TCw) ft 04 C90 : mFirun wl bus per AM ASIS So. p.r A3111 C270'm v us S 2) AM wlo Ueo NW bend m "i imuma 4 Inch nemid e.wbp. faalka •hi d Is I idg ZOi IOUpOwd bww rlbbbatoea1/2d 3) P—M, Id ".Mr hd ad hd bid 4) Ra M~ b M••0rlb edbda a. "rwd "Aram is 40 Sep •dpd rd.r. j2,y,C 1r-4' lied IM4-2e w1p glob Wed - 142804s/ 14a rdudi• 0 1431 }.Oe) . 127e pll 3) Al pd.b m.d or acrid L/a ive lr-4 4 b3w6nxOn. , iaeetloa lade t:m e qamubaeasesL/100 OdleclbA Iln Is inw b miaim m..Iw TWA Na" to" $wain 160411 0 •pPl• e) Slo. MW Teals a re4:wd 7) 4' wN LdW to he }aldd ./ 4' Ar lm br4.dd od or bttn•be wdid e) m or c= ". d rust campy sib the wd4u cad e) Too tW= bycod.p* u1irn mkwhi.u. rarWp iroiilobbw id ,i.. dd wqiodwgo 1• w d .4:s 10) ILA. - 141 Rebd I) edlrw fled dbd nbr b be bawd d 1w Blom d t, raw wAy. VPF MOGNA71ES11 1r r. Idm cb woo /1Vr. WYD rAw tt°IaR.- 12F16- 2B/2T m - ,. w r a 12- Urkb a. imasd"ed %. S-1 bnp Wmu a on .Ab I. rcv A. t.'A" cd .40m3q .II 13) iw dwiw wAw• d W&ls bddbo w al.Ar a ,: wb rhd e... vW.M. 1dusce sppkd Is wa"rs. yyNg:AAdy. YA71N .- 0,• toolio Id) bob lode w ur =befq W bC.dA •9 R AM" wow boo + Appbd eettream boo S ID Sd..0" bed Sol. wmr• tsl bod 15) rw umpdb 661 h 'y!bwl dwn us. wk b.d 0w:.01 Wsr b,%M ,l".n le) F. No bnplb not d..A lge. wb Iwd Ir.w na1 bwd bnpb 0r 17) Uk I..6 m wpula w.d .ersdd. bd le) so bob b7d on rdbnol deeps ev ob pa AO We ti AD 31L 19) WWII bled bed ap.dy em b ddeMd r Dd e2 Pw66r9 odtib:d idaeed c•no.b mnr•}• o L (Nu) .aow IM 4bl Sw = i r: 1/2' CIR TYP•,O' r...., _,. 6U6 rya to® Ica ortoew • www.rarw= CAL pare 1' yv.•.?} om Yv ov a:ar o•a• 1 s • Aeltw lr .DbINAL Mm IL REVISION lam131 4l_ m;O 428 ofli 146F32 SEE SAFE LATERAL LOAD TABLES FOR LOAD RATIM FOR F/ CN ADOTOONAL REWIORCLD 04U ( RGIU) RU COURSE 15 REBAR rOR 8. LROELS 15 REBAR FOR Ir LWIELS or ORSD 6F8 6F28 OVA 6F12 6F24 SAFE LOADS FOR 4" SOLID LINTELS Cws,t Cwm GRAVITY TYPE LENGTH 4S8 X-6- ( 421 PRECAST 1180 4'-0- ( 451 PRECAST 959 4'-0' ( 547 PRECAST 789 5'-10'( 701 PRECAST 460 6'-6- ( 781 PRECAST 360 7'-6' ( 907 PRECAST 260 9'-4' ( 1121 PRECAST 156 10-6'( 1267 PRECAST 116 tt_ 6F20 12UB 4- 4- UPLIFT LATERAL TYPE LENGTH 4S8 ass Y-6- ( 42-) PRECAST 687 371 4'-0' ( 451 PRECAST 597 320 4'-6- ( 541 PRECAST 529 258 F-10-( W) PRECAST 407 145 8'-6- ( 781 PRECAST 366 118 7'-6' ( 901 PRECAST 280 87 9'-4' ( 1121 PRECAST 107 55 PRECAST 152 43 12F8 12F12 12F16 12F24 12F20 yo Tx PRouuL'rrtnvlsliu jS7 CRAIOPARRINO 79 0324FL bdel lr^1-41h the MAO, Ac« nxab1nGunuue . ° °3f 1 e S, RIO\ : FL 3 d/riiil Gs FL PE. LLICL.NO..444 56App4d' ' oa t'ay„ CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES LATELOADS SAFEGRAVITYLOADSFOR6" PRECAST U-LINTELS FOR 8f PECAST1111NTE1_9 SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 4cwae Cwom SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6U8 SFO-10 61`12-16 6F18-18 6-18 T206F24-16 6F28-16 6F32-18 3'- 6' (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 1 9357 4'- 0' (487 PRECAST 2025 2313 3692 5050 6148 7227 8297 9357 4'- 6' (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'- 10'(707 PRECAST 1067 1260 2128 Z57 5734 7227 8297 8225 6'- 6' (787 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'- 8' (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'- 4' (1121 PRECAST 584 660 1056 1523 2094 2795 3731 5017 10'- 6'(1261 PRECAST 503 566 895 1270 1706 2236 2898 3747 11'- 4-(1361 PRECAST 457 513 805 1133 1507 1952 2422 3163 12'- 0*(1441 PRECAST 425 477 744 1042 1377 1769 2238 2809 13'- 4-(1601 PRECAST 373 417 646 895 1170 1485 1852 2285 14'- O'(1681 PRECAST 351 392 605 935 1087 1373 1703 2087 17'- 4'(2087 PRECAST NR 292 455 620 794 9B5 1198 1437 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRACE 40 FIELD ADDEO REBAR. SEE GENERAL NOTE MO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 I'' w S YY SAFE LOAD PLF LENGTH TYPE 6U8 sirs RCMU Y- 6' (421 PRECASI 587 1055 526 4'- 0' (487 PRECAST 487 787 445 4'- 6' (541 PRECAST 416 609 344 5'- 10'(707 PRECAST 300 350 198 6'- 6' (787 PRECAST 263 496 157 7'- 6' (901 PRECAST 222 367 116 9'- 4- (1127 PRECAST 173 352 74 10'- 6'(1267 PRECAST 151 276 58 11'- 4'(1J67 PRECAST 139 311 49 12'- 0'(144-) PRECAST 131 277 44 13'- 4-(1607 PRECAST 117 223 j 35 14'- O-(1687 PRECAST 111 202 32 17'- 4'(2087 PRESTRESSED N.R. 130 21 I SEE GENERAL NOTE 18 4mv- 4-m SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 618-11 6Ft2-11 6Ft6AT 6F20-11 6F24-116f28-1T 6f32-IT Y- 6- (42) PRECAST 1412 2074 2715 U56 3997 4638 5272 4'- 0' (487 PRECAST 1225 IWO 2357 2913 3470 4027 4583 4'- 6- (541 PRECAST 1063 1592 2054 2577 3069 3562 4055 5'- 10'(707 PRECAST 31 1222 1600 1979 2357 2736 3114 6'- 8' (787 PRECAST 723 1097 1437 1777 2117 2457 2797 7'- 6- (201 PRECAST 649 863" 1249 641544Ia 1840to 2135 2431 9'- 4- (1In PRECAST 575 571 980 1252 PC 1732 1972 10'- 6'(126-) PRECAST 514 462" 787 m 1121 n 1336 1551 1766 11'- 4-(1367 PRECAST 474 404 685 j085J 1213J 1442 1645 IT- O'(1447 PRECAST 454 367a4 619 888 j 1093 1292 1506 IY- 4'(1607 PRECAST 402 308 516 736 906 1076al 1247 14'- O'(ISO-) PRECAST 368 28510 475 677 832 982 1145 17'- 4'(2087 PRECAST 253 2011 338 416 585 693 803 n THE NUMBERS IN PARENTHESIS ARE PERCENT REOUCTIONS FOR GRADE 40 FIELD ADDED RFBAR. SEE GENERA. NOTE NO. 4 CAST- CRETE 4", rtu Wx eaua-u ouwx W ! `6.1 m e/tyw cacao 1 I% fR PRODUCfftUV, a, BWWf b *N Le fluefA.' A PWp1 Ne -p GS,p r+Pt efion D.v 7 CRAIG PARRINO 6324 CR579 Ati4nf'1, SEFFNEFL R 33584 FL. P.E.13C, N0.44736 6" & 12" LINTEL SAFE LOAD TAE TOWN MUD I WwL. ru 1 SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS WF-*,M SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE ttub 17r8-1s ltn7-28 lZn6-I9 1a7a26 12R4-19 1II78-28 r7R7-18 3'-6' (421 PRECAST 3428 50M 583E 7619 9352 11050 12755 14438 4'-0- (48') PRECAST 2923 4232 5838 7619 9352 11061) 12755 14438 V-6' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10'(701 PRECAST 1612 2320 3215 MM 8487 11060 12755 1444 6'-6' (781 PRECAST 1383 1986 2679 4196 8421 10032 12755 144 7'-6- (901 PRECAST 1138 1628 2131 3218 4075 8736 9763 135Zq V-4- (1121 PRECAST 795 1216 1535 223D 3053 4167 5593 755 10'-6'01261 PRECAST 614 1043 1295 103 2516 3323 43M 5632 11'-4'(1361 PRECAST 513 945 1162 1649 2216 2693 3719 474 12'-O'(1441 PRECAST 456 378 1073 1513 2020 2617 3333 4006 IY-4-(1601 PRECAST 359 767 4 121 1294 1709 2188 2743 3409 14'-O'(I6n PRECAST 321 720 365 1204 1534 2017 2451 3108 17'-4-(2081 PRECAST N.R. 4510 631 881 1141 1428 17501 2102 19'-4'(2321 PRECAST NJ 343 4770 7000 925 1152 1380 1509 f) IIE RWW16 W PAWMIMS ARE KRM WACM5 FOR MA 40 IIUD AMM REMAR SEE CD47A MIT MM 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS SAFE LOAD - POUNDS PER LINEAR FODT LENGTH TYPE 12RA WWI 1811`1r 12Bf16- WM-21 121125 12RIM 4'-4- (521 PRECAST 25M 2942 5468 7554 9640 11669 13679 15679 V-6- (541 PRECAST 2319 2740 5465 7584 9640 11669 13679 15679 5'-6- (651 PRECAST 1347 1841 3555 6395 964D 11569 13679 1567SW 6-10"(701 PRECAST IM 175B 3351 5954 9358 11659 13679 1587 6'-8' (801 PRECAST 924 1430 2533 4415 6884 10353v 12574 1480q 7'-8' (90') PRECAST 703 1203 2157 3494 5259 7922 952M 11M V-6- (IIr) PRECAST 359 843 1451 2157 13203 4 44270 5417,J 63801 1) THE NUMBERS N M WOME56 ARE PERM RE J=M FOR GRAM 40 [1D ADDED Rmw. su GENERA NOTE IQ 4 SAFE LATERAL LOADS ma 49- 00rraQT Mi lurvr A my- i--r'M SAFELOAD PLF LENGTH TYPE 12U8 12FO RCMU S-6- (47) PRECAST 1295 4841 393jq 4'-0' (48) PRECAST 1295 4841 299 4'-6' (54') PRECAST 1049 3922 241700 5'-10-(7n PRECAST 681 2547 155 6'-6' (761 PRECAST 579 2167 123 7'-6- (901 PRECAST 474 1771 914' 9'-4- (1127 PRECAST 355 1326 58 ID'-6'(I26') PRECAST 306 1143 454, 11'-4-(1367 PRECAST 278 1041 3 12'-0-(1441 PRECAST 260 971 34 13'-4-(160") PRECAST 229 857 278sm 14'-0'(1551 PRECAST 216 809 251 1P-4'(2081 PRESTRESSED N.R. 63 16 19'-4'(2321 PRESTRESSED N.R. 1 534 130 sc "rru"W -VIC 10 SAFE LATERAL LOADS FOR 4'-4- (52') PRECAST 4'-6-. (541 PRECAST 5'-8- (65) PRECAST V-10'(701 PRECAST 6'-8- (301 PRECAST 7'-8' (90') PRECAST 9'-8- (116') PRECAST SEE GENERAL NOTES - SHEET 1 OF 3 SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS CARelnGwn SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE lam -?I IFI2-ZT 1ZF16-Zt 1tr10-211ZfZ4-1112R8-ZT 12T1t-2t 3'-6' (421 PRECAST 2752 4287 5613 6938 5264 9559 10915 4'-0' (487) PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-8' (541 PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10-(707 PRECAST 1623 2527 3310 4092 4075 5658 6441 6'-5' (781 PRECAST 1444 2269 2972 3115 4378 5081 5784 i-6' (901 PRECAST 12571 1767 3194 38D6 4417 m 5028 V-4' (IW) PRECAST 1028 1171 0 2006 259E 3087 3583 4079 10'-6'(126') PRECAST 920 947 1512 2281 2764 320943653 11'-4-(136) PRECAST 55B si 529 140491 1982 2441 2902 3364 12'-O'(1441 PRECAST 814 j 753 12690 1785&4 2201m 2516 3032 13'-4-(160-) PRECAST 678 633 1057 14851 1526 2169 2513pi 14'-O'(1681 PRECAST 622 586 974 136519 1679 1993 2309 1i-4-(20BI PRECAST 434 427 695 P 964 1182 140 11523 19'-4'(2321 PRECAST 386 370 593 817 1002 1187 1372y to) 114L NWR491N PANT7MWM ARE rERCRM ICDICW6 40R GRAD[ 0 FMD ADDID REWE SEE GEMpE NDIE RL 4 SAFE UPLIFT LOADS FOR 12" PRECAST w/ 2" RECESS DOORU-LINTELS 4rjoM-6141411 I SAFE LOAD - POUNDS PER LINEAR FOOT iZRF61^ "I ILENGTH_'I121E6-21IRRT10-21I12R14-21I1216'IB.2g12ETZ2-t1I12182F21I17ATlD- 3692 2583y 4'-4' (521 PRECAST 1626 2685 3745 4806 5867 6926 7969 3458 2417 4'-6' (541 PRECAST 1558N771 3602 4623 5643 6664 7654 2236 165 5'-8' (661 PRECAST 1210 MO 36% 4466 5273 SOBI 2129 155 5'-ID-(701 PRECAST 1173 2769 43M 5123 5903 1716 117 6'-S' (801 PRECAST 1020 2426 3114 M 4489 5177 1438 914 V-8' (901 PRECAST 9D4 216 2776 3390 4003 4617 1011 9;-8' (IIS*)PRECAST 70301472 2181,j 2663,J3145 3628 UNDER$ IM PAIRDMUS ARE PEACOR REGXM4 rm1 G . •ENS ' 40 nD.D ADOED wim su CETERA Mm[ N0. 4 447 .^ w// MEO1wCTFtEVISe9 4 aunplrm I'm aw riorci, T E A14 D1.1 No o or C3 U'apd6.WIta ',70 QQ %% CRAIGPARRIIVO 191- /8 6324CR579 g bp1 e r1G\`` SEFFNER.44 MMMM-a nv 6, 1OA A:E4`,-- FI.P.EI4TC+N0.1Y1758 CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES ru Rom Mal-14 am U. Mum man 1 vAh P.T.S. ME. 3114101 MIGREo ors [TWO ram rA. - m Ra mou mAwma U4sR mul 3 ors MIAMI•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) t 1805 SW 26 Stceet, 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 goveming'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 Inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel -Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7,1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Prbduct 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 thete 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 ofthis 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 lmy A. Makar, P.E., M.S. MIAMMADE COUNTY NOA No. 16-0126.03 I = Expiration Date: 05/21/2017 Approval Date: 04/28/2016 v 4/2 $ 20/ 6 ppPage 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed andsealed by Christopher A. Ham on, P. E. C. CALCULATIONS 1. Calculationsfor Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. z Calculations for Cast -Crete 8-inch Lintels, dated 11/11196,45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06120195for prestressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13195for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #5 rebar by Birmingham Steel Corp. 6. Mill Certifed Inspection Report #58A66332 dated 01/28/96for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96for #5 rebar by Birmingham Steel Corp. 8. dull Certified Inspection Report #84M19805 dated 03/06/96for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. lhj&y'A. Makar, P.L., M.S. Produettontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28R016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report 084-M20749 dated 04105196 for #5 rebar by Birmingham Steel Cap. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manualjar 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 of1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report onflexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. r - W/-6: e_ e_ IGMij A. Maker, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.L. 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. 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 #12-0109.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of3, prepared by Craig Perrino, P.E., datedJune 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofPermitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. 'OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Perrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Perrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Perrino, 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 from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Perrino. P.E., certifying compliance with the Florida Building Code, 2014 Edition. HilWA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. n. QUALITY ASSURANCE 1. By MiamiDade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letterfrom Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. t. _' / & ' 114faifA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/29/2016 E-5 AST- RET HIGH STRENGTH PRECAST AND j PRESTRESSED CONCRETE LINTELS raorwcral:wnvm u comM7W M+NamRmwe amen cmt STIRRUe MJaO MIA 8" PR V%VWE 1 EPAd110 MIpof 14 -6 AM 641 W-V 14 0 W-W 1 IV —a" 0.14E 367 w 11 -3 R r0 -1 9 17 -a a151 636 7 32 3 7 u 17 -2 4 o s - 6 16 1 713 1 -3 12 2 1 0 4 -1 1 ll'-a• 0.114 787 7 sS 7/]] BAR 1'-Y S • 3'-IN 3/a' 10 22'-6- 0.20E 011 7 3 7/31 lWl 11'-f0' 6 O S'-1a 3/6 101`ti o• OSIO as 31 7/12 OM W-W 0 O 4'a 1/1• f0 rr 777 r({{ iiRI1++••71^,77--,rf1 rr-7rtrrcim>..r7.7s-+ ft' a,Y F!Frifr3:;iI:RLCt:if1<tit•l•7•l:s•R_i:ill:l C1:LR. aQ F]CC1iQ}ttl rf 4JTr MlUaTk7EYiErfLl amr-d GSfit<If tR3l ltl}1,rli.SL 1n,.v?h17 t Lim]a 74fQ t<IOJiE3'fr 1<lla[tL::ll}TVtFildJktf©LlO F4AS.11(]Cli L1C16 I -Ft! rraas:.:rtT.v.nr,e:.I»m r a suers! llJL: crE=nAffm, pC•yf'd I]lillrlL:.11!11.4tTdLC'.r:[3C7E1L]iO PRECAST U—LINTEL DATA TABLE L VON" - VI CISII Y_1• 6.612 Ill 13 '"All3'-S' 7 ]! w 2•• a 4-O O.OS7144 63 FJAAJI ll'-Il'7 32 RAM 31 IfA 4 4.46 -4 0.041 ON 0M w-r 7 32 6- 6'-C U,686 W4 A4 RE 6- 31 R/R 1-2• A 6 Y-1 0 .069 V RCoAl1 1 7 31 am 4 moss-334 4 OM 6-3 0, w 2 5 REMAIN 11 -r 13 WALE1'-0 3 -0 1! 6.1t0 10A I -11 S R[w I I 3 6 O. 100 ROAR 13 -3' 3 NEW I 3 - 3 -0 0 4_ s11t0AR S- 3 ROM 13-6 IMIS FROPOCIARr UIMRMATOM 0 PROVMA IN PROM APPROVAL It 0 PAOIMCO A COP" Mf LAMS AID CAMMOt INE 204M000KO 0l IZM=0 nllMOut tMc P110O Hand cOMCCMt OF 431-cstif MIA. I= Inc to .11.., .M 4w1 Ima1 Inc •r A1O1 rL n1M uw rue Y I—n- 1. KWMbt0 $1196 7/n AM ASIM A3I0r /3. A A MOIL IMI 101AL MM M OF 1111R11F1 AIM 11 RMM OwI W AMU A11% 1/14 INC" R10MM0 a MAICO SIMIM FROM LACM MMdICR 1100M cNhOnAlATOM "MUSSIMO 2ArA10 ASIM Aall. am at fort 101co"m CAM fat nA1OIt M'aMO. Of IPW " 4. tM IlIN 1. COIICIICIC OMMOII61 ra " MG FM fall 1' PEMOGCM CIOC MINIM SHMIA 1111tNPI raw [1SM 016ltsfewiltnlaslh • 4000 FM to° ALL runs/ 6 mm 1.1111191.1. 1. IA FOMM6S Or POLPIOFafK I1KM PI1 am"PMSiI[sf fOCc . aid A.. CM'Ta OF IaMMnt MAY all UK* IV ROM Or mutemem uxm KWORCM CAK 4. 11116FW0 MOIIA /l[t113StOD 111 attelt Ynn1 AIM MAM0t1O mum t IA w ENS raoucr Itmsm) u ccamoyfal nilh0" F1o41Oa 11.9mir4 CodaAxrrAMNol, -0 0T.02. CRAG PARRINO c-O p/• ; OMCR579 Mf llu 'a(`luM(P" JAL 6N;.,, FLP.E. M. N0.46 MEMBER OF 4d 1111M1 CAST-CRETE 8" LINTEL FABRICATION DETAILS 1I1w. Ilt --. CI5111-14 OIAW A GAS PROM M - 1t0. O. II1A WJA f01 O tGIE 14eR:s.71'..W.. r na INa eur.nn w nue r"nm. Ft . M4 t1 4tlSiI amma 11. IG tuU 1 Or 3 I I SAFE GRAVITY LOADS FOR S" PRECAST wl 2" RECESS DOOR U-LINTELS cAmp.Cage SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPEr1424 SNS-00 earl W14-m 2Fte-m SAM On" W30.11 W4r-1e W10-le d1F14-10 eE1M16 MIZI-Ie elan-te Wm -le 4'-4' S2 PRECAST 1749 31M 8 4346 5411 6413 7567 kill 3999 WON 1a2 e010 9479 I11693 4'-8" S< PRECAST1 tS91 IM 2991 12fi1 4246 Sn4 6904 1736 3699 S20/ IW9 IOC/ 0471 10113 5-8- (601 PRECAST 920 v70 u1e nn ms9 3211 tiv 24AI 4567 W19 6000 9311 S'-10'(10') PRECAST 810 W2 1653 I= 2124 2942 3JOD 1113 2342 4f.42 UN e0C Was 6 -8" (80 PRECAST 797 201 M25 3120 W48 7t47 r7= 7300 Pol 1623 3120 604/ 791S 109 7'-6" (90 PRECAST g 755 1490 2459 3776 5743 SW 75S 1410 2462 3ne 5743 I 9'-0' (118' PIECASi 41t 460 299 ISM 2253 3122 3149 526 999 ISM 2151 3121 4160 Hill SAFE LATERAL LOADSFOR M' ORPCART vWV RECESS naf%R O.LIRTPLS V SAFELOAD PLF LENGTH TYPE 8RU6 8RF6 R. 4'- 4" (521 PRECAST 758 757 1164 4'- 6' (S4') PRECAST 694 693 1073 5'- 8' (681 PRECAST 408 407 655 5'- 10-(70) PRECAST 382 381 616 6'- II' (801 PRECAST 595 788 464 7'- 6' (200 PRECAST 509 674 363 9'- 8' (1161 PRECAST 370 490 214 THE NUMBER; 81 Stss ARERPmcENT REOUCNONS FOR GRADE 40 • SEE GENERAL NOTE 18 FIELD Not GENERAL NOTES 12) WA ...aw1 r w'It6-1/!• 7+a mad..d R. •Cal O oed ed Ieit/r*A ad r• drry rmral• e• M•••d Ede 4000 Mre . reR M_aNtad QM 6d u 300° as a now ly 13) 14 alder TACT d fad. r.1.1ea Y eda ewedn w .11r Mw r.a's f .u.r .Mrw M re•w w .I Isla e-r3e"a..Mwlr r.u6. r. It a P :OtA CaI nW W AS'01ul6se a. C 14) U.w Irna dAM m.%, .121 .Ilea aqq. qn w I.d dt1 ryd mQi. d. deal w elv3r f a afeltl dli w•INe galre WASNQIO r a0.6 2270 Y. rArVea 71M ANp w ..*d r.l A r e.aadd w4 4t IA 9d. wed Yr eds bwu w Now 2) N wk bw Mra rW r nielnn 4 t e a•M.d e.eM6. iamha ` 4 W4 Yi rld r0 b@4W WINltb h1.3 rVee '/ r IS) For oepdh Rad OdoU ad are a. ad.Ima Wonnat rw Y19t6 .3.a. 161 rM Wd knes W am4 as ah Yr 6n rd Yq.d Mae dom 3) Pie" eA 6M.r V as NUN )"tL 17) SW ra. . 09•eN9ar dwwb ra• 4) , 40 tM = Wkdu W pad "'I". f.r 191 SW do& Mwa r nCmg Ode. mdlh I.r AO SW ad ALI 311 n°rj1e :% ra.e°eel: i u"12' pat: 61i1mi oo noe1) r7.sre. w d r apn, .r w .er:.a e 9. r y'rr6, paaeo .arawd 1 ea.rry r1, 000) .e. Ltd. Sa dakh •d•.e sl u Ira .tew 3C eFM6et wam 16. 1ra n -r w leeg leab r ueW. 100 aOMk e 14" 1.efw la4e 1 d mIa True ury 1) 3rd14 6W 6adt w re4dra 7) Or 17 TAM( nq be aftQ.1a I Is /5 n0• 1)IN L1Y•/.11.jimtd 4f 611d awl anra ob W es1d.N ea dr•.6.d 4emn.e4 1) e a•e9°i, 00m e .t. .edl s as AhM mm di"• Y `eiey qp1. 10) NA • rd NoW 11) Lure 6dI •erlyd t. M Yrttd d the O.Mn d R• Idd e•19y. 1/2' CIA T s ;.(,, SIX SAFE LAIFAAL LOAD 1ASM FOR LOAD RATING F°aEACH ammA s0 RE0 (r31114et) FULL COURSE 2) IS RISAR C940 or G96o SAFE UPLIFT LOADS FOR S" PRECAST wl 2" RECESS DOOR U4JNTELS 4C^cr-4agan SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPErav earro- n wi4-:I Carte- rm:-: Bane-:7 eared-n4'-4". S2 PRECASTI16e23aWSe375L44465140tees23623M 3731 444s 51494'-6' 54 PRECASTtaxn722511 3607 4215 4943 to" n72 2W1 3w7 4273 4943 5'-8" (88 PRECAST 14 1797 2321 2t154 3301 3911 1219 1727 2326 2aS4 322 3111 5-10'(701 PRECAST t201 1746p 22Sf 2711 1213 1741 12% m36 B" (80' PRECAST929153019C2129m103329570I= 1530 I 1910 2429 21172 1320 Y-6" ( PRECAST Sot 141 1364 1765 21 2567 nU s26 Ile 13e4 1715 1166 no 29611 9'-8" (I Ir) PRE= 195 466 054 1222 Is41 INS! VIM 95 SC IOn 13e8 I701 201e 2331 j) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCI9)NS FOR GRADE 40 FIELD ADDED RESAR. SEE CENM NOTE NO. 4 TYPE DESIGNATION mn / u . I6elum OO Cmfr F Fr - nmm*MCI1 NormW LYANOWAt Loumm NOdYA rOMi of61011m... MOM N 10P Is rsAt W im ((111) 1L0.0 J. i. 1- Ile Qoe r A. a a 1S NEW At CLOY ar 1111a rim Its" t-6 a AL71YL Pam=eN11110111 f66W EN• 0•., 6MMUMALREN' E 6 ldlr the t7m16edo _ 0.44 P6000CTIlOVLS W oeailaa;"Ih1AeI'hvra4 1 0/f I Aroaieu°liee7 Z CRAMr6 R'.. Ai 024 CA 679 6324CRS78 . sS n.... C(2•` SEFFNER. R. 3351M I(AI:ff•T; i i7raTTi.f.1.`.iT1:L ., 'f• t LT 2:Pr:7iiQli i'L'71[IQ1 I6.-/Ii:YL•TS . 'J e 2n cdYsi:n:uvLyr. tr +•Nnm j •i• ,., '117 c rTrr rrri:ry:7.lrrrrs m; ,fAvz 1111 n.d.0au:3:lml:uvlal.c eywrir M IAM 1•DADE e1IAA11-DADS COUNTY PRODUCT CONTROL SECTION DEPARTA•IENT OF REGULATORY AND ECONOKIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMIMSTRATION DIVISION Miami, Florida 33175-2474 T(786)315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) %vw v.minmldnde.aov/cc000my Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In'Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is detennined by Miami -Dade County Product Control Section that this product or material fails to meet [lie requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 flu-ough 3 of 3, prepared by Craig Parriuo, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan•ino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision 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 manufachrre ofthe 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 nay 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 €113-0321.07 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 Hetmyff A. Makar, Y.E., M.S. NOA No. 14-0903.03 i Expiration Date: 09/11/2018 f Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet 1 of 1, prelxrred by Craig Parrino, AE.. dated March 24, 2003 and Drmving No. LT4612, titled Cast -Crete 4 ", 6" R 12 " Lintel Sgfe Load Tables'; sheets 1 through 3 of3, prepared bl, Craig Parrino, P.E., dated Alarch 24 2003. last revision #1 dated April 28. 2003 both draivings signed and sealed by Cmig Parrino, P. E. B. TESTS 1. Test report onflema-al testing on 4 ", 6" c& 12 " Precast Concrete Lbrtels Filled and Unfilled kfodels, total of (13) concrete lintel specimens, per ASTi11 E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and scaled by Christopher A. Kamon, P. E. C. CALCULATIONS 1. Calculallonsfor Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed andsealed bP Craiq Parrino, P.E. 2, Calculalions for Cast -Crete lintels, dated 05129103. 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTII+ICATION: 1. Qualm, 4stem lllanualjar Cast -Crete hfachine Made Precast Lintels remised an Alaty 1, 2002. 2. Cast -Crete Qualm, Spslerm Manual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, filled "Precast and Prestressed Lintel Delails", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drmving No. LT4612, tilled Cast -Crete 4", 6" c& 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated hfarch 24, 2003, last revision dated ,'vkr-ch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Corui(y Building Code Compliance Office. E. MATERIAL CERTII+ICATIONS 1. Alone. 1 xkftfiY A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expirndou Date: 09/11/2018 Approval Dnte: 10/0912014 E-1 Cast -Crete USA, Inca NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL b 12-0209.12 A. DRAWINGS 1, Drawing Mo. FD4612, titled "Precast avid Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.R, dated March 24, 2003 and Drmving No. LT4612, tilled "Cast -Crete 4", 6" & 12" Lintel Scfe Load Tables", sheets I through 3 of3, prepared by Craig Parrino, P.E., dated ivlareh 24, 2003, last revision dated klarch 11, 2008, all signed and sealed by Craig Parrino, P.E., ore Alarch 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. Norte. D. QUALITY ASSURANCE 1. By tt-liami-Dade County Departrneht of Permitting. Ernvirorrhtent, and Regulatory.4ffairs. E. MATERIAL CERTIFICATIONS 1. Norte. F. OTHER 1. Letter front Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.R. certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1, Arone. D. QUALITY ASSURANCE 1. By Aliand-Dade County Depornheht of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Norte. r Uilfily A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Eapintion Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE! EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, AE., dated klarch 24, 2003 and Draining r1to. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003. last revision dined June 12, 2014, all signed and sealed by Craig P017-ino, P. E.. oil Angus! 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 08/1912014, 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 Miand-Dade Cotuth, Depannient offtulalopy mid Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-om Cast -Crete USA, lac., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. HelqfM. Wfalcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: (0/09/2014 E-3 ASiti RE.w HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE 'r' TYPE 'A'_ STIM ONNII-1,14 vu aYut•[vu r>ourfw,v eYn i® uu1711me T, a i) I,,I mal> aLm§ll 3 Eta'iL'J Q3 r," PRECAST U-LINTEL DATA TABLE m r 1E E 1®vno a f fu rraklr.locr.veii_.lrnyva a oc7LT3tl i.ar lI •• roa>yD:nrcyna o, rl"ofTr7rellS vn s, jrd'aFTmmII •• 1raTSrr7)T'frTll'alI7att7', W"ffTlwfT371nrAQ7ir7F:T1fiT7 fL/11_.lrzrmv))T'fRlE'gTm Jrm+rrns7rla:=aras•rr11!rr7rmm- rr- fryfravrrnsTTrt>u lrr rvr maat ar>• fi1C9p'T7f}77 wl—! %,nVrW 11r•l1TlZrM r'if iT'tli rf'TrfTC1f1L'L"JIStaOrIL:Sj,-1T VMM tt7 sneSi tf EIIf 11LJ rFHa rTZ Jraa O mattrrrrfcir r1, Iaarre,I...mn c"OEM rTJL'fi[1T7 f7Lf rtrm1[tICl/ f)lli, Y"OG'/0 12' PRECAST U-LINTEL DATA TABLE L?I iTir 7 tla iEf`l1l:'l ii]'' K"m®r3r—_JE2"VA E7 SirYl0 K" 93MAKILE 11,14 ".1 EXxW WimJlIlyRra o 1G)ItfA:1)&31/ f mTT^l Lak1 Vi.La "JLamm Vil iJ• rmfu:2fi:artl:l= 1omIfveif r no f"II[S71f11Ji E11 'L'^.1E1 iD®i1Cii t< rimf a rn ct:i r11L'=J my rtJ1L"Joc'a Uc:o R rtTTf rtu_ tt irr„-„IncaGC:i o fTC.[11 rF1L'!mQ'rlJli:_'fT1C'E3Ci0 fr,r[fu rts: ma,f rcutL.ttmcy nc; ffs fF rlRTff,ilr171LJ waif rt "' tD i ocio fLQlMEiilallarF7.11i>•rU I"!J{DO/fEnit< gF7GHf:Tll!•ftJrll L':JQCl/r r' 610 EGio gnaw rs reu_ um Za.J-t mcy E u 12' 11i1'ri:1;11!laY(,r ' iIU 1lI:ru:rt. rNlWti Gt. - . iCl[ arYSI 111fii"_J ®F7 1 [ CIL7 O fie lomarmf f!`ttr.J1=J []GII vei>aa r n tv clcyynp mclarf,,tisatlarcaa-Ir vcial'c n c rt IcLf7 If1CIr fkJ r a' „' IJQI/VL.L"JE)C1• f74aJ• rnev lnav r i>.mu rr 1L-_.111ayr//r ll lr ar-/n rtr. 1rtiryrry rfiA m:]t•r nc- c lnf r1161/r9T.vt Z nmi gOagUAna Yrn11W11 m 11 N 1 Ia 1tpNICt Arrm1A1. n o Iola m V WamSlrr UM AND AWImt 91 Dn 1l 1m ell 1/11m M MFIMt t 1 11W 11WM MMWR UP-CIM Irk IL 1D mmMm a IY ant 10 AAIi ASI11 1. 1. w 11 UU1 . a1N/11m 1U mIIN 1 w1 11 10 Was • t111 - 1mK M AS. "IS Norm tU 11L1 U 10 d 11 n an U1m1D AU I 1 rD MOM WK= U1O6111 W r.. ON am I= W 1 1 n AID 11 IF rnol Do mm W IN mamma UN, I= owum - IY V WAV WIM h 1t . 1 Illr 1 . 1 II 1At1 1 ar11aY1 . I. TO =9 1t1N1nDl UK I—Ulli m tlmn unm 11t6 mi aU m n 114 1101 t U pAd a1nl 100 1 1nta1M FM UUI mI. OF 1 m It 00 UMCLS A/1D MOM IDII IN" V••CEN',O: i Pl[1M11C1KNY„tiftWRUidaamnIrum.4 it : ; * : p1i1d11lfad.-m o m341«v l+ & IP/, : CRAIG PARRINOc 0R • S F m5e. ONALE;G.4 CFLF PRECAST AND PRESTRESSED LINTEL DETAILS n1 mm nnDM-14 1 CAM Ir AIW AWAW WFAS WO GENERAL NOTES 1) 1Adaft ea r Wandrbw . food rd h 64.wed :rfOm f'dlabadp•GM b a. rrrem araaery adk (Cw} au I3711 M .0 aueeun Get 611n16. Iwo p Oar p. ASIM A115 Gad. 10 rnwlwperASIMC270tMrwS 2) AI -1. mad mde %Mo M t.i — 4 Loch era:rdb6-ft, LUpU= .m food. it 11 dM b. k " maim um I/2 ndr,. a. al b. rduwa u f) R•rbm let Now had drd howl Wu 4) I~ in e bMrk.iMM IM F"aarefd ft"M W Etter . 1 143 r.&MG 114U Gel) 12M pl 1Q0pa S) p 6dd4 mad w ..ued f60 ddmafalb fZtE, deed Vlw1 a mere Un 11lydw m mdrru mew4 yr R , swagfad. Sacu.a160411eam. d) N-. Glad WAh - r pk& 7) r ,• d 0nmh to be ielalyd ./ 4' &MMiM baeamw aod e dihonh. - d:4aL pMY1dft44are/ dlaa . d Md amd come* rn m. wW dimrd wd/ wrsW aaerllada floc de; w mg a.abdta eercaudd I-• }ram rd add mad ldd- w IodeGaf mamaid.es r.wW4 rereml ad de d d-a q 4em U. tau d a.OpaA. 10) ALA. • Rd Iw.d 11) flohm rAM aawd deer m be beWd at In bottom d ue Odd -db. TYPr QF5111NAMON rr-r11-. MGM/,-wn- r mw s 11'iedw12F16-28/ 2T mwmJ J L...., ioaa..ma AOe a 1 4f• IrO N rod wDA Ana p a• rm T •`. . f. MI/d•aY\ a aAt wr- d• mioA 40.aed• ra r eau NWINAL1148% 12) r it I U" M ma•dacted .m1 S-yr mM wkMa at UK .da to madden wlWedrddmkqdpeAk413) R. wWw •.Id. ofWife imldW i. .UAw anwm ffdwfl .,b dd hwa a am• 4 a1 ab xa aOpW n —dance .2b ASIU CAM e• 0. ape d ooA* 14) lead. Wad dmb••cwy .2n .uful QMl er arrlQ ad Mlww "4 4mb .I. aAM M drsbod W U• a.a•I 1ae(M rAn 1aa lamdM "dame opOW w16O1 Wa + Arrbd brdd itaand Sto Sd, wud foodSO.M m k.wllead 15) rw -rope-, Mal bd}bm ad do m -m mat fi m MA law hdO .ban 16) Fw Not W4W ad deco, Ia. Wo lead free led k,429 I•r}U dba.A17) Sdo mob . m-prm4-ed do"VA foods. 18) sda foe• bead ao rallarrI d.dp weyam r«OiAO SA wad AO IM 19) A A mktuwd, via (60AQdnw6r4mt5-wm= SEE SAFE LATERAL LOAO TABLES FOR 10A9 RATING FOR AOOMOM WNFORCE0 CMU (WM FULL COURSE 1) 15 RESAR FOR 6' LnREfs 1/2' C}R TTP J2) 15 REM FOR If LNIELS CR40 or CR60 SAFE LOADS FOR 4" SOLID LINTELS Ce4a wm GRAVITY TYPE LENGTH 4S8 Y- 6' (421 PRECAST 1180 4'-0' (481 PRECAST 959 4'-6' (541 PRECAST 789 5'-10'(701 PRECAST 460 6'-6' (710 PRECAST 360 7'-6' (90' PRECAST 260 9'-4' (112' PRECAST 156 10'-6'(1261 PRECAST 1143 12UB 4-m- t1 . UPLIFT LATERAL TYPE LENGTH ass 4S8 Y-6' (421 PRECAST 687 371 4'-0' (481 PRECAST 597 320 4'-6' (541 PRECAST 529 258 5'-10'(701 PRECAST 407 148 6'-6- (781 PRECAST 366 lie 7'-8' (201 PRECAST 280 87 9'-4- (1121 PRECAST 187 55 10'-6'(126') PRECAST 152 43 12F8 12F12 12F16 0 L, 'Z 6U86F8 61` 12 6F16 • , • , 2-Ve. tj jtYti Astir 4 L - 1 r.i.: k; • • -r •.Y, tji'•,' S.}. 1'4.4Yw`„ •` •i7?M:•• :.^•':.., r,- ; •t Ei' j is t.I -?%': area.• r.,.r,..• v: '•-.^ice' 4S8tie • of • 12F28 12F24 12F20 N ' * PAooucl Iasvtslm 5: 4.. • acbmply}np wirb laA Flwfea i F ' * : UulidinfL•uda p< r/_ % : /j. CFWG PARRINO Bmlrolpe uc aAd /P ,i •. O•MCA579 2'O 6F32 OF28 GF24 GF20 •• gr... RF IRFL MM ft CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES l 7zY t Yr WMML• OHMS-14 I a M di: 10FAN ARM YJU: N31 w ' .+• 1AI& spa/al I coma fr. uAd1 Mltl01•, rod. - tOL 1•. alift OtAAb1L N0. 1341111 SWU I Or 3 r SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS W cwm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE W 6F8-1S 6F12-IS 6FI6-IB 6F20-18 up -is 6F28-1S 6F32-19 S-6- (421 PRECAST 2332 2575 3892 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 145 7227 8297 9357 V-6' (541 PRECAST 1654 1857 3533 1 5050 6148 7227 1 297 9357 5'-10'(701 PRECAST IOU 1260 2198 3557 57N 7227 8297 SZZ501 6'-6' (781 PRECAST 949 1078 1831 2850 4325 6737 8297 9357 Y-6- (901 PRECAST 779 883 1459 2185 3151 4524 6654 9357 9'-4' (1121 PRECAST 584 650 1056 1523 2084 2795 3731 5017 IV-6'(1267 PRECAST 5D3 565 895 1270 1706 2236 2898 3747 1'-4'(136') PRECAST 457 513 SOS 1133 1507 1 1952 2492 3163 12'-O'(1441 PRECAST 425 477 744 1042 1377 1769 2238 2905 13'-4-(1501 PRECAST 373 417 45 895 1170 1485 1952 2285 14'-0'(1687 PRECAST 351 392 605 635 1087 1373 1703 2087 17'-4'(2081 PRECAST N.R. 299 455 620 794 985 1195 1437 U) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FEID ADDED REBAR SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS FOR9" PRECAST U•LINTELS C SAFELOAD PLF LENGTH TYPE 6U8 I 61'8 RCMU Y- S' (421 PRECAST 587 1055 596 4'- D' (481 PRECAST 487 787 445 4'- 6' (54' PRECAST 416 509 344 5- 107(71)j PRECAST 300 350 193 6'- 6- (751 PRECAST 263 496 157 T- 6' (90') PRECAST 222 367 116 9'- 4- (1121 PRECAST 173 352 74 10'- 6-(126-) PRECAST 151 276 58 PRECAST 139 311 49 W- O'(1441 PRECAST 131 277 44 13'- 4-(15n PRECAST 117 223 35 14'- O'(1681 PRECAST 111 202 32 17'- 4-(2010 PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS GIs1 w9 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6TB-11 6F12-11 6 IS-11 6R0-11 6F24-11 6128-1T 6F32-IT Y- 6' (421 PRECAST 1412 2074 2715 3356 3997 4638 5279 4'- 0' (48') PRECAST 1225 1800 2357 2913 3470 4D27 4583 4-- 6' (54-) PRECAST 1083 1592 2084 2577 3069 3562 4055 5'- 10'(701 PRECAST 831 1222 1600 1979 2357 2738 3114 8'- 8' (781 PRECAST 723 1097 1437 m 1777 2117 2457 2797 1- 6- (90-) PRECAST 84S 863 1249 1544 m 184010 2135 ro 2431 9-- 4- (1121 PRECAST 575 57100 96D 1252 1492 1732 1972 10'- 6'(1261 PRECAST 514 462M 787 1121 1336y 1551 1766 11'- 4-(136-) PRECAST 474 404N4 685 985 1213 1442 1645 IT- O'(144' PRECAST 454 3670.) 619 888 1093 1299 1506 PRECAST 402 308 516 736 9D6 107e10 1247 14'- 0-(1681 PRECAST 365 255 475 677 832 989 1145 17'- 4'(2081 PRECAST 2 33 208 335 476 to 555 593 B03 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 PA 44 Rlrp*:•",` CRAIGPAR81ND CS+ G •• 6324 CR s79RIONA1.a` SEFFFNEFLFL 33M PR0DUCrIUlyl35D UUtala wnw: ix' - Fl-id Arm Df°rWanu?j.v o3.oT Z oE M o, I Pm—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES v310 ! 1,24 1' ' -,y. s ,+fW..i',, n[ NWT: _ owSwl{-f___ _- DI Nw a: JOW $moo x IL• _ t• ,.,,., iS.:. 1 um !/11/41 Co1CUA or. CIAIC rUIL40. i - A[4 Y0. N7SN IMMTIm. Fill NO 1 W 3 TERAOADSSAFEGRAVITYLOADSFOR12" PRECAST U-LINTELS Feai POPtART"XIM A SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS 4m,O w " SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE Que 1186 28 INIZ-28 t7r16-28 IN20-N 1204-28 12r26-28 12T32-28 3'-6- (421 PRECAST 3428 5000 5838 7619 19352 11060 12755 14438 4'-O' (481 PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 3464 S304 7619 9352 11060 12755 14438 5'-10-(701 PRECAST 1612 2320 3218 5234 8487 11060 12755 14434, 6'-6' (781 PRECAST 1383 1986 2872 4196 6421 10032 12755 144 Y-6' (907 PRECAST 1136 1628 2131 1 3218 4676 6756 19763 13524 9'-4- (1121 PRECAST 795 1216 1535 1 2230 3083 4167 5593 7552 10'-6'(1261 PRECAST 614 1043 1225 1853 2516 3323 4334 5632 I1'-4'(1361 PRECAST SM 945 1162 1642 2216 2893 3719 474 12'-0'(144') PRECAST 455 878 1073 1513 2020 2617 3333 4206 13'-4-(1601 PRECAST 359 767 926 1294 17M 2188 2743 34091 14'-0-(168-) PRECAST 21 720 865 1204 1584 2017 2451 3106 17'-4'(208') PRECAST N.R. 451,4631a 8810 11411 1428 17504 2102 l9'-4'(232')PRECAST N.R. 3431, 477e 700p 925 1152 1380 1609 W) 7ME numrle INPAM MIMSM AIM ffWWff WMAMG s FOR OM 40 RESO A0001 AMAR. SU GENDUL MOLE ft 4 SAFE GRAVITY LOADS FOR 12" PRECAST wl 2" RECESS DOOR U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE URS IM-211 IWWN 121314- 1 n6- MM-2912026- 1 WM- 4'-4' (521 PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6' (54-) PRECAST 2319 2740 5469 7581 2640 11669 13679 15679 5'-8' (6n PRECAST 1347 1941 3555 8395 9640 11669 13679 IS67 5-10-(701 PRECAST 1259 1758 3361 5954 9358 11669 13679 15 C-8' (80-) PRECAST 924 1430 2633 4415 6664 103 1257 1480Q Y-6' (90-) PRECAST 703 1203 2157 3494 5252 7222 2623 1132 9'-8' (1161 PRECAST 389 843 1451 2157 3203 4427j 5417 6380 1) 1ME NlRam N RARtam ARE MRcad Rmuff 0l6 to* GRADE 40 mo AM KM SEE ateAL NOTE VA 4 410-m P. Y"` SAFE LOAD PLF LENGTH TYPE 12U8 I 12FS RCNU V-6- (42' PRECAST 129g 4841 393 a 4'-0- (481 PRECAST 1295 4841 299 ' 4'-6' (541 PRECAST 1049 3922 2417 5'-10'(70' PRECAST 681 2547 ISS29 6'-8' (781 PRECAST 579 2167 1231i V-8' (20' PRECAST 474 1 1771 914, 9'-4- (1121 PRECAST 355 1326 5800e 10'-6'(126') PRECAST 306 1143 454Q0 11'-4*(1361 PRECAST 278 10411 38 12'-O'(1441 PRECAST 260 971 34 I3'-4'(160j PRECAST 229 857 278 14'-0-(1681 PRECAST 21S 809 251 IV-412081 PRESTRESSED N.R. 63 162Q. 19'-4-(2321 PRESTRESSED N.R. 534 1300 4'-4- (521 PRECAST 4'-8'. (541 PRECAST 5'-8' (607 PRECAST 5'-10'(701 PRECAST 6'-8' (801 PRECAST 7'-8' (901 PRECAST 9'-8' A161 PRECAST SEE GENERAL NOTES - SHEET 1 OF 3 memom or EM&— I <;$pgm 4C.'s .4 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 1218-2t 12T12-2112F16-21 IF.10-21 12F24-It 12fM-2t 12T32-21 3'-6- (421 PRECAST 2751 4287 5613 6930 8264 2589 10915 4'-0' (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-8' (54') PRECAST 2113 3291 4310 5328 6347 MS 8384 5'-10'(701 PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (78') PRECAST 1444 2269 4378 5081 5784 7'-6- (90-) PRECAST 1267 1767 3806 a 4417 5028 9'-4' (1121 PRECAST 1028 1171 t1404,1982, 3087 3583 4079 10'-6'(126) PRECAST 920, 947 2764 3209 3653 92 11'-4(1361 PRECAST BSB 82900 2441m 2902 3361 12'-O'(1441 PRECAST 814 753 1269 1786 2201 2618 3032 13'-4-(160') PRECAST 678 633 1057 14SS 1826 2169 2513 14'-0'(169') PRECAST 622 586 974 1365 1679 1993 2309 17'-4'(208') PRECAST 434 427 695 964 1182 1402 1623 19'-4-(23n PRECAST 366 370 593 817M 1002 1187 13720 U) RM XYX3M IM PA UKHMM ARE FpLLIr r601Cfp6 rOR CRADE 40 FiIO 000 RERAN. SM CDMM NOTE MQ 4 SAFE UPLIFT LOADS FOR 1Y' PRECAST wl2" RECESS DOOR U-LINTELS tmw.&Nn SAFE LOAD - POUNDS PER LINEAR FOOT ENS 44 71 It S •. A` 4'-4- (521 PRECAST 1626 2685 3746 4'-fi- (541 PRECAST ISM 2582 3602 5'-8' (fi6') PRECAST 1210 2042 2850 5'-10'(701 PRECAST 1173 1994 2769 6'-8' (801 PRECAST 10201 1538 2426 7'-6(on PRECAST 904 1226 2163 IIfil PRECAST 1 703a 771 U 1472a ZOWLioircloa Fom erle erKmmaAntg "ramoNs fen 6RODucr(mvIs00 d q+."" wiN, (k 1.1nMda DuAdbw COO AweDlaia Aa o o?,p3 ll1arl. BgtneAae Oak JALEa(;, SEFR4EFI,A 33584 We.frbde Oct a .N r`` FL. P.E.4dC.DT0.414958ua4 1-CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TAB m u"u Sim 3 4r e M IAM I-Du4DE MIAMI-DADE COUNTY i PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Minmi, 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 purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel. Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig 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 tothe user by the manufacturer or its distributors and shall be available for inspection at thejob site at the request of the Building Official. This NOA renews NOA if 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H Imy A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAWDADE COUNTY Expiration Date: 05/21/2017 Approval Date: OV28/2016 0414/2 312,016120/ 6 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 996-0613.01 A. DRAWINGS 1. Draiving No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables'; prepared by Craig Parrino, P.E., dated 06107197, revision 04 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P.E. R. TESTS 1. Test report onflexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. flamon, P.E. C, CALCULATIONS 1. Calculations for Cast -Crete 8-incb Lintels, dated 06106196. 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculationsfor Cast -Crete 8-inch Lintels, dated 11/11196,'45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06/20/95for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11/13195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04/25/96for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. 7. Mill Cerifed Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84M19805 dated 03/06/96for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96for #5 rebar by Birmingham Steel Corp. ny A. Makar, P.E., M.S. Produe ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 CAst-Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #S rebar by Birmingham Steel Corp. 12. Quality Control Manualfor 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 I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets I & 2 of2, prepared by CraigParrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report onflexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-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 1 through 3 of3, 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 011-0121.04 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., cerlifying compliance with the Florida Building Code, 2007 Edition. A. Maka r, 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 of3, 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 ofPer -milling, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Co poration, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details". sheets 1 through 3 of3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Conitol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Iuc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofRegulatory 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. Hqj5iTA. 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 1 1 1 zv •. 5 zn.:.' II TYPE "A' STIRRUPS y;0 BAR NI UtRUPS 8 UN R" PRESTRESSED U LATIRRUPS Y STIRRUP SN VO YC ST n'AtlNO oavees 4 -t o.laa Oat 2 a - also te7 aa- 0 - t BI i7 7 ai It-2 404 2 0 2I'-4' 0.164 7e7 7 2 OAR r- 33Za 2I'-Y to a'-t a/a• 10 W-o' 0.200 all j?f43 BAN 11'-IO• a e r-Io 4 10lisWVAWu'-10' t o 4'• 3 I/t• to I.1 71j{j;7147.a1 Plm:o,m4Y:Ynt l' 1 I. i7.S ii:OW 1:1:1 5:141 iIM rTIyC;A{' t rmg VUZriL^ Rg4"1RD=' FZMLTZ1UM iioa':art mt u:rrt:.l!a.s y*v>arra o yrc m ila a a uares,rn+4-v L=dOCmlm>r aI&A UALIL;j 7r'F.'J VA=M F]mi r. 7oQnnttfGrOr ttmNarSsWUAFLA.L L V1:411 13C vnv o flQLflli i"7 flf.I1.2111,'4.1!S,r2117.'if'L'O n- 1rz5cr 0Y i.[df:u-t1=:711'16i1r1IW,IO.:I:lya•7a4111111111if Irs Ik1./4J1 8" PRECAST U—LINTEL DATA TABLE rye mmrw=AR7 wro11NATION 1a R07010 MR PROOVCT A"IMIAL R O PROI0O1S0 A CO IOCRT TAWS An CANNA BE REPROPMO an OoISIoVtcO e11NOUl INC POOR NeIIUI CONYNI Or CASI-cKt1 VaA. Ott ppw% W:: 1. KWOKeo a1KL• 7/ai Wl ARM A3101 ra. 04, a NMI, 1K ION NWDUI Or 6"41— AM 77 KOM Owt W 41V Aslb 7/10 OCR KOIMIO o COVMIts STMIM TRW CACI1 OPK10 2mWI %W-K1 WOW "CRIU911O [No or INt 1104mma CAOU roV CYbIC SPIAW AIN Y11, - Na or STIRRUPS . 4. T101 II[ s. WIICKTC WIFSWMP M1 . aatD P!1 MR 0• CaCi 1AIDa stole : sllrlos A111K0u IINIR71 r. • 4110 IOW MR ALL rmll qCM OO. rKan o DOM 1YTLL7. 0 T a 1). Or or PlacralPA/I0[R[ 90 III cv rl VOIIAL Krems rowt.. 0.70 ,/o. or FR 0I LolU1[IC MAT K YS0 O AN or rK2IK7KouonuwroRe.e cAD[ 4.,sIROrIN7 n O Ps[SIRMSIL 10 t[SOI RII.IO AND 11ANDIec rual. til G. ENs • wltmur7twvlsfro as uegdyi. t lam Oun"bu 14YI41y CoOc AloepAnes yD o OT.oZ CRAIG PAFRNO nyIPN G\\: SEFFNEP, FL 331W i rONALEN..` FL. P.E. IC. N0.44758 Rw CAST— CRETE 8" LINTEL FABRICATION DETAILS V --" IIG. uu 011wfu I utrslo IR w+o r SAPP GRAVITY LOADS FOR S" PRECAST wt 2" RECESS DOIDR U•LINTELS ws iara SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8RU6 Ufl-oo 11s1D-w jfJ14-OD evle-0e 6AF2t-0e em76.4e e9rto-oeWS-1e solo -le mulct evil -le wa-le MU -le e1v]o-fe 4'-4" 52 PRECAST7 1635 1749 S5 0 4349 5421 493 7557 16t1 9 5706 6e39 eD60 9479 19e9] 4'-6' (547 PRECAST 1494 1596 0e7 29" 96e 4940 224 69a 1750 7699 5200 Will ODW 0479 10993 5'-8" (68 PRECAST 866 920 17m u1e 77n 7e]e 4D2 3966 nn x4e1 4SO e]e9 a 79n j]11 5'-10"(70 PRECtiSi 8t0 659 1es5 1. 2124 2649 174 700 110 L342 4242 1619 6060 7407 0700 6 -8" (8D"j PRECAST 797 901 1e7s 3120 sae 7747 n46 73M 901 1e7S 3120 5046 7115 t479 1 7'-6" (907 PRECAST 669 755 1490 2459 3779 5743 MIS 503 755 1490 24W 776 6743 a IM 1167 PRECAST 411 455 999 1350 n53 3129 4091 146 S26 W9 MIT 2251 3129 415 55W1 FIELD DAODED REBAR. SEE CENERAL N07E REDUCTIONS FOR GRADE 40 GENEML Q w leY paoa fda . 4006 PN dm0 WWrmr O Ym NV o wwm hs7 two tm 0sb a1 aMr its A611I ADIS .b W rraNr ry' 4 1% aITTN416 Grob 770 ti abslbh 2) N .W W Wo b.da whi sse 4 WO arde. low Ei AbS Us bb Y Pohd IRa VA 4od 1mM —1 b. 6Ar1d1. 6 1 low" k q% 1. Aso It- R. db 10 Roils, NO .0 MA pds. Irk nois sa'e'4 "so- 0y' pos"'A r.JuIr Ltd :/ S a4 dm iN77Nw ; 64v0eoi Fp72w Al W Wmod a ..ad_ _ t%JW b1 n ybe70: rdshd. cad 111s lk 1 .. "d low aab or ..ads t'n6dkc0a. Useie s la` i lba a49nh u. Fhft DAAV 0 Uwe BW Ddd. a twat 7) as F7 am, am to uft -6 for In 15 raah q hT4242d mndw l a"R* d*9 Ill. ..d0wrd ad ois. 9) To hector a.F •.d..b —Ardsh I..hs iaa w .a. I.s4 loco y a kydl. pLaoi.mn tes"..wad rd skier d foal boa % 10) MA . 9d PJW 1 O edtsmrd4 .ari row lobscold d th, hale N M. ida ..ra7. SAFE LATERAL LOADS FOR W 00CCAQT- 15` ovrtat• nnnd u.11urri c 1 VV SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 RCMU 4'-4' ( 527 PRECAST 750 757 1164 4'-6- ( 541 PRECAST 694 693 1073 Y-8' ( 68") PRECAST 408 407 655 5'-10-( 701 PRECAST 82 381 616 6'-8- ( 8D-) PRLCAST 595 788 464 7'-6" ( 901 PRECAST 509 674 353 9'-8" ( 1161 PRECAST 370 490 214 6 SEE CENERAL NOTE 18 IT) U* b as asou"wl"5-1/r rh aldrs. d Or •d. Is .m..h.l. real ed r4NrdLg sod y94-q. 1]) lr saodr .r1as d bl.b hold Is ad01r a ; "'."r7 "0 c.*qad— sppW is ..4swo %U AMU Orb as• l a clsdd Y Or a.1 sopw ww ISM i good Mbwd M6 S IA w• M*d mood 3.10 bwtwtw bl 15) Fa curg"t. 06d a'4Ns atOae w W. loos •w rout bass a19N dodo 16) Fd Wd hg9d sd gbn% .b .ds hod Um ad b4.d blfb d a& 17) 1b boll m ..Wr#UW db.Ob heft 15) w. kM Wed a coral 4a1p wWW pr AO SM sod ACT 514 19) N 6Tww bloom Woh aP.dy ad a asl:d ~ Hd ar 47 pd0sq .4dt• d adwed a.aW s.sw.y ds D1+N lobo. rid. a Oa1N wise: SAFE UPLIFT LOADS FOR 6" PRECAST w/ 2" RECESS DOOR U•LINTELS 4-4- 47141 SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH sue lr eve-7r lowlo-zt evlal eer14- n mu14-71 eltrle-n mine- sera- n wiz-71 ePnl-1 elms-71 eN]o- 11 mu]D- 71 4'-4" ") 52 PRECAST so 7660 7352 056 5751 4445 5140 e05 Well 2512 D5e 3751 4445 5140 4'-6' ( 54') PRECAST wls" 7777 29]9 3507 4775 4943 107 1604 2277 29D 3907 4275 4945 5'-8" ( 687 PRECAST 675 129 1797 2326 7154 3j7 3911 e75 1799 IM 237e 2054 75e2 3911 5'-10'( 701 PRECAST 655 IMY& 1748 775t 2773 W46 27991 IS 101 1745 2M 7773 Tee 2799 6'-8' ( BD7 PRECAST 570 1x9 15M 166D 7429 Ten 33U b70 ImD Ib]D t9ep 2479 2919 3379 7 -6" ( 90") PRECAST 306 747 1354 1715 2166 2567 2916 sM M 1364 17LS 2196 7567 200 F9'-8" ( 1167 PRECAST 45514 0414 022 1540 My 2160 325 50 1 1072 1 1366 1 1701 2011 LMI 1) THE MUNSERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDEO REew SEE GENERAL NOTE NO. 4 TYPE DESIGNATION F , rxim Rest cm / U - Nej4D BF9 2 g r Ntxw w IS h4e49 v 901100 orwrtOMnMM r lieu" voIMJ J or p 1m9414 KIMLawurof15R[ tM A 10 X r a.'. SEE SAFE W[RIL LOAD TAMES FOR IOW PATH TOR uni Adcora IL REINFORCED CBD ( RCM4 PULL COURSEPR0a7CTN8NmWaaryrrewbhN.Ytai6s , 1/2. CUI ITP %(7) 15 Kaw Dovhycoft CR40 a OR6o a`_°`"R N•L6_ o1 z6. •; ML (1) AM 1-1/ 4. cum Jot, CAM 7• wqn cur t15Q8U1 AT 801101W UN10. MIT 17-VV xTa sum RIWWM N06a0 N IDOR a IY10YL WIR tM rRorw4.T 1lnvwr 7 a 4amplpry 1riUuAoFMrib Dald'nreQo,10 A4aplmrc• Nn 1h•Ia11oe UAk OZ Z CRWOPARRNOamCR 579 SEFFNER.FL 95564 1Clsure S;.T•.'" jiff.lfiil'f7 rl'>Kif.i`r.ilT YYI irYGT /+ L\[d: Tail:lfiltZii i:171f[fISY-4n[%lY{47: e DETAILS IRQ Iel : Id U1 t•:7a•169 P): rF:IL•T7R t a; • I ", L % Iir FC: rNlril :ry:iluaon: lrAV *1 r\ra:1s_nt>ra:rlStd [;VIA El OEM I,.\;N9[ M7711: L1: a 4 u1: i:rwrAu 4/2812017 Florida Building Cade Online I;rvav:l:,,'e'il>uLail• .' j/'0 rFlom 7Al2Fr5R1 Sets Home I Log In I User Registration I Mot topics ( submit Surdrarge I Slats !1 Facts I Publications I FeC Staff I eaS site Map I units i Seard, Fbrida t Product Approval USER: Public Userr00 Product Moroval Menu > Product or Application Search > Application U > Application Detail W-E—A i.K.T'..2 FL # FL3792-R8 Application Type Revision Code Version 2014 j 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 Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance RepresentativeJ Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Lomanco, Inc 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter@lomanco.com Andrew Carter acarter@lomanco.com Andrew Carter 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext361 acarter@lomanco,com Andrew Carter 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext6163 acarter@lomanco.com Roofing Roofing Accessories that are an Integral Part of the Roofing System Certification Mark or Listing Miami -Dade BCCO - CER Miami -Dade BCCO - VAL Standard Mlaml-Dade TAS 100 (A) r Equivalence of Product Standards Certified By 1 Product Approval Method Method 1 Option A httpslAvww.Ooridabuildfng.orgtpr/pr app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVidikEk7oGQ6zyYrlmkOA3d Year 1995 1/3 4/2812017' Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building Code Online 09/30/2015 10/06/2015 10/09/2015 08/16/2016 ummaEy of Products FL A' Model, Number or Name . • Description .. . 3792.1 135 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes R3792 R8 C CAC Lomanco 135 - 2000 PV - NOA 11- Approved for use outside HVHZ: Yes 0602,02,adf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/17/2016 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: Mlaml-Dade BCCO - CER only. 3. Model 135 Roof Vent and Model 2000 Power Roof Created by Independent Third Party: Vent shall not be Installed on roof mean heights greater than Evaluation Reports 33 feet. FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602.02.odf Created by Independent Third Party: Yes 3792.2 730 Roof Lower Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL3792 R8 C CAC Lomanco 700 Series - NOA 11- Approved for use outside HVHZ: Yes 0602.04.odf Impact Resistant: N/A Design Pressure: N/A Other: 1. Refer to applicable building codes for required ' Quality Assurance Contract Expiration Date ' 08/16/2016 Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers. • shall comply with applicable building code. 3. Lomanco's Model 730,'750,770'Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. 8 II, Lomanco 700 Series - NOA 11-0602 04 fFL3792RodVerifled' By: Mlaml-Dade BCCO - CER Created, by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11-0602 04 odf Created by Independent Third Party: Yes 3792. 3 750 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes FL3792 RB C CAC Lomanco 700 Series - NOA 11- 0602. 04.odf Impact Resistant: N/A Design Pressure: N/A Quality Assurance Contract Expiration Date 08/ 16/2016 Other: 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's FL3792 R8 II 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 mean heights greater than 33 feet. Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11-0602 04 odf Created by Independent Third Party: Yes 3792. 4 7.70Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC Lomanco 700 Series - NOA 11- Approved for use outside HVHZ: Yes 0602.04.odf Impact Resistant: NIA Qualitjr Assurance Contract Expiration Date Design Pressure: N/A 08/16/2016: Other: 1. Refer to applicable building codes for required' Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof LouversFL3792 R8 It Lomanco 700 Series - NOA 11-0602 04'odf shall comply with applicable bulding code. 3. Lomanco's . 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 F7 3792 R8 AE Lomanco 700 Series - NOA 11-0602 04 odf Created by Independent Third Party: Yes 3792.5 770D Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC NOA 15-0709.0g odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 10/04/2020 Design Pressure: N/A Installation Instructions Other. FL3792 R8 It NOA 15-0709.09.odf Verified By: Miaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports httpsJAvww.11oridabuilding. org/pr/pr app dtl aspx7param=wGEVXQwtDgsFgPhXouzzgPGbeVIdikEk7oGO6zyYnmk%3d 2J3 4/2&M17 ' Florida Building Code Online Ceated by Independent Third Party: Yes Dnc exr Contact Us :: 7601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-407-1aZ4 The State of Florida Is an WEED employer. d:oovdatit 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply apersonaladdress, please provide the Department with an email address which an be made available to the pudic To determine If you are a licensee under Chapter 455, F.S., please dick b=. Product Approval Accepts: a® Credit Card Safe https://www.0oridabuilddg.orgfpr/pr_app dl1.aspxTparam=wGEVXowtOgsFgPhXatzz9PGbeVdikEk7oG(]6zyYnmk%3d 3/3 MIAMFQADE MIANR-DADE COUNTY b++mm PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamida(le.eov/buildinL,/ Lomanco, Inc. 2101 West main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 135 Roof Vent, 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 performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has beena. 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 througb 4. The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Cateeorv: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and Lomancool 2000 Power thenmostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency/Identifier Name PRI Asphalt Technologies, hic. TAS 100(A) Re ort Date LOM-011-02-01 04/05/06 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 holc cut vcnt hole. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow facing up. Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking at corners, and approx. 4" o.c. 1" from the outside edge of the flange and 1" from stack every 45° with approved roofing nails, keeping heads of nails under shingles where possible. Use a minimum of 32 nails and shall be of sufficient length to penetrate through roof sheathing a minimum of ''/2". See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature LIMITATIONS: Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, Inc. published instruction, 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 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 3 of 4 DETAIL DRAWINGS 135 Roof Vent, Lomancool 2000 Power Vent PART # ITEM REO DESCRIP'IIUN MAIYRIAL MAI Wr 0201-501 1 1 DOME 032t.0025 X 28.50 X 28.50 5005-0 AL 3.250/ 0201-502 2 I BASE 032t.0025 Y 20 X 23 5005-0 AL 1.8400 0201-503 3 1 RAIN WIELD Oi9t.0025 X 19.50 X 19.50 5005-0 AL 9130 0410-501 4 3 BRACKET 16 GA. X 1.250 X 7.580 GALV. STEEL m# 0201-507 5 1 SCREEN 07A X 5 X 41.375-8X8 MESH PEAM-A-KOTE 1404000165 6 12 RIVET 3/160 X 7/32 OVAL H0, AL 1405000281 7 3 SCREW 14 X 1/2 HWUHO TYPEM 'AB" ZINC PLT qJU END OF THIS ACCEPTANCE NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 4 of 4 MIAMI•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) vn•-sv.miamidade.eov/building/ Lomanco, Inc. 2101 West main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. if this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the 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 ofthe 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 ofthis 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 ifthere has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse ofthis 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 sball 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. / Yl e/ G'M NOA No.: 11-0602.02 MIAMI-MRECOtJNTY Expiration Date: 08/17/16 U • • Approval Date: 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL CatWory Roofing Sub-Cateeorv: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Aeencv/ldentifier Name Report Date PRI Asphalt Technologies, Inc. TAS 100(A) LOM-011-02-01 04/05/06 NOA No.: 11-6602.02 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 the vent is centered over vent hole. Fasten the base to roof decking at comers, and approx. 4" o.c. 1" from the outside edge of the flange and 1" from stack every 45° with approved roofing nails, keeping heads ofnails 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 LwnATIONS: Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, Inc. published instructions, and in accordance with applicable Building Codes. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. 135 Roof Vent, Lomancool 2000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. 5. All products listed 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 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 3 of 4 DETAIL DRAWINGS 135 Roof Vent, Lomancool 2000 Power Vent PART 9 ITEM FED UESCRINIION MATERIAL MAT WT 0201-501 1 1 DOME 0321.0025 X 28.50 X 28.50 5005-0 AL 3.2500 0201-502 2 1 BASE 032t.0025 X 20 X 23 5005-0 AL 1.8401 0201-503 3 1 RAINSHIELD 019t.0025 X 19.50 X 19.50 5005-0 AL 913q 0410-561 4 BRACKET 16 GA, X 1.250 X 7.580 GALV. STEEL 195g 0201-507 5 I SCREEN 0211 X 5 X 41.,175-&48 MESH PERM-A-KOTE 1404000165 6 12 RIVET 3/160 X 7/32 OVAL HD. AL 1405000261 7 3 SCREW 114 X 1/2 HWUHO TYPEM "AB" ZINC PLT END OF THIS ACCEPTANCE NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 4 of 4 MIAMI•QADP M1 AMI-DADE COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMIMSTRATION OrvlS10N Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.sov/building/ Lomanco, Inc. 2101 West main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use ofconstruction 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 AHn. 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. 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 ofthe 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 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. Ifany portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy ofthis 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. v( e,o I( NOA No.: 11-0602.02 MIAMPOADECOUNTY Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Category Roofing Sub -Category: Ventilation Material: Alwninum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Prdduct Product Dimensions Specification Description 135 Roof Vent,' 9" x 28.5" TAS 1.00 Powered Roof Vent, with fan and. Lomancool 2000 Power thennostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency/Identifier Name PRI Asphalt Technologies, Inc. TAS 100(A) Report Date LOM-011-02-01 0.4/05/06 NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 2 of APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting with the drill hole cut vent hole. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top.row of shingles so the flashing of the roof vent will slide under shingles. Apply approved roof cement around -the edge of the hole. Carefully slide base of vent under shingles with arrow facing up. Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking at comers, and approx. 4" o.c. 1" from the outside edge of the flange and 1" from stack every 45° with approved. roofing nails, keeping heads ofnails 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 LumTAT10NS: 1. Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, Inc..published instructions, and in accordance with applicable Building Codes. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. 135 Roof Vent, 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 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 3 of 4 DETAIL DRAWINGS 135 Roof Vent, Lomancool 2000 Power Vent PART g ITEM REO ULSCRIPT10N MATERIAL MAT wr 0201-501 1 1 DOME 032t.0025 X 78.50 X 26.50 5005-0 AL 3.25Up 0201-502 2 1 BASE 032t.0025 X 20 X 23 5005-0 AL 1.840p0201-503 3 1 RAINSIIIELO 0191.0025 X 19.50 X 1950 5005-0 Al 913y000-501 4 3 BRACKET 16 GA. X 1.250 X 7.580 GALV. STEEL 1951 0201-507 5 1 SCREEN 028 X 5 X 41.375-8XR MIESH PERM-A-KOTE 1404000165 6 12 RIVET 3/160 X 7/32 OVAL H0. AL 1405000261 7 3 SCREW 14 Y. 1/2 HWUHD TYPE.M -AB' ZINC PLT END OF THIS ACCEPTANCE NOA No.: 11-0602.02 KLAN•Eul[IEC01 Wry Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 4 of 4 4/28/2017 Florida Building Code Online jY;' ; ;. , ..''t ir•i ."lyy.'..°k?..j+ti " • ' • ,tQj{(,.].,1 • . • . • . .. .. .. , , , • •.,-gilt r•HiA • J , sc: •rrt aCIS Home Log In User Registration 1 Hot Topic Submit Surcharge 1 Slats & Facts publications FBC Stall I BCIS Site Map Links •Search Florida d pr I}=, Product Approval I• USER: Public User Product Aoomval Menu a Product or AoolichUon Search a Application List a Application Detail FL # FL5444-R 10 l., r Application Type Revision I' Code Version 2014 Application Status Approved Comments Archived droduct Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By CertainTeed Corporation -Roofing 18 Moores Road Malvern, PA 193S5 610) 651-5847 mark.d.harner@saint-gobain.com Mark Harrier mark.d.harner@salnt-gobain.com Mark D. Harrier 18 Moores Road Malvern, PA 19355 610) 651-5847 Mark. D.Harner@saint-gobain.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Robert Nleminen PE-59166 LIL LLC 03/09/2020 John W. Knezevich, PE Validation Checklist - Hardcopy Received FL5444 RIO COI 2016 01 COI Nleminen.odf Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2O08 Sections from the Code lam. J: • _ httpsJ/www.11oridabuilding.orglpr/pr app U.aspx?param=wGEVXOwtDgtahlgO7CSsoycOrl28CcpCJinUeXwTibKvlUzOW4hL&v%3d%3d 112 4282017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/1S/2016 Date Approved 02/07/2017 Summary of Products r y - - i • • - : -`: - - -. - - FL . Model, Number or Name Description- 5444.1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Limits of Use Installation Instructions Approved for use in HVHZ: No FL5444 R10 II 2016 12 FINAL ER CERTAINTEED Asphalt Shinole FL5444-R10.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Umits of Use Evaluation Reports FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt Shinale FL5444-R10.odf Created by Independent Third Party: Yes NQYit Conran Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 1350-487-1824 The State of FWda Is an AA/EEO employer. copyright 2007.2013 State of Florida.:: Privacy Statement :: Accesslbllhr Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. It you have arty questions, please contact 850.487.139S. 'Pursuant to Section 4SS.27St 1), Florida Statutes, effective October 1, 2012, licensees licensed under chapter 4SS, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the pudic. To determine If you are a licensee under Chapter 4SS, F.S., please tuck p=. Product Approval Accepts: Credit Card Safe httpsJAuww.floridabuildirig.orglpr/pr_app dU.aspx?param=wGEVXOwtDgtahlgO7CSsoyeOrl28CcpCJinUeXwTiWvIUzOW4hLBw%3d%3d 212 EXTERIOR RESEARCH & DESIGN, I.I.C. 1 : • CerVficate ofAuthorization #9503i TRINITY i ERD 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.05-R11 20 Moores Road FL5444-R10 Malvern, PA 19355 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DEscRIPTtow 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 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity)ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in Its entirety. 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: Robertl.M. Nieminen P.E. :3`•.-;, .. r;?? ThelaWmllesea,appearingwasauthorizedbyRubenNeminen, s' '• - 9tC•r P.on 12M/10, This does not serve asan dearoricatly skiedFloridaRegistrationNo. 59166, Florida OCA ANEl983 '•:aar ""' 'Q':•i document. Signed, sealed hankoples have beentramntlaed to the ProductApproval AdmMstratceand to the named dent CERTIFICATION OF INDEPENDENCE: 1. TrinityiERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityi ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY 1 ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertalnTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and 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 1S07.2.7.1, R905.2.6.1 Wind Resistance ASTM D71S8, Class H 2O08 3. REFERENCES: ift!!bt Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 OS/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 03NK29B47 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 OS/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16779 05/12/200S UL (TST 1740) ASTM D3161 OSCA16778 OS/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 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 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2DO9 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 1 CA413D3 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 & D71SB 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.11694 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4796334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786S70826 02/12/201S UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC ( TST 9628) ASTM D3161 & D3462 4797195678 02/09/2016 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC [TST 9628) ASTM D3462 4787380357 10/13/2016 UL LLC (TST 9628) ASTM D7158 4787380357 11/09/2016 ULLLC (TST 9628) ASTM D3161 4797390357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532.09.05431 Certificate of Authortrotion 09503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11:12/08/ 2016 Page 2 of 12 TRINITY J ERD 4. PRODUCT DESCRIPTION: 4.1 CT20111, XT'" 25, XT'" 30 and XT" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House ShangleO, 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 Solarls'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras"', Highland Slate'" and Highland Slate"' IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERO 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 03161, Class F and/or ASTM 071S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to V,,d = 150 mph (Vw, = 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 03161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified In manufacturer's application instructions, for use in wind zones up to V„4 =150 mph (VI, = 194 mph). 5.4.3 Classification by ASTM 07158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis In accordance with ASTM 07158 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 (Fr) at a maximum design wind speed of V,sd = 150 mph (V„n = 194 mph) for residential buildings located in Exposure 0 conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design. LLC. Evaluation Report 3532.09.OS-R31 CerriJkote aJAuthodtallon 09901 FOC NON-HVHZ EVALUATION FL5444•R10 Revision 11: 1Z/08/2016 Page 3 of 12 TRINITY i ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1S07.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1S07.2.3, 1S07.2.4 or R90S.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1SO7.2.7 or Section R90S.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R90S.2.S. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1S10 and CertainTeed published installation instructions. 6.4 CT20'", XT'" 25, XT— 30, XT'" 301R: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 17' Use four rolls and six spots of asphalt roofing cement, for every full305mtn) (305 rnn) —(305 mtn)—J shingle (Figure 11-4). Asphalt roofing cetuent mceling ASTM D4586 j 1"(2imm) — sealantlant 1"(25mto) Type II Is suggested. 5 sle" (145 mm) 1 — SP6M d — — — — — — — — ---T t METRIC _ 13ye" — — 1348" 1314" — — Rooling Cement I"( 25 mm) Sealant t" (25 tnn) Apply 1"(25 mm) spots of asphalt roofing cemeol under each tab corer. 6 ON' Fignns 11-4.• Use fourno0s mod sir spots ofa* b outunton slap slopes CAU1710Y Excessive use of roofing cement can cause shingles to blister. Hgwu II.3- Usefour nalkfir &VYJfdl sbingla 6. 4.1 Hip & Ridee for CT201, XTTM 2S, XT'" 30, XTr" 30 IR: Cut Shingles 25 mnI 2" ( 50 mn)]JM. 12.305 mm) SAnple1 Flgars 11.24. ad Iebs, teen ftn bank to make capsbtVW Srrglisb dinrerutons sbown). 0 f (125 Q5mml 15 3 ovNoypO00\'"\l Ar- It- 25- /asldatton of capsdorrg tba blps and ridges. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "SonolastIc° NP11"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Ctrtllleate o/Authortiodon e9So3 FBC NON-NVHZ EVALUATION Evaluation Report 3S32.09.0S-RI3 FL5444- R10 Revision it: 12/08/2016 Page 4 of 12 6.5 6.5.1 ARCADIA'": LOW AND STANDARD SLOPE STEEP SLOPE Use Sl\ nalb; fnr every ftdl shiogtc Incited a: sho ro hetoa: t' GS aa0 1' 1Zi mry _... f:rlltv Wilta Figure 11: l'a7• sit- nailsjor rierrfrill sbiiicla. ERDTRINITYI llsc six nails aid swu spars torasphalt mormiz cement for (-%rrp fill shin-gle as shown helve: apply uphali runfiq coneii 11(25 mut) from edge of shiagle.:lsphah roofing cwn,ca meeting NSM 1) 45.'Ki liTc 11 is sipgCmed. Hip & Ridee for Arcadia': Cedar Crest', Cedar Crest' IR t'Q5am1 t'I?Smml— F'(tmr,i: f (.a sly arils andfrar spots ofaspbidl nxyhq ecorcal all derp slopes. Use two (2), minimum Minch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM 03161, Class F performance use BASF "Sonolastic° NPl'"" 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. Exterior Research and Design, LLC. eerri(kate o/Aurhorhation #9503 FeC NON-HVHZ EVALUATION Hand -sealing adhesive 1/4" 4. 3!4" — I — 1' Dab of asphalt cement between 1, shingle layers Evaluation Report 353Z.09.05-Rll FL5444-RIO Revision 11: 12/03/Z016 Page 5 of 1Z 6.6 1 TRINITY (ERD BELMONT'"4: Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement" for every full located as shown below. Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. Cr SeeSee below. Asphalt roofing cement meeting t— L ASTM D4586 Type II is suggested. W110nm1 o Ag-tnmlrail! B wind eere, rr ra) I f— I—rl.^strAv W ho rmt X", 0 :t 1'f25ror-- FoolingQCeti 6.6.1 Hip & Ridge for Belmont`": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle• Ridge Figure 17-18.• S'bmrgle' Ridge. 18. Exposure Remove tape from'the right side t' ; g• and fasten r SECOND Fasten the .l left side °S a RIGHT FIRST LEFT Fignre 17-19: Hislallalion oj.SbanglaO Ridge sbingles on bips and rldgm. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design,LLC. Evaluation Report 3532.09.OS-RI1 Certllkate olAuthoritation 09Se3 FBC NON-HVHZ EVALUATION FLS444-RIO Revision 11: 12/011/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE'9: LOW AND STEEP SLOPE STANDARD SLOPE I.w five uaib for every NII .Shau lc. SAD" 6 16own) t220 mq ) fl$nra 17-i: 11.wJdt! aailtjnrrvrryjulf n;roaAAloum56naglt: GW0.2rr 1lmua 5lvlugk, ru GnMaalal SLtle. TRINITY I ERD Um seven nails mud dnrce sixes of xyliall mofing cemant for Twee}• fidl (7nwd AI•anar Vnaagle. Use Gee nails and Ihrce :gams of a pinall milling cuumit for every hull Carriage IImLSV Shangle and Centennial A121e. Apply asphall r ofog snncmt V (15 win) from algc ofshingle Flgan' l7-S). A.ipllak nn0og cancel mewing AbTAI 1145.1145 T)pc II Is suggeated. 1 W linens 17-5. W101; iwlydPloit Cnind Ahmar ftallm oa sleep slopes. we wren aails and daw *w ojarpNill m1fltg mairat. Hip & Ridge for Carriage House Shangle° and Grand Manor Shangle: Refer to instructions herein for Shangle° Ridge hip and ridge shingles LANDMARK' , LANDMARK'" IR,-LANOMARKr'" PRO, LANDMARK"" PREMIUM, LANDMARKTO TL, LANDMARK"" SOLARIS, LANDMARK'" SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC 011dENSIONS 17' 14314" 17' 1--005 mm) --(375 mm)-- --(30S mn1)--{ J+: A:'JSO67G'Fir r.::+TL4•aa•'n `7Ytrtiv':•Y'.S1Te L I'- I" (2S mn1) RNroe Taye I" (2; mm) In!!' _ NallabIp Area LANDMARK TL NorthGate: 13n71' 13" 131h" 343 marl) 1330 mm— --(343 mm)-l 1" (25 oun)--I - fVim 1.1.4. ! jaur rariG jar rtvap jrrll sbhyife. wcs 14,4114 MU 1r 14V, •2' 305 mn) + (375 mm) (305 arm) -.-I Naling Limb P 125 ma) apetnallnro osern&llr.e P (25 ma)-- M 17 ::— Nabv arms to low and standard slaps Omni 2:12to 21111 H41 betvmm upper 6Iraet Ina as twwrn above. Exterior Research and Design, U.C. Cerdfieate ofAuthorharlon #9503 F6C NON•HVHZ EVALUATION Evaluation Report 3532.09.OS-Rll FL5444-R10 Revision U.- 12/08/2016 Page 7 of 12 TRINITY I ERD STEEPISLOPE Use six nips and four slots of wit1rtil roofing cement for every fill LANDMARK TL Flminiued shingle. See. IMlom Asphah roofing cement should sleet MTA1 D4586111x! H..ytpty I' spots of :Isphalt roofing cement undo 131/2' 13" 1311i" etch corner and about 12' to 13' lit froeach edge. d343 mm) (330 mm) (343 mm) METRIC DIMENSIONS 1"(25 mnl) I I r 12' 14-1/4"—r r— IZ' I (305 nm) (375 mm) (305 mm) 1 I - 1" 25 mm) - - (25 mm) x• =. o.i :,•r.—:.. c•trc:oir:a I' r2 mrlt) :er• lieleasteTape 1"(25mm)_ J - RoofingCenrmtl N0 Area.. For Sleep Figure 13 S: We sir nab and fvrtrspots of esp/ xrk moJ4ng cementon steep slopes 25 rnm) - - - - elm; Rooting Cement NorthGate: STEEP 12' 14-W 12, rxovrng tremem Nailing areas for steep slopes (greater than 21:12) and " Stornt•Nailing" Nail between lower 2 nail lines as shovin above. 6. 8.1 Hip & Ridge for landmark', landmark" IR. Landmark'" Pro, landmark'" Premium, Landmark," TL, Landmark"' Solaris, Landmark'" Solaris IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory IT 97I8' 305mm) 09 m) 415/ 191--415/1G 150mm) ( tSOmm) (125mm) I (125mm) Notch for Centering IT / 15n alchesfor Allpnnismto the Top Edge of The Pmvbus r Cap for S' (125mm) Exposure (Ition t English Dimension Shadow Ridge'" Exterior Research and Design, U.C. ertlfttote o/ Authartratloe 99Sa3 FBC NON-HVH2 EVALUATION f Notch for Centering rum) Notches for AlIgnmeM to the Top Edge the Prevbus 75rn of 198mnapb5sX041mm)rsposvrt Metric Dimension Shadow Ridge"' Evaluation Report 3S32.09.05-R11 FLS444-R30 Revision 11: 12/02/2016 Page 8 of 12 J TRINITY I ERD 9 27M 2511 nrx; i M161121 aen} 13 1/8" cer"4t II+—•-.(333 mm)—fI1fl•.Ich N-6 Sl8'-Ia-8 5A.-I II (168mm) 168mm 13 114- 337 mm) \ Align these / t1t T I CNokh0Mnteslatopi7Srd, 13 1ls' N 1cdryent77 (194 met) (337 i m) prCdpls couuse Nign these 7 US- notches to top (194 mm) II edge d I revlous course. I NorthGate Ridge NorthGate Accessory 305mm) r / L2*g Notch Ir EWOSUIG I i'ignre 13-M (lam layYng nok bee to cents• tbinglm on btps end. alrp; and to locale t[e cvrrW erpm)a 6.8.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic° NPl'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest`", Cedar Crest' IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R31 Certilkate ofnuthortrotlan 89503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 TRINITY I ERD 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL' SHAKE"" IR, PRESIDENTIAL SHAKE TUm, PRESIDENTIAL SOLARIS"": LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use Dye nails for each full Presidenital Por sleep slopes, use nine nails for each full Presidential shingle and shingle as shorn below. apply I' diameter spots ofasphalt mob& cement under each shingle lab. After applying S nails In between Ow kiting guide Imes, apply 4 nails V Nailing 41Y .1 abotie lab cutouts making certain tabsofoverlpg shingle corer nails Guide Unes (1016 thin) S 1l4' —7— 133mm) • • • • 141/4' t 12' 98mm) (262 mm) NOTE: Apply nails on painted guideline. 1 Figure IS-&- Fasl=4Plesldesoual modPreridential PL Stinks sbinglas on low and stan&vd slopm 1 T I' diameler asphalt rooting Bement t Figure 16-7.., Fostering Presk*701 1 mld•Ptalknrlat Tit Stoke sboWles on stegp dopm 6.9.1 Hip & Ridee for Presidential Shake'". Presidential Shake"" IR. Presidential Shake TL"", Presidential Solaris'"• 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles aan'be used for covering hips and ridges. Apply shingles up to the ridge (expose no more than 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners must be 13/4• long or longer, so they penetrate either 3/4' Into the deck -or completely through I(Ie deck. Presidential accessory comes In two different sizes: Accessory produced In Birmingham,.A,L-is 12" x 12% Portland, OR produces 97/8' x I31/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic• NP111" 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 NATTERAS'"• .. ._ - LOV4 STANDARD AND STEEP SLOPE: rrmu••t tn",on rm•.+,t rfvt"••t ngure 15•!: Anhwhg I/n/rrwrsbllgirroa thin• •tillA7mufw11.Vo110 For Imr and aanrhanl sl,Vcs, use 6te nails for each fog llaucnts sldnee ;is slunrlr ahmv. npur is. rin.Mlrrlgrsr/h m.rNlpis w.Mrom" Frwsure slobs, ire rot nulh ands401.901Ofaspkau roofing rr+"ilt furrrh Intl Ilsltrrn sbbrgle as shounatom. Apply I' 21mm) dlratier sp"s of nw6at etarm (ASTAI n 459Tpc II soMrd) amht rub mb catort: friers shiooc low phrr, rdr am eLpose terutuL C1IMON: lm murknnlut4amrmrnn sure shiuAlrsw Mier. Exterior Research and Design, U.C. Evaluation Report 3S32.09.05-R31 Certificate of Authorization 09503 FBC NON•HVHZEVALUATION FLS444•RIO Revision 11:12/08/2016 Page 10 of 1Z 1 J TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras K Figure 15-14. M three-piece emits separate to nulke 54 Hatteras Acressory•sbingkit 6.10.1.2 Option 2: Cut Hatteras Shingles 9„--- 230 M— I I I I I I I Ir8" 18^ (460 m) gotN L---I--- 18" 203rt—_r 460MM) Cap Shingle Cap Cap Cap Shingle Shingle Shingle 9t 1240mR Figure 15-20.• cut Hatteras sblagles to Make coder rap Figure 15-21. Installation of caps along bips and rf4ac 6.10.1.3 For ASTM 03161, Class F performance use BASF "SonolasticO NPi10" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE'", HIGHLAND SLATE-'-".' IR': ,'- `• : - LOW AND STANDARD SLOPE: STEEP SLOPE Flgrrre I /-.3 Use FAS nallsfor eivy WgUo d gala sbingla the FIAS owls and RICIIT spots o(aspbwt rooting remenN foe mcb full Highland Stale shingle. For hilami•oade, SIX naUs are required. Apply r diameter spots of asphalt tooling cement under each lab coma Asphah rooting cement meeting ASTM DA96 Type II Is suggested. MM.o8""4rr" 1•pSnmt U"•+i a1oA"Mrq RaWlpCai"A Figure I • jt IlseFfr6 na11sandelgbf 1p* ofmpMU roofing Nnranl ordff f=b lab Cromer. CAUrI IN: liscesw.c use of rooting cement can caust shinglrs to blister. 6.11.1 Hip & Ridge for Highland Slate'". Highland Slate"" IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge' hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3S32.09.05-Rll Certipcote o/Authorfrotion e9503 F6C NON-HVH2 EVALUATION FL5444•RIO Revision 11: 12/08/20L6 Page 11 of 12 TRINITY i ERD 6.12 PATRIOT'": - LOW AND STANDARD SLOPE STEEP SLOPE List FOUR nails for ever) full sl iogle Int:uc(l :Is shomi below. Swltnl f — — 159=4 JI-- IlI.S —}— u11r +•I- 'LIB, 1priml !mmI P-4 t;re FOUR nails antl four sixils nrasphxU mofing remrm for etrtT full shingle is slue it hel(a: Asph:dl roofing cetneol nu'clin;t.WJ 11)451(G Type II is sug;taltd. Appk I12i nun) stalls of :eylhnit n ifing ccn elli :et shun'u. C:111711OA: lacmire use of roofing rlnenl can e:unc shingles lu hl6ler. IP2r."1 I •_ ii 1-RtoRnpCtmcnl I-- o-4: •-I-- 1W. '-I-- +t a --iXtnllrn.s, f"M 6.12.1 Hip & Ridee for Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge", NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / R90S.2.6.1. B. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC— QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.OS-R31 Certificate clAuthorization 09S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 12 of 12 EXTERIOR RESEARCH & DESIGN, I.I.C. l , ' Certificate plAutharization #9503 TRINITY ERD I 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.05-R11 20 Moores Road FLS444-R10 Malvern, PA 19355 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Stir 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 / R90S.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 " Trinityl ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The lacsimlte seal appearing xras authorized by Robert Hlerninen, P.E an U/45n01G. This does not serve as an electronically s%ned document. Silined, sealed hardeoples 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. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial Interest in any other entity involved In the approval process of the product. S. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. fRINITYIERD 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`" Edition (2014) Florida Building Code and 5'" Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R90S.2.4 Physical Properties ASTM D3462 2009 1S07.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: 9ft!int Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1999 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 OS/12/2005 UL (TST 1740) ASTM D3161 05CA16778 OS/12/200S UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL(TST 1740) ASTM D3161 & 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 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 IOCA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/22/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFW2.R684 04/22/2014 UL LLC (TST 9628) ASTM D71S8 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786S70826 02/12/201S UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D71S8 4787380356 10/26/2026 ULLLC ( TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, I.I.C. Evaluation Report 3532.09.0-1171 Certificate plAutbodrotlon rt9S03 FSC NON-HVH2 EVALUATION FLS444-RlO Revision 11: 12/09/ 2016 Page 2 of 12 J TRINITY I ERD 4. PROOuCT DESCRIPTION: 4.1 CT20'", XT" 25, XT" 30 and xr301R 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 NorthGate"' is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4. 4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL"' and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4. 5 Hatteras"', Highland Slate'" and Highland 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 Crestm IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4. 8 Any of the above listed shingles may be produced in AR (algae resistant) versions. S. LIMITATIONS: 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 03161, Class F and/or ASTM 071S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to Vatd = 150 mph (V„„ = 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 03161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application Instructions, for use in wind zones up to V„d =150 mph (V,d, = 194 mph). 5. 4.3 Classification by ASTM 07158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5. 4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RA for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Salads—) exceeds the calculated uplift force (FT) at a maximum design wind speed of V,fd = 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 Oeslgn, I.I.C. Evaluation Report 3532.09.05-811 Certificate ofAuchorltadon 49S03 FOC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 J TRINITY! ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections iSO7.2.3, 1507.2.4 or R90S.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1SO7.2.6 or R90S.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 6.4.1 CT20'", XT'_" 2S, XT"' 30, XT'" 30 IR: LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" 105 mn)— (305 anti) (305nm) r-1"(25mm) _ Sealant t"(25mm)- - 5 SIC (145 nun) 1 — S r12 ,PhNmod METRIC 1"(25mm) — Sealantlant v-(25mn) T Figum 113. UseJBar nalli for evrary full sbingle Use tour nails and six spots of asphalt fooling cemeoto for every Hall shingle (Figure 11-4). Asphalt roofing cement meeling AST'hl D4586 Type Il is suggested. I - - Roofing Cement Apply t"(25 Pin) spots d asphalt roiling cement under each tab corner. Figarm 11-4. Urefour nails andsitsportofarpball oainenI on Ampsbpas Qtrr10N: Excessive use of rooting cement can cause shingles to blister. Hip & Ridee for CT20'". XT'" 2S. XT" 30. XT'' 301R: Cut Shingles 1' 2" (50 mn) k0- 25nitilfr 1"t o 11II 11 If If 11 3D5 min) Shingle Shingle Shingle 1 figure 1/ -24.- Od tabu, then hbn back to aamke cap sbbrglm Sra#Isb dbnenrionr sbomn). 305 mm) l5 ly o+ Fipw 11-25: Instalkation ofcaps along the &ps andr0ps. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolasticm NPV" " adhesive or Henkel "PLI* Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.L.C. CerNfrare o/AuNoriroHon e9S03 FBC NON-HVH2 EVALUATION Evaluation Report 3S32.09.05-Rii Ft5444-RID Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 ARCAOIA": LOW AND STANDARD SLOPE STEEP SLOPE Usc SIX nails for even' fill shingle lor:ned z shown below 11175 11 I' asrd Itil Lin EEwet.ia Figure 2. G'ae air nails far curt• full sbinglc. 1 TRINITY I ERD Ow SIN tndls :u1d RX114 ;poll of alplult wofing ccownt for vwr (till shingle as ahaou Mow Ailplg msphat nxiftng cation V(25 ntm) from edge ofshingle..%sphah raaNag cea an meeting-.LST11 0 4386 Type 11 is suggested. Hip & Ridee for Arcadia': Cedar Crest", Cedar Crest" IR 1'GSaml ria ml-- -- LJ--U,-, f(e,ut .1 Gra rly aa!/.rand j,nr .vfe,fr ujasplin!! afrig centcnl ua sleep dopes. Use two (2), minimum Minch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM 03161, Class F performance use BASF "Sonolastic° NPi'"" adhesive or Henkel "PL° Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line X 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, I.I.C. Certificate of Authariiatlon A9503 FOC NON-HVH2 EVAWATION Hand -se aling adhesive 1/4" 14- 314" 1' Dab of asphalt cement between 1shinglelayers Evaluation Report 3S32.09.05-Rll FL5444-R10 Revision 11:12/08/2016 Page 5 of 12 1\ 1-J11 TRINITY ERD 6.6 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 every full Belmont shingle, asphalt roofing cement" for every full located as shovyn below Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meetingatry ASTM D4586 Type II is suggested. ss, I16am) o Au imn:l milsdr.im! 6SIB li%11Li1) y M0011,1110. NO Ord 6.6.1 Hip & Ridge for Belmont': 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest Cedar Crest'" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle° Ridge Figure 17-18.• SbaugW' Ridge. 1 \ Fasten the left side' FIRST Remove tape Isom the right side and fasten I -Io RIGHT Figure 17-1k lnsiallalion o/SbangloO A'Idge sbingles on blps and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastico NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Certificate ofAuthoriratlon #9S03 FBC NON-HVH2 EVALUATION esa M mri l Evaluation Report 3532.09.0S-R31 FL5444-R10 Revision 11:12/09/2016 Page 6 of 12 6.7 6.7.1 6.8 J TRINITY' ERD CARRIAGEMOUSE SHANGLE® AND GRAND MANOR SHANGLE®: lOW ANO STEEP SLOPE STANDARD SLOPE 1:a: five trails for e." f d! $bangle. I— SAT' Il Sl+l" 16nun1 wEIJ Flguro l7"t: r,?re/!w ou(G%nr cvpryfirl! (;,nud:Irauar chrtoglr, rirrriuge IMrua Sdtrrtla ar CratruululS4Ur. Use seven nailsmid threv spots of usithall roaring cnmem (or every hill Cnind Ahtnor Segnoe. (la• rive trails god Three shuts of aspltah rontlog cemmu for cn:ry full Carriage Ilouse Shangle and Cenlenni:d Slam. Apply asphalt roofing cvvntatt V (2i min) from alga of sldnglr Pltare 17•5). Asphalt aatring cent( messing A3iN 045$6 I& 11 Is suggested. 1( 36 mm) 1•• non) I RS,tnd I- 5f6" 16mmj t (220 mntl t V T 175n. n)i RoallapComoofJ roil if 17-5: Irbru ,rutullhrg Gertad. lhracr Uwgfi7 as sterp dope.. am $viva cads and fbrespots afaspaidt "IURrearms. Hip & Ridge for Carriage House Shanele• and Grand Manor Shanele: Refer to instructions herein for Shangle" Ridge hip and ridge shingles LANDMARK`", LANDMARK'"= Me LANDMARK'" No, LANDMARK'" PREMIUM, LANOMARK"•"'TL, LANOMARK'" SOLARiS, LANDMARK'" SOLARIS IR, NORTHGATE: LOW ANO STANDARD SLOPE METRIC DIMENSIONS IT 14314" 17' mm)- -(31' 5 mm}- --(305 mm)-- sn.ana• s:.r:•.>a s•t •:.•_:.} .r:t row•::•salarrst're I--1" ( 25 nmq RrJease Tape 1" (25 mm)—I 1'f2" NailableT A16 LANDMARK TL NorthGate: 13' h" 13" 13'h" 343mm)- --( 330 mm)-- --(343 mm)--1 I--1" ( 25 mm) 1" (251nm) - E]w M ME V//,, Figure 134: I:k • four rmtls for rrcd irrfl sbiatla sOIDE a1440 IT 14 3t4' U, 1VA (305 rr) + (375 mml —— (305 mm) - 1 Na (ny LvGb o:rnallao r J25mn - I oNarna'lireFNo Ing areas far low and standard %I*as (from 2:12 to 21:121 Nat aatusn utter A lawnlassss O n above. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Certtpcate olAushorltat/ om 09S03 FOC NON-NVHZ EVALUATION FL5444-R10 Revision 11: 12/00/2016 Page 7 of 12 STEEP SLOPE Gse sls nails and four spots of asphalt roofing cement for melt' fall hmin:ued shingle. See helo%v. Asphah roofing cement should meet MI'S1 U4S86 111re 11..kpl)ly I- spots of nsphall roofing cement unde each comer and ;it about 12- to 13' in from each edge. METRIC DIMENSIONS N'.1 TRINITY I ERA LANDMARK TL r(131/2' 13:' 131/2" 343 mm) (330 mm) (343 mm) 1--1"(25 mm) 1"(25 m9111I 12"— 305 nm) 143/4"-- 375 mm) 17 305 mm) 1"—I Fes— 1" 25 mm) I - - - - 25mm) v:.Xu•;: +.cat.: r:a•i • a:.:.,a: 4 1' (25 mn) dC:.u.x::uYi. 1-(25 nun) Reeling CemeN Nail area-[ I Rdast Tape For Steep.l, Figurti 13-3: fke six nails mrdfear apotrof aspGatt roong current on steep slopm25mm) Roofing Cement NorthGate: STEEP 12' 14-3/4' 12- SLOPE 1--4305 mm)-1— 375 mmt- 305 mm} jNAILING e;f1'(25 mm) N btln IN, Limits 1'(25 mm)-j I— areas for steep slopes (greater than 21:12) and "Stor"alling" Nail between lower 2 nab Ones as shown above. 6.8.1 Hip & Ridge for landmark`". Landmark' IR. Landmark' Pro, Landmark"' Premium. landmark"' TL. Landmark'' Solar(s. LandmarkTM' Solaris IR. NorthGate: 6.8.1.1 Option 1: Shadow Ridge' or NothGate Accessory 12' 91/r 305mm) (250 m) 0 8. 41Shr. 4tSttti 050mm)reSOmm) (125mm) (125thm) Notchlot Notch for Centering Centerini; 17 / 131/4' matNotchesforAOgnmentto (337) Notches for Alignment to 5 the Top Ede ofthe Previous r the Top Ede of the Previous T /r tftf t Lt!tt 198mm) English Dimension Metric Dimension Shadow Ridge"' Shadow Ridge"' Exterior Research and Design,lLC. Evaluation Report 3S32.09.OS-Rll Certilrcote ofAuthortrotion 09503 FBC NON-HVHZ EVAWATION FL5444-RID Revision 11: 12/08/2016 Page 8 of 12 9 27.132' 250 mm) 41,516'(inrn) Cer dlo tkicb 13 W, 337 mr%) \ Align tgiss / notches to lop akic 01 (is, r4m) p:rra0us cti4rss NorthGate Ridge TRINITY ERD 13 1/8" 333 mm)--I 6 Sl8'SIA-6 51me'-I 168 mm) 168mm I 1 Centering 131/ 4' Notch 337 mm) \Align Iheso/ I notchos to lop 7 518' 19 edgedI nvn) provious course. I NorthGate Accessary Figure 13.2tk Use laying nok:hes to tenter sbtngiss on Gips and ridges, and tokcals the asntutexpm a 6. 8.1.2 For ASTM 03161, Clasi F performance use BASF "Sonolastic° 1%11)1""" adhesive or Henkel "PLo Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 8.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 Certipcate olAuthoritation 09503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 J TRINITY I ERD 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL SHAKE'"' IR, PRESIDENTIAL SHAKE TV!', PRESIDENTIAL SOLARIS"": LOW AND STANDARD SLOPE: STEEP SLOPE For low and standard slopes, use five nails for each full Presidential Por steep slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply 1. diameter spots ofasphalt rooting cement under each shingle tab. Alter applying S nails In between the nailing guide Wes, apply 4 mds I' NaB(Ip 1.-- 40' above lab cutouts making certain labs of overlying shingle cover napsGutdeums (1016 mm) S 114' 133mm) . • 141/4' 1 Ir1 118 nml) (362 mm) NOTE: Apply nails on painted guideline. 6.9.1 6.9.1.1 6.9.1.2 6.9.1.3 6.10 Figure l6-b. Fastening Pi sk/imfial andPresidmfid TLSbake sinngles on lord and atandwd sbpea T 1' diameter asphalt ruofing ceinanl Figure 16-7: Fattening Presidential and Pteridratial T/L $hake s6hwg ou steep slop - Hip & Ridee for Presidential Shake'. Presidential Shake' IR. Presidential Shake TLI. Presidential Solaris': Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presiden Dal accessory shingles can be used for. covering hips and ridges. Apply shingles up.to the ridge (expose no more titan 7' from the bottom edge of the "tooth." Fasten each accessory vAth two fas- teners. The fasteners must be 13/4' long or longer, so they penetrate either 3/4''tnto the deck or coinpletely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham, AL -is 12'• x 12% Portland, OR produces 97/&' x 13 L/4' accessory. For ASTM D3161, Class F performance use BASF "Sonolastic° NP1 " adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. I.HATTERAS'": LOY4 SIAIIDARD AND STEEP SLOPE: Hdr"e 15•;: hnrkwLrr Ontlenaf A rakt ai twrnr"I 4ndmri.Voprt Fur Whir 'Jail sunllinl dopes, ose fire n;dls for earls full Itdtens Adnoe as Axiun sdxxr. I.. 1. Blinn) 51M4- ITyvr tS.,, Igftnipt aiar.ntatvv,Ft wr.V,ryWyr, For amp a•Pr, w me nails and riglu .yxu of .sphik coming cnnenl for MIN da ILaurrs Attie a thrnttishore. Ngdy I- USauul i1bnx4Y rpu; ofnlo6ng temnu (a.1TV o 40615pe II bug -rued) unrkr an h lab comer. Pros sidn* luro ldut, Aw am Mrw mind. Wrnft Toro w" hcoding cnmeror rain mine shinck-t in Miller. Exterior Research and Design, U.C. Evaluation Report 3S32.09.OS-R11 Cerrificote of Authodration 99503 FEIC NON-HVHZEVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 1-4 TRINITY JERD 6.10.1 Hip & Ridge for Hatteras": 6.10.1.1 Option 1: Accessory for Hatteras Figure I5-14.' 18 tbreepiece !mils separWe to make 54 Hatteras Accessory shingles 6.10.1.2 Option 2: Cut Hatteras Shingles 9.. 230 fnni) I I 8" 18" (460 min? Fa roll 460'mm) : 5 Cap Cap Cap Cap Shingle Shingle Shingle Shingle 9 Figre 15- yp; Cut Hatteras shhtglar to ruake cow cap. Figure 15-21: Insiallatlon of capes along hips and ridges 6.10.1.3 For ASTM 03161, Class F performance use BASF "Sonolastice NPi'"" adhesive or Henkel "PL° Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE".", HIGHLAND SLATE"' IR:. • . LOW AND STANDARD SLOPE STEEP SLOPE: rlsa:tba wayo snxranrlamoes Ycl9be o,r cMr mbJ"dp++nl. Firma I /-.I: Usu fill naatfir emy INShla d Slala sblugla Use Fn•R Palls and EIGHT spots of aspbalt roofing cement* far each full Highland Slateshingle. For bfiaml-(lade, SIXnails are required. Apply E' diameter spots of asphalt roofing ccmcm under cash lab comet Asphalt tooling cement ateeling AM D086 T)pe 1t is suggesaA angel alas - Mniaalstpii" a imntl en Mv . " Naa"ee,nl — — ttootli Caena F/ynre II-}M1• Ilso RYE uar/r andeW spolrofar$d1 rmfi gt coned andsr emb lab avacc CAtrr10N: Excessive use of roofing cement Mann cause shingles to bfisier. 6.11.1 Hip & Ridge for Highland Slate'", Highland Slate"" IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge' hip and ridge shingles. Exterior Research and Design, LLC Certificate ofAuthorization 89S03 FBG NON-HVHZ EVALUATION Evaluation Report 3532.09.05-Rll FL5444•RLO Revision it: 12/08/2016 Page 11 of 12 ti TRINITY i ERDI 6.12 PATRIOT-: LOW AND STANDARD SLOPE STEEP SLOPE Use FOUR nail; fur every full shingle loaded as shmrn belmr. WWI I _ __ j_ y155R'4 t Ir L%LV —f - 13-I0' -+- L'tir —i23MalIMM11Aan+ L'sc FOUR mulls and (nor spnln (i<asphall roofing cement fair ewly full shingle as shntcn ham. A.gah:dl nv)ring cement ntttiving.ltirll U4586 Tyyx: It L; sn4,:L-Aed. ,Apply 1'(2S min) slt,ah of asphdl nopring cemuu :e Shown. rAU110N: Gxcessite use of ruuGgc cennol cau cause Jdnglos Io blister. C., Reelle0 Cueet I' lUlrtai !1P: ()lr.ap 'i 6.12.1 Hip & Ridge for Patriotm: Refer to instructions herein for Cedar Crest', Cedar Crest"' III, Shadow Ridge'", NorthGate or Shangle Ridge" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Cert1Jlrote o/Aurborhot/on MOS03 FBC NON-HVHZ EVALUATION FL5044-R10 Revision It:12/08/2016 Page 12 of 12 4/28/2017 Florida Building Code online aCIS Home i Log In I User Registration I Hot Topics i Submit Surcharge I Stats S Facts I Publications I FK Stall I SCIS Site Map I Links { Search I Fkuid,t 4$j I Product Approval I.y USER: Public User Product An°mval Menu > Product or Aoollatlon Search > Application List > Application Oetall fiFL FL12194-R3 e' 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 Category Subcategory Compliance Method Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Gareth Rahman grahman@aluminumcollsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcolisinc.com Panel Walls Soffits 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 i' Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALCIS001 Evaluation Report 2014 FBC 04 T4 Sofflts odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 httpslhvww.ftidabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMisX5GEO%2f1CXzYpy lo3d%3d 1/2 4/2VM17 Florida Building Code Online Product Approval Method Method I Option D Date Submitted 08/27/2015 Date Validated 08/28/201S Date Pending FBC Approval 09/04/2015 Date Approved 10/16/201S Date Revised 04/OS/2017 FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL12194 R3 11 ALC1S001 Evaluation Report 2014 FBC 04 T4 Soffits.pdf Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Parry: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALCI50DI Evaluation Report 2014 FBC 04 T4 Soffits.pdf Created by Independent Third Party: Yes rM Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850.487-1024 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement:: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.2750), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide theDepartment 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: 9ic il'as1 Credit Card Sate hopsl/www.0oridablrilding.orglpr/pr app dtl.aspx?param=wGEVXOwtDquk24AUC%21EHMrNrkL4bysALEZSXMjsXSGEOg/o2f1CXzYpyw4a1.3d%3d 2/2 Certificate ofAuthorization Na. 19824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE Sr" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES E k Report No. Standard Year Certified Testing Laboratories (fST1577) CTLA 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 FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2Ain.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. te• rutyEMr e• ennrx vrur e' seem vlus 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in? /lin.ft for the 'full vent' configuration and 4.2 in2Ain.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS. INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 0%jjIla181" PaY R.,pR/,,,, 2015.08.27 Na 74021 07:05:00 13p -04'00' STATE OF :40 O R 1 O . ON: Zachary R. Priest, P.E. NA11 0110'% Florida Registration No. Organization No. ANE96 1021 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B —Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of3 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit— 4-inch o.c. Fastener Fastener Fastener Fastener Lotion Lotion Location Location c. 16' Q4 Soffit— 16-inch o.c. Fastener Fastener Location Location l.1 ALC15001 FL12194-R3 Page 1 of 7 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. t CREEK TECHNICAL SERVICES, LLC d. 16' Q4 Soffit — 8-inch o.c. Fastener Lncatinn I /_ Fastener Fastener Location 1"l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-tt Approved Systems for 124nch Overhang with F-Channel 12.14 Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-fa Approved Systems for 244nch Overhang with F-Channel 24.14 Approved Systems for 244nch Overhang with J-Channel Appendix A Approved Systems for 12-Inch overhang with F-Channel Wall Connection Eave Connection System Panel MOP No. Width psi Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head die. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 164nch Wood min. 1.25 inch embedment spaced Wood crown staple spaced 164nch 0.072-Inch dia. x min. 3116- Inch head dia. trim nail 40.0 24-inch o.c. o c 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) min. 1 3/4-inch long x 12F-2 16-inch Wood crown staples In diamondP pattern Wood crown staple spaced 0.072-inch dia. x min. 1/4-inch 48 spaced 244nch o.a l pandsecuringeachpanellappanel 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 1/44nch One (1) min. 1 3/4-inch long x0.0724nch 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- 64.2andsecuringeachpanellapincho.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically -addressed herein. MM CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- Inch x ( 3 Inch crown One (1) min. #8 x 1/2 inch One (1) min 3/4-Inch x One (1) min. 1 3/4-inch long x 12J 1 Max. W staples in -diamond long x 3/84nch head diameter Wood 1/4-inch crown staple inch dia. inch 164nch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-Inch o.c.. head dia. trip nail spaced 48- head ailspaceded 64.264. inch o.c. connecting soffit to J•channel Inch o.c. Approved Systems for 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MOP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75•inch x 16F-1 Max. Masonry One (1) 14 ga.•5/8-inch long T nail wood Wood 1-inch leg staples spaced max 0.072-inch diameter finishing nail with min. 3/16- 53.312-inch spaced max. 8-inch o.c. o.c. and searing each inch head spacedpanellap124ncho.c. Three (3)18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/44nch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-2 Max 12 inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced max 4-inch o.c. and securing each finishing nail with min. 3/16- 153.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch O.C. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood Crown staple spaced 16•inch 072 3/16-inch head dia. trim nail 25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/44nch x 0.0724nch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 84nch o.c. Inch head dia. trip nail 36.1 spaced 484nch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attnbules that are not specifically addressed herein. Im CREEDImTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 243.3164nchspaced84ncho.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 ga.t/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16-inch W 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- 243.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 16J-1 Max. Wood Three (3) min. 3/4-inch x 1/44rich crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-Inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16 inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. 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. WMIN CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-Inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max, inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 20-1 12-inch Wood leg staples in 1) min. 2.25- wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter 12-inch o.c. 24-Inch o.c. finishing nail with min. 3/16-Inch head spaced 4-inch o.c. One (1) 18 ga.1/4-Inch crown x 1-inch log Nominal.1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-2 124nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6roofingnailspaced1) 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. 3/164nch head spaced 4-inch o.c. One (1) 18 ga.114-inch crown x 14nch 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/ 2417-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8• finishing nail with min. 76.6spaced8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/164nch 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 evaluation report is provided for Stale of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A A proved Systems for 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MOP No. Width pso Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg Three (3) 18 ga.1/4- No.2 SYP staples spaced 12-inch o.c. securing One (1) 18 ga. 1/4- One.(1) min. 1.75-inch x Max inch crown x 1-inch anchored to rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F4 16-inch Wood leg staples in 1) min. 2.25• Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/16-Inch head spaced spaced 16-inch o.c shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.c finishing nail with min. finishing head spaced 44nch o.c. One (1) 18 ga.1/44nch crown x 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 18 inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.2S- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced 164nch o.c. inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. na124-inch o.c. finishing nail with min. 3/16-Inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-Inch o.c. searing One (1)18 ga. 1/4- One (1) min. 1.75-inch x One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 1Emch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-Inch Inch o.c. and securing 3116-Inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALClSO01 F1.12194-113 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 not imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psi Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.254nch x 7tl One (1) 18ga.1/ a Incho.11nchNominal1x2ringshanknailcrownxl leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown stral ht•nailed through the rafter Into the end staples spaced 12-Inch o.c. securing One (1) 18 ga. Y..- One {7) min. 1.75-inch 24J-1 Max. rafter with one x 1-inch leg of the batteneachortwo (2) panel lap inch crown x 1-inch x 0.072-inch diameter 12-inch 1) min. 2.25- staples in diamond min. 2.254nch x 7d One (1) min. 1.75-Inch Wood leg staples spaced finishing nail with min. 3/16-inch head spaced 160 inch x 7d ringring shank nail pattern spaced 16- inch O.C. 9 shank nails toe- Walled on either side 01 x 0.0724nch diameter 8-inch O.C. finishing 12-Inch O.C. 24-inch O.G the barren t each nail with min. 3116-Inch head spacedeRerbatteNra intersection. Max. flinch o.c. rafter spacing Is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.254nch x 7d ring shank nail crown x 14nch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight -nailed through the rafter Into theend staples cadp 124nch o.c, securing One 1 18 o. 9 inch crown x 1-inch 1One min. 1.75-inch 24J-2 Max. rafter with one x 1-inch le9 of the batten or two 2 each panel lap Ileg staples spaced x 0.072-inch diameter 16-inch 1 min. 2.25- staples in diamondP min. 2.25•Inch x 7d One (1) min. 1.75-inch Wood 8-inch o.c. and finishing nail with min. 153.3 inch z 7d ring pattern spaced 16- ring shank Waits too. x 0.072-Inch diameter securing each panel 3/16-inch head spaced16-Inchshanknailincho.c. nailed on either side of finishing nail with min. lap o.c. 24inch o.c. the batten at each 3f164nch head spacedballenfrafter4-inch o.c. Intersection. Max. rafter spacing is 24-inch c.c. ALC15001 FL12194-R3 Page 7 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 ALUMINUM COILS. INC Soffits TECHNICAL SERVICES. LLC Appendix B INSTALLATION Note - Refer to the APPRovEn SYSTEMS section ofthis report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail Min. 2/81 head din nail with mill. !V" engagement( -`or wc-d aubetrnta) at oin. 9.0971 din. T-n%il cr =tub nall with min. 5!b" ungegamenti!ar czncrate oi• t•1.xk cpaca.i an accwd above. ASCIA SLIP BOARD FASCIA TRIM 12F-1 8 I I I II \—.'F CHOANFNEL IT OVERHANG WIDTH VARIES) 12F-3 aa:d, conc-- or bl _+ek Y. FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. a CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Lj 3.w s r%w `, SOFFIT STAPLEoPENRAFTER 3/4" x 1/4' DIAMOND PATTERN1 DETAILCROWNSTAPLES , USING A DIAMOND Lo lowmiST.a[s PATTERN FACIA BOARD If FASCIA CAP 12F-251, 3/4' X 1/4' CROWN FACIA BOARDTRIMNAILB' STAPLE ON CENTER PAINTED1-3/4- TRIM NAIL PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 4a' FASCIA CAPINSTALLEDWITHTHEOCNAIUNGFLANGEUPOR3/4" X 1/4- DOWN CROWN STAPLE SOFFIT- rdax• 12-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALClS001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 12J-1 OPEN RAFTER 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USINC A DIAMOND PATTERN ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE DIAMOND PATTERNI 1 I DETAIL FACIA 80AR0 >/r strutter j zrwts ASCIA CAP 3/4' X 1/4' CROWN FACU BOARD STAPLE 'l3' ON CENTER 1-3/4' TRIM NAIL i—CHANNEL 1-3/4' TRIM NAIL PAINTED S.S. screwed co soffit PAINTED S.S. 48' i c . one (1) 09 a FASCIA CAP 1/2" a 3!9- bead D.C. diameter screw, 3/4' X 1/4- 161- C.C. CROWN STAPLE SOFM—max. 12-incb span SOFFIT WOOD OR BLOCK SOFFIT FASCIA SUBSTRATE D ETAI 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i t- TRIM NAIL FASCIA BOARD PAIMTEO SS. I FASCIA CAP SOFFIT CROWN STAPLE OPEN RAFTER L_ FASCIA BOARD li67 Sib' iiL'S 16F-1 SOFFIT & FASCIA W 6F-5 DETAIL FASCIA CAP; REFER TO SOFFIT & FASCIA DErAP. F' tMANNEI I SDFFIT; MAX. I&' 1 SPAN MASONRY SUBSTRATE I ALClSO01 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Win. 381 haad dia. nat 1 wi.th min l;S° en•jaaument(for wood uub2rrsce) or min 0.097" dia. T-nail .r ecu., nail with min. 5/3" sngagement(for cancrete or block substrate), spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL - wood, zonc:ete or Block Wnll 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 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 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. SOFFIT STAPLEOPTDIAMOND PATTERN 3/ 4• x 1/4• I D ETAI L CROWNSTAPLESUSING A DtAMON0 fL1r KTv/ srui PATTERN FACIA BOARD i FASCIA CAP 16F- 4 3/ 4• X 1/4• CROWN FACIA BOARD 1-3/4" TRIM NAIL 8" r.r STAPLE ON CENTER t — 3/4' TRIM NAIL PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAP INSTALLEDWITHTHEO.C. NAILINGFLANGEUPOR3/4" X 1/4" DOWN CROWN STAPLE SOFFIT— nuu. 15-Lticlt span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA_ DETAIL ALClSO01 FL12194-R3 Page 6 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.impiy warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKImTECHNICALSERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t tRIM HAIL I FASCIA BOARD PAINtEU S.S FASCIA CAP SOFFIT fq'- CROWN STAPLE OPEN RAFtER I FASCIA BOARD 1'q CROWN STAPLES SOFFIT & FASCIA USDIC A DIAMOND 16F-2 Ee PATTERN. REFER TO DETAIL SOFHT STAPLE 16F-6 DIAMOND PATTERN / DETAIL FASCIA CAP; REFER \ t0 SOFFIT t FASCIA DETAIL 8f' CHANNEL 3/81 Soffit; MAX 16' MSPAN 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. 16J-1 CREEK TECHNICAL SERVICES. LLC No. I Installation Detail 3/4- X 1/4' CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER SOFFIT STAPLE OIST r } ` DIAMOND PATTERN FACIA BOARD ` vr ¢rMzr DETAIL u nws FASCIA CAP I 3/4' X 1/4- CROWN FACIA BOARD STAPLE -8- ON CENTER 1-3/4- TRIM NAIL 1-3/4- TRIM' NAIL PAINTED S.S. PAINTED S.S. 48' FASCIA CAP O.C. 3/4- X 1/4- CROWN STAPLE snrFrr-max. 16-inch span SOFFfr Y SOFFIT & FASCIA DETAIL ALC15001 FL72194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t' IRW NAIL FASCIA BOARD PAINTED S.S. 1 I• fASLu CAP STAPLES SOffliUSINGADIAMOND PATTERN; REFER r0 I•et' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN OETA% 1 M NAIL FASCIA BOARD PAINTED S.S. SOFFIT b FASCIA DETAIL 24F-1 & t 24F4 rat• C4OWN STAPLE --- FASCIA CAP. REFER TO SOFFIT B FASCIAo / WAR.6- \ NominalI'eT- SrP 3lBiBattenSOFFII; MAX }a' f•CMANMEL Rafters nRSlunkkNja dat RNeery Rafter MOOD SLIBSiRAiE SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 9 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. WIM CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f- TRIM NAIL FASEIA BOARD PAWTED S.S. 14- St1ODTN SMA K I- FASCIA CAP ROOF NA4S SOFFIT 1'.J' CROWN STAPLE 1 T' 7RP1 NAL FASCIA BOARDPAINTEDS.S. SOFFIT b FASCIA 24F-2 & DETAIL 24F-5Z4: FASCIA CAP. R'.FER 10 SOFFIT L FASCIA DETAM1Nwinal1'.i' SPBaTleoAnrhvedIa, MAX. 1PF.CNAN,IEL Ratlera Qh rna M Ring Shank Nnl at t+rq Rolle WOOD SUBSTRATE ALCiS001 FL12194-R3 Page 10 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t I' TRIM NAIL I FASCIA BOARD PAINTED S& 1I146Al' t-NAILS II1 FASCIA CAP SOFFIT 1 1-4' CROWN STAPLE I I' TALI NAIL FASCIA BDARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-3 & I 24F-6 1'4' CROWN STAPLE FASCIA CAP; REFER 10 SOFFIT L FASCIA DETAIL kask" 1'e2' SYP Batten Anchored to SOFFIT, MAX. 24' F•CIIANNEL Rafters Qh one 1d Ring Shank Nan at every RatterMASONRY ALClS001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Sofflts Appendix B System No. Installation Detail If- 1RIn NAIL ' FASCIA BOARD PAINTED S.S. 1-a SiAPLES FASCIA CAPPlES USK A DIAMOND SOFHT PATTERN, REFER TO 1 (ROVN STAPLESOFTSTAPLEUNTILEVWEO '- DIAMOND PATTERN RAFTER DETAIL _ FASCIA BOARD 1 Till" NAIL SOFFIT & FASCIA PAwTED S.S. DETAIL 24J-1 & I r.i- CROWN STAPLE24J-2 — FASCIA (AP; AUER 10 SOFFIT L FASCIA DETAIL nomilal I- A r SYP baIIma Waebed balveen MUTT Bad SOFFIT: MAX, 74- 1-IMANNEL secured Mh one (1) 70 ong aunt add svmgm.naded — NrouM c1e roller Inia In enc MOOD SUBSTRATE of the Wfta or two R) Td \ % mg spaak nails mea alve on / what side ill Its Danern al ua be3annalbr mtemeCObn / SOFFIT STAPLE DIAMOND PATTERN ALClSO01 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. CREEK TECHNICAL SERVICES, LLC DESIGN WINO LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B. C. and 0 shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. Vu,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. ALCIS001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind, Pressures for Soffits in Exposure B Building Type :. Zone . - Mean, Roof Height ft Basic Wind Speed mph) 1;20' 13b .. 140 150 160 170 180 1917 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 1 -46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 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 1 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 5050 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 1 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 1 17.8 1 20.5 1 23.3 26.3 29.5 1 32.9 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure C Building Type Zone Mean Roof Hei ht ft Basic Wind Speed rn h 120 : i3U 140 150 160 170 180 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 1 -36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 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 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 1 16.0 1 18.8 1 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 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 D Building Type Zone' Mean Roof Height ft Basic Wind Speed mph) 120 130 140 , 150 160 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 1 -86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 28.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 318" F-Channel 318" J-Channel 3/8" 3/4" 1/8' HEM 15/8' } T 3/ 14' 1 3/8' ISOMEtRIC VIEW 1/E' PROFILE ISOMETRIC VIEW Y PROFILE ALUMINUM COILS, INC Soffits Appendix D ALClSO01 FL12194-R3 Page 1 of This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. HCREEKTECHNICALSERVICES, LLC Fascia 3/4"' 7/8" 1/8" HEM 1 1/4" T 6-FASCIA 7` BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for 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 16" 04 Soffit 25 TtP. 0.125 M. 18' BLANK 3 / 8 PROFILE a 000aa 000ao oaoaoo oaaa oaa000 aoaoo WM ICAMO WflipN IM,I SCE Fl 04VWRS MAUD Ed SWE OI WnCN AS M&S, ALUMINUM COILS, INC Soffits Appendix O ALClSO01 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 7/8" 3 1/8" 7/8" 3 1/8" S/1li" 1/2" 1/2' 1/2" 1/2" 1/2" 3/4" 1/8" 1/8" 3/e" 13.75" BLANK 3/8" PROFILE 2.525 REF. 50 TYP 2S TIP. D.123 rY ALUMINUM COILS, INC Soffits Appendix D DID DDD DDDDD DDDDDD DDDDD DDDDDD DDDDD Yffl f IQUAM VAYMN MR I e y r LOUVERS °OR14O W SWE DISEMON AS RP5, END OF REPORT ALClSO01 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Certificate ofAuthorization No. 29824 17520 Edinburgh Or Tampa, FL 33647 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.aluminumcallsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9I 10) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES En& Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5876) 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 FEIC compliant Installation detail shall prevail. 5. Instaliations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program In compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-Inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix 0 for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix 0 for dimension drawings. ALCI5001 FL12194-113 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 TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16' 04 Soffit Preformed nominal 0.0135-inch thick. 3105 H-14 aluminum soffit ?anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2llin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit ?anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in llin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALClSO01 FL12194-R3 Page 2 of 3 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 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. c E NS, No 74021 O'.. STATE OF N CERTIFICATION OF INOEPENOENCE 2015.08.27 07:05:00 04'00' Zachary R. Priest, P.E. Florida Registration No., 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A— Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALCI5001 FL12194-R3 Page 3 of 3 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 6. Unless otherwise specified, the Masonry substrate. shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attnbutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener t nralinn lr Fastener Fastener Location l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 2F-# Approved Systems for 124nch Overhang with F-Channel 12.14 Approved Systems for 12-Inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24 Approved Systems for 244nch Overhang with F-Channel 24.14 1 Approved Systems for 24-inch Overran with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MOP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max' One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 0.072-inch dla. x min. 3/16- 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max.Wood Three (3) min. 3/4-inch x 1/4-Inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 314-inch long x0.072-inch dia. x min. 1/4-inch 4812F-2 16-inch crown staples in diamond pattern Wood crown staple spaced 84nch o.c. head dia. trip nail spaced 48- 64.2spaced24-inch o.c. and securing each panel lap 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 B inch One (1) min. 1 3/4-inch long x 0.0724nch dia. x min. 1/44nch 48 16-inch spaced 8-inch o.c. crown staple spaced o.c, head dia. trip nail spaced 48- 64.2andsecuringeachpanellapincho.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems for 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 (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/44nch long x 12J-1 Max Wood staples In diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. 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 for 16-inch overhang with F-Channel Wall Cdnnection Eave Connection System Panel MOP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/44nch crown x One (1) min. 1.75-inch x 0.072-Inch diameter 16F-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- 353.312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spacedpanellap12-inch o.c. One (1)18 ga. 1/4-Inch crown x One (1) min. 1.754nch x Max. 1Three (3) 18 ga.114-inch crown x - 1-inch leg staples spaced max 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-Inch o.c. and securing each finishing nail with min. 3/16- 253.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/84nchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long. x 0072 inch dia x min. 16F-3 164nch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-Inch 3/16-inch head dia. trim nail 125.6 inch o.c. o.c. spaced 36-inch o.c. Three (3) min. 3/44nch x 1/44nch One (1) min. 1 3/4-Inch long 16F 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 6-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALCI5001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 114-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-5 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-Inch leg staples spaced 4- finishing nail with min. 3/16- 243.3 16-inch spaced 8-inch o.c. inch o.c. and securing each inch head spacedpanellap16-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 114-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 1&inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4 inch oand securing each c. finishing nail with min. 3116- i43.3 spaced 16-inch o.c. panel lap inch head spaced 16- inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/44nch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One ( 1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16J-1 16-inch Wood crown staples diamond pattern spaced 24 inch o.c. Wood crown staple spaced 8-inch o.c. min. 114-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 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 not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems.for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MOP No. Width psi) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-Inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter 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- spaced finishing nail with min. 801-90 diamond pattern inch x ring One (1) min. 1.75-inch inch 3/16-inch head spaced spaced 16-inch o.c shank nailchinchailo.c x 0.072-inch diameter 12-inch o.c. finishing nail with min. 3116-inch head spaced 4-inch o.c. One (1)18 ga.1/4-Inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 go'1/4- One (1) min. 1.75-inch x Max inch x 11 go. anchored to each panel lap Inch crown x 1-inch 0.072-inch diameter 80124F-2 12-inch Wood smooth shank rafter with one Wed slegstaplespaced 8- finishing nail with min. 78 6roofingnailspaced1) 7d x 2.25- One (1) min. 1.75-inch inch 3/16inch head spaced 16anch o.c, inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-Inch o.c. securing One (1) 18 go. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 go. 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. 76.6spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o c 31164nch 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. ALCIS001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. HCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg 4o.2 SYP staples spaced Three (3) 18 ga.1/4• anchored to 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 2412-4 164nch Wood leg staples in 1) min. 2.25• Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 14ndh leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ge. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16rnch 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. 1.75inch inch o.c. and securing 3/16-inch head spaced 16•inch o.c. inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-Inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-Inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-Inch 0.072-Inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-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 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MOP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Numinal 1 x2 No.2 SYP scabbed between ratters with one (1) min. 2.264nch x 7d One (1) 18 go.1/44nchNominal1x2ringshanknailnailcrownx1-inch leg No.2 SYP anchored to Three (3) 18 9a.1/4-inch crown straight -nailed hgg the rafter Into the end staples spaced 12 ch searing One (1) 18 ga. %.- One (1) min. 1.754nch 24J-1 Max. rafter with one x 1-inch leg of the ¢atten. or two (2) each panel lapapa Wood inch crown x 1-inch x 0.072-Inch diameter finishing nail with min, i60 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One min. leg staples spaced 3/16-inch heads acedPinchx7dringpatternspaced16- P P ring shank nails toe. 72x0.072wnail diameter diameter 84nch o.c. 12.7nch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. 24-inch O.0 the batten at each betten/ratter 3/164nch head spaced intersection. Max. 4-inch o.c. rafter spacing is 244nch o.c. Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/44nch Nominal 1x2 min. 22SIncin x 70 ring shank naU crown x 14nch leg No.2 SYP anchored to Three (3) 18 9a.1/4-inch crown straight -nailedht•nailed throughgg the rafter into the end staplesspaced 12anch o.c. searing One (1) 18 ga. /. inch crown x 1-inch One (1) min. 1.75 nch 24J-2 Max rafter with one x 14nch leg of the batten or two (2) each panel lap Wood leg staples spaced x 0.072-inch diameter finishing nail with min. t53.316inch1) min. 2.25- staples in diamond min. 2.25-inch x 7d One min. Synch o.c. and 3/16-inch head spacedinchx7dringpatternspaced16- Pa P ring shank nails toe- 72 diameterx0.072-inch diameter securing each panel 164nch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. lap 24-inch O.C. the batten at each baften/rafter y164nch head spaced Intersection. Max. 44nch o.c. rafter spacing is 244nch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix 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. 12F-1 & 12F-3 No. I Installation Detail Kin. SiC* hand dia. nail with min. 1 ' an3egement(!or woad subrtrata) or min. 0.097" dia. T-n%11 cr stub nail wi:h min. !18" angagemenr(for =nzrato or tlo•:Y. tun:itratul • spaeod as iiotud ASCIA SLIP BOARD ASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC1S001 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. t- CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLEOPENRARER; 3/4• x 1/4" ; cDIAMOND PATTERN CROWN STAPLES ,DETAIL USING A DIAMOND \ yr PATTERN > T[s FACIA BOARD FASCIA CAP 12F-2 FACIA BOARD 1 3/4- X 1/4" CROWNJS.S." Le" STAPLE ON CENTER 1-3/4" TRIM NAIL PT—.F' CHANNEL CAN BE PAINTED S.S. 4a' FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4" X 1/4" DOWN CROWN STAPLE SOFFIT- ntax . 22 - _ nch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER nK ` SOFFIT STAPLE 1ST j DIAMOND DETAILI PATTERN FACIA BOARD `% aErvD / I 3/4- X 1/4- CROWN STAPLE -24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 3/4' X 1/4- CROWNFACIA 8"ON 1J—CHANNEL BOARD 1-3/4' TRIM NAIL STAPLE CENTER PocrevedJ"L to sat[itpaDS.S. onetli #9 a 48'•rich FASCIA CAP V2• x 5/V head diameter serai., O.C. 3/4- X 1/4- It" o.C. CROWN STAPLE SOFFIT —max. ]2-inch span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t• 1RIn HAD. / FASCIA BOARD PAL4IEU S.S. FASCIA CAP SDFFR 1-+a' [RONN STAPLE OPEN RAFTER FASCIA BOARD H 61 JB'14U 16F-1 SOFFIT 8 FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT t FASCIA DETAIL F' CHANNEL-'--*' HANNEL SOFFIT; MAX. 11' 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. iI M CREEKim TECHNICAL SERVICES. LLC 16F-3 No. I Installation Detail Min. 3/S" htad die. nail wish min. 1!:" cngajament!for wc=d auh3trata) jr min. 0.097" dia. T-nail or stub nail with min. 5j3'< angagemenL(fcr cgncrata or block substrate). spaced an nc•ted abova.. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL wood. Concrete or Block Nall FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail WN , SOFFIT STAPLEOPENRAFTERDIAMONDPATTERN 3/4- x 1/4- } DETAIL1I1 CROWN STAPLES 1 I USING A DIAMOND r PATTERN FACIA BOARD i FASCIA CAP 16F-4 3/4- X 1/4" CROWNJMLFACIA BOARD 8" 11-3/4' STAPLE ON CENTER TRIM NAIL P' F" CHANNEL -CAN BE PAINTED S.S. 45' INSTALLED CAPWITHTHEO.C. FASCIA NAILING FLANGE UP OR 3/4' X 1/4- DOWN CROWN STAPLE SOFFIT- m6x. 16-inch spanWOODS SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 e TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP I SOfflt rq' CROWN STAPLE OPEN RAFTER FASCIA BOARD I.Q. CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND DETAIL 16F'2 PATTERN: REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTEAN OErAIL FASCIA CAP: REFER TO SOFFIT L FASCIA OETAL 8 f' CHANNEL 113/81 SOFFIT; MAX. IV( 1 I SPAY M SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15o01 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER I 31sAsaSOFFIT STAPLE GIST 11 ETAI LDIAMOND LPATTERN FACIA BOARD 1 r ' 3/ 4' X 1/4' CROWN STAPLE '24' jHMAL ON CENTER USING A OMOND PATTERN FASCIA CAP 16J- 13/4' x 1/4' CROWNFACIA STAPLE ' B' ON CENTER 1'CHANNEL BOARD 1- 3/4- TRIM NAIL PPAINTED S.S. 4a' FASCIA CAP O.C. 4- X 1/4- ROWN STAPLE SOFFIT— riax. 16-inch span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALCIS001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I f' fRM NAIL FASCIA BOARD PAWtfD! t' , CROWN STAPLES ! / FASCIA CAP USING A OIArtwo SOFFIT PATTERN: AEFER TO rj- C7owN STAPLE SOFFIT STAPLE OWLONO PATTERN OEFAIL —• r f' TRIM NAIL FASCIA BOARDPAOITEOS.S. DETAIL SOFFIT L FASCIA 24F-1 8 , 120-4 ra4' awwR SrAPI.E fw.soA EAn REFER / \ to Sofflr A FASCIA \ DETAIL lent rat SrP 3/0BattenAWArtetoSOFFIT: MAX U.' f-CHANNEL I Kaftan r,tA sae Id L Rleq Stunt NAtl at w000 SuaStaATE mq Rafter SOFFIT STAPLE DIAMOND PATTERN ALC1S001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, U-C 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. CREEKimTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f' TRIM NAIL FASCIA BOARD vAwiio s.s. 14- SMOOTH SMAXIC I I rASUA CAP ROOF NAILS SOFFIT CROWN STAPLE I 1 }' TRbY NAIL fAStuL BOARDPAIFTFD $5. SOFFIT 3 FASCIA 24F-2 & DETAIL 24F-5 1'.1' CROWN STAPLE FASCIA CAP: R=FFR TO SOFFIT t FASCIA DETAIL Nominal I'A2' SYP Batten Anchored to SOFFIT; RAxX, 24' F.CMANNEL Ratters ..In one to Ring Shank Naa at Ivory Batter w00D SUBSTRATE- ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I f' TRIM MAIL FASUA ROARO PARITED S.S. IIGA I' T-NAILS I FASCIA CAP SOFFIT CROWN STAPLE Tj 1 !' TRIM NAIL FASCIA BOARDPAVaEOS.S. SOFFIT L FASCIA DETAIL24F-3 & i 24F-6 I 1'2' [ROMN STAPLE FASCIA CAP; REFER To SOFFIT A FASCIA DETAIL Nalit" I-er SYP F-CNAMNEL Batt" Anthered to\\\—:S.FFII; MAX. 2V Ratters d11% are 111 Ring Shank Nan at ever? Rafter MASONpT ALCIS001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I- TRIM "At FASE A BOARD Pau1tE0 SS. I-xj' EROVM FASCIA CAPSTAPLES USL46 A DIAnORD SOFFIT PATIERR: REFER 10 CANTILEVERED r.i• CROWM STAPLESOFFITSTAPLERAFTERDIAMORDPATTERN DRA4 FASCA BOARD SOFFIT & FASCIA I f TRIM MAa PAINTED DETAILDETAIL 24-1 & r r CROWN STAPLE24.1'2 FAS(IA CAP. REFER TO SOFFIT i FASCIA DETAII Norninat ra SYP KNODW e rsanaacaOewbacaeanrayonand SOFiiI; MAX. Ja' MMANNEL semen-.. wu One11) To ift ana0a callovougaINIya roller kvD Ine e¢ WOOD SUBSTRATE of J* balk. or Two (2) 70 ring VWk nags tw-nauec e. cuter aco to the oanem n me w'lwrann ntonecWn t SOFFIT. STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C. and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-fe or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. V„ n 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. HOPE CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure B Building Type Zone Mean Roof Height ft Basic Wind Speed m h 120 130 140 150 160 170 180 . 190 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 1 -50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 1 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 1 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 1 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 1 23.3 26.3 29.5 32.9 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Sofflts Appendix C Design Wind Pressures for Soffits in Exposure C Building Type Zone Mean Roof. Height ft Basic Wind Speed mph) 120 ' 136 140 150 160 170 180 190 200 . Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 1 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 1 34.0 1 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 1 23.7 27.2 1 31.0 35.0 39.2 43.7 1 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 notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Desi n'Wind Pressures for Soffits in: Exposure D . Building ZoneTypeZone Mean Roof Height (ft Basic Wind Speed mph) 120 A 30 140 150 160: 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 1 -86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 1 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 1 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 1 31.6 35.9 40.5 45.4 1 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 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 318" F-Channel 318" J-Channel r 1/8' HEM 1 s/e•• T T T 3/4- ISOMETRIC VIEW F PROW1 ISOnStRIC VIEW 3/Y PROFLLE ALUMINUM COILS, INC Soffits Appendix D ALClSO01 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" r 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any 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. 111100 CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 25 7YP. 0.125 rYA. 18' BLANK 3 / 8 PROFILE 2.625 REF. a1aaaaa oaaoa aaaaaa aaaaa aaaaaa aoaaa M OE 1 f fink PARAY IFL41 CI 91 DAVA A MOWED Rf SAME *RECWH AS 14011, 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 611320.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8" wr 31/e" 1/2' 3/4" 13.75" BLANK 3/8" PROFILE 2.525 REF. DDDDD DDDDDD DDDDD DODDDU DDDDD mar too,. vfirrri" unt wAn u7WCR5 FORMED IN $WE OIirCOON AS w55) END OF REPORT ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 41tW2017 Florida Building Code Online i SCis Home I Log In I user Registration I Hot Topics 1 submit surchage I Stets S Pacts I Publications I Fse staff I SCI5 Site Map I Links fioiida I { " Product ApprovalPusea: Fabric userd,:.<. ;... Product Aooraval Menu > Product car AadlaUan Search > Aanliaition LJst a Application detail FL A 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@ja meshardie. cam Authorized Signature Pingsheng Zhu pingsheng, zhu@ja meshardi e. cam Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardle.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337. 909) 349-2927 pingsheng.zhti@jameshardle.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer 6 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald 1. Ogawa the Evaluation Report Florida Ucense 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 C01 RIO - Certificate of Ind oendnnrn POF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Ucensed Professional Engineer or Architect EL13192 R4 Eauiv ASTM C1186 Equivalency Sianed.odf https://www.floridabuilding.org(pr/pr app dtl.aspx7param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZstgAa/o3d%3d 1/3 4/28 W17 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option D Date Submitted 08/17/2015 Date Validated 08/26/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Summary of Products _... _. . FL # Model, Number or Name Description 13192.1 Cemplank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13192 R4 11 ER RIO-2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 It ER R10-2557-1S Plank Shinale CMU.odf Impact Resistant: N/A FL13192 R4 11 ER RIO-2577-15 Plank to WSP Sheathing.odf Design Pressure: N/A FL13192 R4 I1 Install CemPlank Sldino.odf Other: For use in HVHZ Install in accordance with NOA IS- 171.13192 R4 Il NOA 15-0122.04.odf 0122.04. Verified By: Ronald 1. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FL13192 R4 AE ER RIO-2557-15 Plank Shinale CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing.odf FL13192 R4 AE NOA 15-0122.04.odf i; - Created by Independent Third Party: Yes r.•.', ' ,• • 13192.2 HardlePlank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions I•: -; • Approved for use in HVHZ: Yes FL13192 R4 11 ER Rio=2553-15 Plank metal wood.gdf a'. Approved for use outside HVHZ: Yes. FL13192' R4 11 ER 1110-2557-15 Plank Shinale CMU.Ddf Impact Resistant: N/A FL13192 R4 1I ER RIO-2577-IS Plank to WSP Sheathing.odf FL13192 R4 11 Install HardlePlank Sldino.odf . Design Pressure: N/A Other: For use in HVHZ install in accordance with NOA 15-. FL13192 R4 11 NOA 15-0122.04.odf 0122.04. Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party, No r ` Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.Ddfc - >,` FL13192 R4 AE ER'RIO-2557-15 Plank Shingle CMU.Ddf i!•. '?R, '• 'j FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing.odf FL13192 R4 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes is 13192.3 HardleShingle Individual Shingles fiber -cement individual cladding shingles Limits of Use Installation Instructions Approved for use In HVHZ: No FL13192 R4 11 ER RIO-2555-IS Shinale metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 11 Install HardieShinole Siding.odF Impact Resistant: N/A Verified By: Intertek Testing Services NA Ltd. Design Pressure: N/A Created by Independent Third Party: No Other: Evaluation Reports FL13192 R4 AE ER RIO-2555-15 Shingle metal wood.Ddf Created by Independent Third Party: Yes 13192.4 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 11 ER RIO-2555-IS Shinale metaf wood.Ddf Approved for use outside HVHZ: Yes FL13192 R4 11 ER RIO-2557-15 Plank Shlnole CMU.odf Impact Resistant: N/A FL13192 114 II Install HardieShinole Sidina.Ddf Design Pressure: N/A Verified By: Intertek Testing Services NA Ltd. Other: Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2555-IS Shingle metal wood.odf FL13192 .R4 AE ER RIO-2557-15 Plank Shingle CMU.odf Created by Independent Third Party: Yes 13192.5 — Prevail Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 n ER RIO-2553-15 Plank metal wood.Ddf hftMJ/www.iloridabuilcing.org/pr/pr ppp otl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHI104CXwWRgKDf7RrxWwZsbgA%3d%3d 2/3 4/28/2017 Florida Building Cade 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 RI0-25S7-1S Plank Shingle CMU odf FL13192 R4 fI ER RIO-2577-IS Plank to WSP Sheathing odf FL13192 R4 fI Install Prevail Lao Siding.odf FL13192 R4 IT NOA 15-0122.04.odf Verified By: lntertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FL13192 R4 AE ER RIO-2557-I5 Plank Shinale CMU.Ddf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathina.odf FL13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes Contact Us :: 249.1_91air Stone Road. Tallahassee FL 32399 Phone: 850.4874824 The State of Florida Is an WEED employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a 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 650.467. 139S. -Pursuant to Section 45S.275(1). Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 45S, 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 apersonaladdress, please provide the Department with an email address which can be made available to the public To determine If you are a lleensee under Chapter 455, F.S., please dick L r=. Product Approval Accepts: Credit Card Sale httpsJ/www.11oridabuilding.org/pr/pr app dU.aspx?param=wGEVXOwtOgtsk%2bGnUu47agxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgAg/o3d%3d 3/3 Florida Product Approval HardiePlank° Lap Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule; and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-15. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. e HardiePlank-, AZ >o Lap Siding JamesHardie EFFECTIVE SEPTEMBER 2013 INSTALLATION REQUIREMENTS• PRIMED &COLORPLUS"I PRODUCTS Vsltfor (to most recent version. SELECT CEDARMILL° • SMOOTH • CUSTOM COLONIAL" SMOOTH • CUSTOM COLONIAL'" ROUGHSAWN CUSTOM BEADED CEDARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRrI TENAPPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOIDTHE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT HAROIEZONE"' PRODUCT INSTRUCTIONS. INSTALLATION OF HZ100 PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE"' APPLIES TO YOUR LOCATION, VISrr WWW.HAROIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: © CUTTING INSTRUCTIONS Store flat and keep dry and covered prior OUTDOORS INDOORS to installation. InstWOng siding wel or 1. PavToh cutting station 9, that %-kidwll btawdikst avay from user I . Cut only using st:ae and snao, a shears (manual, electit a pneumnalc). saurated may result in sttrinktge at bull and others ° area. 2. Position curing station In well-verrJatedarea Nis. C. planks on edge. Protect 2 else cute at the Ind rreiadr W •mY 1)c• a east I. Some and ache edges andcornersfromtredkage. James It. Shears pm ill, electric or plmermaI4 NEVER use a pager saw Indoors• Kirdicis not responsible for damage b.Oettir L Oust reducing draft saw erRippad wlh a NEVER use a dreukir sawbide that dons rid carry he Herdie(Iade saw Wald trademark caused by improper storage and handling HarmeOhade'saw blade andHUA women extraction NEVER dry sweep— Use wet suppression orHEPA Vacuum of the product. c Good: I.Oust reducing cralar saw wth a Hardidliade sawbade only use for lay to moderate cullig) bnpartalt all: nix train mprotection "t resprAle duel htudie recommends of mw it, hg'W -" cutting methods, where feasible. NMI -Waked respratos can be used In oo*nctbn With atone eutbng practices to (urdler reduce dust erpeeuaes Adpord esposme lnbmatonr s available alwwN. yrna4nrdle oomto hetpyou deEmine the mast appropriateaayrq method falotr)ob reQldetnems. Qtorrern518 exists atwW epoewe Ievats or you do riot ctmply with Ole above pmd'nes. )ouShOtM allaysoonsdl a tlndired i dusbL•dhygiedslorcontact James Hardie for Wier nfmmuiion. GENERAL REQUIREMENTS: HardiePlank' lap siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7/16" thick OSB sheathing. See general fastening requirerents. hregularities in framing and sheathing can ruirror through the finished application. Information on Installing James Hardie products over foam can be located ill JH Tech Bulletin 19 at www. lamehardle.00m 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 HardieWrap` Weather Barrier, a non -woven non -perforated housewrap', which complies with budding code requirements. e When installing James Hardie products all clearance details in figs. 3-14 must be followed. Adjacent flidshed grade must slope away from the building in accordance with local building cozies - typically a minimum of 6' in the first 10'. Figure 1 Double Wall Single Wall Do not use HardiePlank lap siding in fascia or trial applications. Construction construction Do not install James Hardie products, such that they may remain In contact Wth standing water water -resistive barrier Win bracing HardiePlank lap siding may be Installed on flat vertical wall applications only. plywood or 24•o c.max. For larger projects, including commercial and multi -family projects, where the span of the a aneatNng 9 gYwallis signiffrant In length, the designer and/or architect should take Into consideration the coefficient of thermal expansion and moisture movement of the product In their design. These values can be found in the Technical Bulletin "Expansion Characteristics of James Hardie" Siding Products' at www.JaniesHardie.com. 00 NOT use stain, oiVaikyd base paint, or powder coating on James Hardlem Products. INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options are required by code (as referenced 2009IRC R703.3. 2) A. Jana Flashing (James Hardie reoommendec) B. Caulking*` " r for ColorPlus for aesthetic reasons as the ""' Caulking is nail recommended Caulking and ColoiPlus will weatherfor joi- differently. Forthesamereason, lwh rag ' donot caulk nail heads on CoknPlus products.) • , Ha C.'H' jointer cover ' Figure 2 Nat line of nailline is not r_ present place fastener between 3/ 4" I- from top of plane Instal plaices In moderate mraact at bun Jointsj! wmter• mslsUw War tea, o ,• fastener lehslal a 11/4' atarter strip to ensure a consistent plank angle leave approprlalegap between planks and trim. Nan cauk" Note: Feld palnting aver caulldnig may produce a sheen difference when compared to the field painted PdmePlus. 'Refer to Caulking sedan in these Instructions. For additional informalion on tlanlieWrap" Weather Barrier, consult James Hardie at 1-866.411ardle a www.hardlewrap cam WARNING: AVOID BREATHING SIUCA DUST James Har(Fa! O products mntanresplrable cryslaffal etlC& which Is known to the State of Gn(bmn to cause pincer and Is co siterod b/ IARG and NOSH to be is causeof cancer from soma occupational sources. Oreafhlng enxesdve amounts of respirable slice dust can also cause a disabling and poterrrelty fatal lung disease called slgcosh. and has been Inked w N other diseases.:Wmo slides suggest smakirgmaylncmRsethese Wet, Wring iksbilatimorhadinap)vm(kinouhlarareas Wthamplekrmlit•llon;(2)usefilurr.:ridOn=faramingor, whemnot fewft,use aHudiuBrakasawhimb and dual -reducing circular sons attached to a HEPA wean; (3) wain others In the Imme lase area; (4) wear a properly -good. NOSH -approved dust mask or respirator (d.g. NA5) In accordance wtlh applicable govemnent regulations and manufacturer Instructive; to kffft Oral respbabb slice a posurm During dean -up, use HEPA waums er wet cleanup methods - rover dry swop. Forfurther information, rdor to our aclallat m ik9ruclbro and Material ; alert Data Sheer evolable at www#amesharme.can or by milling I •t1O0.9WxRCIE (1.800.942-7343). FALoRE TO AOHERE TO OUR WARNINGS. MSOS. AND INSTALLATION IWTRICTIONS MAY LEAD TO smous PERSONAL IN, w OR DEATH. men HSII119+1/4 6/13 y ro" CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding Z-Flashing Asre'wired 3 I+ 6yIRQcode mina"94" >' •.. ••; ` Z ;ram?' r' Min. V4"= s' ' t " Do not caulk cq i.:t"-2" Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry i IFigure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension FASTENER REQUIREMENTS " Blind Nailing is the preferred method of installation for HardieRanka lop siring products. race nailing should only be used where retluired by code for high wind areas and must not be used i1 conjunction with Blind nailing (Please see JH Tech bulletin 17 for Exemption when doing a repair). Pin -backed comers 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) 1 tga. roofing nail (D.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 PA 0" shank x 0.313" HD x 1.1/2" long) Nails must penetrate minimum 1/4' irito metal framing. OSB minimum 7116" 11 ga. roofing nail (0.1 21'shank x 0.371 " HD x 1.75" long) Ribbed Wafer -head or equivalent (No. 8 x 1 5/8" long x 0.375" HD). 2' --- Figure 15 O.C. mox — FACE NAILING Nails - Wood Framing 6d (0.113" shank x 0.267' HD x 2" long) Siding nail (0.09' shank x 0.221" HD x 2" long) Screws - Steel Framing Ribbed Bugle -head or equivalent (No. 8-18 x 1-5/8" long x 0.323' HD) Screws must penetrate 3 threads Into metal framing. Nails - Steel Framing ET & F pin or equivalent (0.10' shank x 0.25" HD x 1-1/2" long) Nails must penetrate minimum 1/4" into metal framing. OSB minimum 7/16" Siding nail (0.09" shank it o.221" HD x 1-112" long)' Figure 16 Minimum overlap r. for Both Face r:.•=r •,':. and Blind Nailing Nae Line / min. 1114- P .• oved.V_ f Mier nesb6m , l,p'mbL Baffler Overlap 24, _ O.C. max. r--1 t IN' min. Aoverlap aceimo eater -I, Ova Darter Laminate sheet to be removed immediately after installation of each course for ColorPluse' 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 Gereml Fastening Requimmer s; and when considering ahemative fastening options reler to James Hofdle'sTeelmical Bulletin USTB 17 - Fastening Tips for HardePlanle Lan Siding. HS111194T4 6113 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosinu resistance of fasteners. Stainless steel fasteners are recommended when Installing James Hardie$ products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACO and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contact ofACQ or CA preservative -treated wood and aluminum products. Fasteners used to attach HanlieTdm Tabs to preservative -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design 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). Illg. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer for steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardlePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A nush mount attachment on the pneumatic tool Is recommended. This will help control the depth the nail is driven. II setting the nail depth proves difficult, choose a setting that under drives the nall. (Drive under driven nails snug with a smoogl faced hammer - Does not apply for installation to steel framing). M fq s (0countersunk, fill &add nail snug flush E DO -NOT 00 NOT FigureA I Figure I under drive nails staple PAINTING 00 NOT use stain, oll/alkyd base paint, orpowder coating on James Hardie" Products. James Hardie products must be painted within 180 days for primed product and 90 clays far Imprinted. 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 ColorPlus products. CAULKING For best results use an Elastomedc Joint Sealant complying with ASTM C920 Grade NS, Class 25 or -higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applIed in accordance with the cauking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUSO TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should he taken when handling and cutting James Harde® ColorPlus® 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 upnicks, scrapes and nail heads using the ColorPlus, Technology touch-up applicator. Touch-up should he used sparingly. If large areas require touch-up, replace the damaged area wiUr new HardlePlank' lap siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges into tdm 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 tram your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used w touch-up on .lames Harde ColorPkrs pmdlucts Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-upthatare not James Hardie touch-up will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUSO TECHNOLOGY When repainting OolorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface Is clean, dry, and free of airy dust, dirt, or mildew Repriiniug Is normally not necessarl 100% acrylic topcoats are recommended 00 NOT use stain, oiValkyd base paint, or powder coating on James Hardieb' Products. tyrply finish coal in accordance wi01 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 HS11119-Py4 0/13 AR-161 COVERAGE CHARTIESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANV LAP SIDING WIDTH so 5114 6114 7114 712 8 aim 9114 9112 12 t SO = 100 sq1l.) exposure) 4 5 6 6114 6 314 7 B 8114 10 3A 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 3D 29 25 25 19 3 75 Be 50 48 44 43 38 38 28 4 100 Be 67 64 59 57 50 50 37 5 125 100 83 Be 74 71 63 63 47 6 150 12D 100 96 89 86 75 75 56 7 175 140 117 111 104 100 88 88 65 a 200 ISO 133 12B 119 114 100 100 74 9 225 Me 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 13B 102 12 300 240 200 192 178 171 150 150 112 13 325 26D 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 176 13D 15 375 30D 250 240 222 214 188 188 ND 16 400 32D 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 36D 300 288 267 257 225 225 167 19 475 380 317 304 281 271 23B 238 177 20 500 400 333 32D 296 286 25D 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 iesponsiblity for over or under ordering of product. RECOGNITION: In ara:oroarce win IMES Evaluation Remit ESR•2290, HardlePtaPo® tap siding Is aecogrdred as a sullable allemale bthal specited in: the 2006.200Qfi20t21rrterratb4el Residential Code for One and Two•FanlyDee0rgs, and he 2006, 2009. d 2012 Inta" mo BWddbV Cade,. HaAePlank tap dldrng is dso recognhed for application In The lo": Cly ofLos Angela Research Report No. 2486Z State of Fbdda bOM FLr1869, Dade Count'. Fbdda NOA No. 02d729.02. US Dept of HUD 14Uedap Release 126Jc, Teas Depainenl of Inswance Produd Evaluation EC•23. Gly of New Yak MEA 223.". andCordomla DSAPA-013 These doamenls duld alsobe consulted to; addrrertat krlomraLoncmeembg the srilabifdy of Ws productfor spedikappirations. 02013James Hindle BuilftRoducts.All *Is reserved. Additional Installation Information, TM, SK and 9 denotebademaftare0lsbnedbadernerbsof d' James HanfieTedmo" Umlted.Misa regidereduademadc Warranties, and Wamings are available at JameSHardie of JamesHandleTechnoogyUntied. wwrjameshardle.com , Pam fssl is a registered bademadcof ETBF Faslanft Syslems, hr. HS11119-P414 6f13 MIAMI•DADE MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF RECULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADD-WISTRtTION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy James Hardie Building Product, Iite. 10901 Elm( Avenuc ' Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product 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 ofthe 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 "HardiePanel, CemPanel, Prevail Panel; HardioPlank, CemPlank Prevail Lap Siding; HardieSoffit, CernSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of l2, 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 FBC 1.710.9.2 and 1710.9.3 on soffit' panels. RENEWAL ofthis 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 ofany 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 literaturo. if any portion of the NOA is displayed, then it shall be done in its entirely. INSPECTION: A copy of (Iris entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for utspectiou at the job site at the aequest of the Building Official. This NOA revises NOA 013-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15.0122.04 Expiration Date: May 1, 201.7 Approval Date: April 9, 2615 03113 0112#X James IIardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Subnulled under NOA # 13-0311.07" 1. Drawing No. PNL, PLIC & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald 1. Ogawa, P.E. B. TESTS "Submitted unrler NOA # 13-0311.07" •. 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with 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 I dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTfFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5`h edition (2014) FHC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. O3/3olZ° 15 Carlos M.. Ulrera, P.E. Product Control Exiiininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 P:-1 WALL win ti m By AE-1911A - LENGTH Stud Spacing at 16' O.0 8.4 1 _ I _I ij BE Naas at 16" O.C. (typ.) 3/8" Minimum Edge Distance Sheathing fastener. as described in Note 1 Panel fastener, as described in Note 2 HardiePanel, Cempanel, T Pnwail Panel Siring r water -resistive barrier per Florida Building Code Section 14042 5M' thick 15 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 comol'ianoe wGh the Florida Building Code. PRODUCT DESCRIPTION SEE HardiePanel®. Cenopanel®, & DETAIL A Prevail® Panel Siding materials are T nonasbestos fiber-cament products 5/8" !hick 15 ply APA rated tested in accordance with ASTM ph%vwd sheathing in C1186 Grade II, Type A and meeting accodanoe with Florida the requirements of the Florida Buildrg Code Section Building Code. 23223 NE OIMEN_S_IONS Wat<rresistive Width Length Tttidmess barrier per Florida 4' 8.9,10' 5/16" SuUng Code Sekxion 14042 DF,SIG-1RRES_S_U_RE RATING 2' X 4' S-Pf installation s Design Pressure WoodWoodstuds HardiePanel, Impact Resistant - planks installed over 5/B" thidc 15 PlyrEC?tpN B.B Cempanel. APA rated pywood sheathingPrevailPanel Siding LARDI pE It EL,CEMPAtJEL PRFzV_1 LRANEL S101NG 1NST Ll`LtONDETAILAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturersinstallationrecommendations, and the applicable sections ofthe Florida Building CodeWoodstudswhereHardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OANote1] 518' thick / 5 ply APA rated plywood sheathing shall be a>tached to the surds in accordance with Florida Budding Code Section 2322-3 APA retell pM^ sheathing supportedThesidingpanelsshallbeinstalledoverSITthick / 5 plybyaminimumof2'X4" S-P-F wood studs spaced a max'unurn of 16" O.C. Note 2] The siding panel fastener shall be a 2' king. 0.22T head diameter, 0.092" shankdiameter, corrosion res1sWrtt siding nail; the fasteners shall be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated pyvwod sheathing into wood studs bested at 16" O.0FastenersshallhaveaminimumedgedistanceofUr' and a minimum dearance of 2" from comers. HARDIEPANEL, CEMPANEL. PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION lames Hardie Bucking Products, Inc. 1D901 Sm. Avenue Fontana, CA 92337 Fscu No WAG NO F2X 909 27-0634 A PNL-PLKSOFF Creator. E Gonzales scats 12' =1=0' Date: 4a4rzo13 sr r 1 OF 12 Cladding Fastener Spacing per Florida 16.00in. Building CodeSection 2322.3 Framing FRe.7VCi iEVLSEn Fastener S Sheathing e10¢9 4wi*ftfii i Building Code Section 2322.3 eoe s Ab •O Z I1ef I• ,,,,, ,,,,,, iyimgw tlbelFlorid. PizI 11,d7 M 90-- A 3 COMA 6/0NAt 4 ERA_ MINA NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH•3-1/2" 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDEALTERNATE PROVISIONS FOR THESE LOADS) BOTTOM CONNECTION) THE WALLAND SOFFIT FRAMESARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEAT IIXG, NOMINAL 5W THICK/5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION23223 C14DD.AGI l!impfames Hardie Building Products, Ina THEPANELISFASTENEDWITHYLONG, 0.223!' BEAD 10901 lam Avenue DIAMETER, 0.092" SHANK DIAMETER, CORROSION Fontana, CA 92337 RESISTANTSIDINGNAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Phone.• 909-356-63C0 SME FSOA NO DV& No REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator E. Gonzales Is20 o.nF1" = r-o• Date: 4/2413 St+esr 2 OF 12 ALL LENGTH Stud Spacing at 16" O.C. Be- I _ I _I V A6=01 0'm No 1 a tzraE WALL .eiivieazLon" Dice a F- 3/8" Minimum 0G, t,e 1 3;1.v'7 7 No. STATE Distance Nails at W O.C. (typ.) QUA 6 Sheathing fastener, as described in Note 1. tbe•Flatiea Panel fastener, as described in Note 2 I / HardePanel® Siding 1 Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathng fastened to metal studs as described in Note 1. 20ga, 3-6/8"X 1-5/8".Metal C-sbtd The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE E&QDUCT_DE-LttSCP 1-PU HardlePaneo. Cempanelm, & PtevailZ DETAILA Panel Sing materials are nonasbestos T SW thick 15 ply APA rated fiber -Cement products tested in plywood sheathing fastened accordance with ASTM C1186 Grade It, to metal studs as described Type A and meeting the requirements of in Note t the Florida Building Code. ftA1E=gM9N- _s.1QN Watemesistive Width Length Thickness barrier per Florida N 8.9.10, 5/16" Building Code Section t<042 pE,SIG_N Pj3,ESS-U_Et.E_I3A3-lN-G- Installation Design Pressure gaga,3-5/8"X 1S/8 Met21 Studs -104 psfW1,006t etal CstudHstud znel, Impact Resistant — Panel installed over 5/8' thick / 5 ply S.F C:N 1}cB Cerdiepa , APA rated plywood sheathingPrevailPanel Siding HA$pI..PANEI10EMPANt PEZEVMAIL PANE SIOII-G INSJA TION DETAILS All installation shall be don_ 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 Cempanel. Prevail Panel Siding'will be installed shall be designed by an Engineer or Architect perthe Florida Building Code and the requirements of this N.O.A. Note 1] 5/8" thick / 5 plyAPA rated plywood sheathing shall be attached to metal studs at 6'00 at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4- long bugle head screw The siding panels shall be installed over Stir thick / 5 ply APA rated plywood sheathingsupportedbyaminimum209a, Nominal 3-5W X 1.5/8" Metal Cads spaced a ma)dmum of 1S"- O.C. Note 21 The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1.5/8' long• ribbed bugle head screw ('or screw shall have at least 3 full threads penetrating metalframing); the fasteners shall be spaced at S" O.C. at panel edges and intermediate studs; thefastenersshallbedriventhroughthe5/8" thick / 5ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of2" from comers. Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA 92337 A I i PNL-PLK-SOFF 1l2- = 9'-o- I Date: 4242013 { sr+ ET 3 OF 12 I 6.00in. PRODUCr BEvISED s ocaptyft wily fbeF•lo'a Nf OS r Ir*. 4 7 g,,, y,. ' proaas c r+a F_ EAW[I!LG. NOMINAL20 GAUGE 3518" X 1 18" STEEL STUDS 16" O.C. FASTENED WITH SW WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THEWALLANDSOFFITFRAMESARE TO BE DESIGNED BYTHEARCHITECTORENGINEEROFRECORDINCOMPLIANCEWITHTHEFLORIDABUILDINGCODESHJE 4THjLJG NOMINAL51W THICK / 5 PLY APA RATED PLYWOOD SHEATHINGTOMETALSTUDSAT6' OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO. 8-18, 0.315" HEAD DIAMETER X 1-1/4* LONG BUGLE HEAD - SCREW Pc APD1HA THEPANELIS FASTENED WITH NO.8-18, 0.31V' HEAD DIAMETERX1.5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6' O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding I I I /I I / Framing I r I II I• I Sheathing II II I I• I I•I I OGA IIIrr' 4..% 1 121 rlp i . I =9. TE OF ` FAO I I. S/O N Al-'i FOR METAL D WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVrTy LOAD ARE NOTPARTOFTHISTHSAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION tarries Hardie Building Products, Inc. ID901 Elm Avenue Fontana, CA 92337 none; tow—o-a w PNL-PLK-SOFF 1 Fax 909-427-0634A Creator. E Gonzales SCALE 1 • = 1'-0" Date: 41242D13 SHEEr 4 OF 12 Stud Spacing at B is WALL ' EIGHT i < is ii 314" Minimum QFJAJ LENGT as aoeONymg WM iiooQa i tits Q;. -- Date P.1 irti u odet Ccritrol i i .. I Distance Sheathing fastener, as described in Note 1 Nails at 16" O.C. (to.) Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding IWater -resistive barrier per Florida Building Code Section 1404.2 5/8" thick 15 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 comoliiancewith the Florida Building Code. SSE DETAIL A Roouc aSCRtpn N HardiePlan, Cemplank3l, & Prevail® Plank Lap Siding materials 5/8" thickIS ply APA are nonasbestos fiber -cementproductstestedinaccordance witnratedp"Od ASTM C1186 Grade it, Type A andsheathinginmeetingtherequirementsofthe a=rdance with Florida Building Code. rloiida Bulding Code Section 2322.3 P_NFL&.PimemspNA v4aw{11sWv2 Width Length Thickness barrier per Florida Sg-1/2" 12 5/16" Building Code Secdon 14042 D61ONPRESSUL&F-U .ATING N" Z. X 4., S-?-F lrtsfallation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant — Planks installed over 5/8" thick 15 ply 1-1/4'ta0 X 5/16' APA rated plywood sheathing Cock starter ship fi.ARP_LANCI MiP_LA IKLPREYA 4LAP-S IN NSTAIIA_T_I-O!1 D iA_JLS All lnstaltationshal be done in conformance with this Notice ofACoeptance, the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building CodeWoodstudswhereHardePlank, Cemplank, Prevail tap Siding will be installed shall be designed by anEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OA Note 11 "" thick 15 pry APA rated ptyvrood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" widelapsatthetopoftheplanksuchthattheexposureareaofeachplankissB-1/4" vertically. Note 21 The siding fastener shall be a 2-W long. 0.22T' head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened s 8-1/4" O.C. vertically and lsheathing.fastenersfastenersaredrivenintowoodstudsthrough5/8 thick /5 ply APA rated plywoodareplacedintheoverlappingareaapproximately314" from the bottom edge of the overlapping plank Verticaljoints shall be placed over studs, sheathing supported by aTheplanksshallbeinstalledover5/8 thick 15 ply APA rated plywood 9 ppo minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of W. HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Buld'mg Products. Inc 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 St2E FSCN NO OVYG NO pN pLKS01=FFax909-427-0634 A Creator. E. Gonzales SCALE 12" a t•-0" Date: 4/2412013 SHEET S Ct=12 Fastener Spacing per Florida Building Code Section 2322.3 Fastener Spacing per Florida Building Code Section 2322.3 0.75n asox *I)wilkearkrwe e.116mcaft Aeeeom Ne / ' .. //. 0iem s&251n. FRAMIN.Q NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/T 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 SHEAT tING ' NOMINAL 5Z' THICK / 5 PLY APA RATED PLYWOOD SHEATHINGFASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 C-LApQJX- _Q PLANKS.OVERLAP 1-1/4- THE EXPOSURE IS sa-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2' LONG, 0223" HEAD DIAMETER, 0.092N SHANKDIAMETERCORROSIORESISTANT SIDING NAILS,-PLACEO V4- UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. i Cladding Framing I / Sheathing PROMCr REVISED nwills & C Fbaif I. 15-41• I , No. 121 _ sr-:- STATE OF -• ,y. S ONAL EN rr FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND FaVflrYtLOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) Fax 909.427-0634 Creator. E. Gonzales HARDIEPLANI(, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A I 1 PNL-PLK-SOFF I Date: 4242013 6OF12 REY 1 I WALL HEIGM l Aoeepraeie M at 314" Minimum Edge Distance write asFaffas Nails at 16" O.C. (typ.)SZONAI. Sheathing fastener, as described in Note 1 M \. he "Offift \. a Siding fastener, as described in Note 2 I HardiePlank, Cemplank, Prevail Lap Siding w 7 Water-resistivetrierper lcbarrierperFlorida Building Code Section 14042 5/8" thiek / 5 ply APA rated pMvood sheathing fastened to metal studs as described in Note 1 20ga, 3SWI X 1-SM" Metal Gatud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEEJ PIZODUCTPSCRIPT i0{ DEfAILA HardiePlank®, CemplanM, and 5V tWck 15 plyAPA Prevails Plank Lap Siding materials terse p>> are nonasbestos fiber -cement g products tested in accordance with ASTM C1186 Grade II, Type A and studstometaldescribed meeting the requirements of theinNote1FloridaBuildingCode. Water-res,stive barrier per Florida PL,9NK DIMENSIONS Building Code Width Length Thickness Seddon 14042 5 9-12' 12' 5/161• I 209a 3-5/8"X 1-5/8' DESIGN PRES_S_UE RATINGmetalC"b'd HardePlank. Installation Design Pressure Metal Studs -92 psf Prevail Lap Siding Impact Resistant - 1-114' td X 5r1 s• Planks installed over 518" thick / 5 ply stadtlndcer strip APA rated plywood sheathing HARDtFpLANK&EMPI.A_NK PREVf 1 — P$IOtNG_iNS_TALLATIONI-QUA" A!I 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 HardiePlank, Cemplank, Prevail Lap Siding will be installed sha!I be designed by an Engineer or Architect per the Florida Building Code and the requirements ofthis N.OA Note 1] SW thick / 5 ply APA rated plywood sheathing shall be attached to metal studsat Woc at panel edges and all intermediate supports using a No.8-18, 0.3154 head diameterx 1-1/W long bugle head screw Planks shall be applied horizontally commencing from the bottom course ofthe wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is 5 SAW vertically. Note 21 The siding fastener shall be a minimum No. 8-18. 0.315" head diameter X 21W long` bugle head screw over metal studs (,or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 6/8" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the ovedappiV area approximately 3/4' from the bottom edge of the overlapping plank. Vertical joints shah be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga. Nominal 3-&W X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". HARDIEPLANY, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 9=7 A I I PNL-PLKSOFF Creator. E. Gonzales Iscru.E 1/2" =1'-0' I Date: 4/242013 ISWFT 7 OF 12 REV 1 6.00in. 0.T5in as ccwwIyi* widt ScFuri as Bomb* roar 1-T 0--e3a•6 T made hoe 58 25n. AMJ>!1Sz NOMINAL 20 GAUGE 3-5/B" X 1-5/B" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE NOMINAL S/8"THICK/5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-1/4" LONG BUGLE HEAD SCREW CIJIDDI IG, PLANKS OVERLAP 1-1W THE EXPOSURE IS S 8-1/4" THE PLANKS ARE FASTENED WITH NO.8-18, 0.315' HEAD DIAMETER X 2-1W LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. Cladding I Framing s.00ino Slxal,ing I ts a^+ris AcFri • I + - F - 121 ` STATE OF ' FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARENOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,.inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-83M Sim Fsl;) • NvFax909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales Sws 1" =1.4. Date: 424/2013 WEET s OF 12 WALL LENGTH Stud Sparing at 16" O.C. 3/8" Minimum SEE DETAIL A t` 2" X 4" S-P-F Wood Studs HardieSoftit, Cernsoffit ES,JJSZQ B. Nails at 4" O.C. (typ.)p pp t;;EvtUD Distance y;Mg ,W& an P=;ft D By Soffrffastener, as described in Note 1 HardieSoffit, Cemsoffit Minimum 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 compliance with the Florida Building Code. P&OALLG DESCRIUl10 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. SOFFIT OIMEIdSIONS Width Length Thickness 4' 8' 1/4" p SIG_N Pf_,QSS-U_RjEjtA17f?G Installation Design Pressure Wood Studs -70 psf Np_ 4 21- STATE OF LOM SIDNA1.r"IL RAIES-OY-F_rf.GEMS_O_EFIxpANRL ICISTJALW-J-0! DE Al4S AD installation shall be done in conformance with this Notice of Acceptance, the manufacturer's irstallation recommendations, and the applicable sections of the Florida Bullring 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 the N.OA The soffit shall be installed over minimum X%4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 7' long. 0.223" head diameter, 0.097 shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at4" O.C. at panel edges and Intermediate studs; the fasteners shall be driven into wood studs located at 16" O:C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. PRODUCT Rt vt WD Butdmg -MVVM w" de Hwida Ac=Pt=w ww"DMC n RY js ae>oava c.a HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana. CA 92337 MGM NO Creator. E. Gonzales Iscxe 11r-1'-0" OWG No REV PNL-PLK-SOFF 1 Date: 4r24/2013 ismsu 2 OF 12 4,00i rRebU& RLVtsM PxoDucrxr;jsw co8pi0 wb 1!e ilocQs as complying wi Flaeida Ac No 1 lJa l . o7Awefts D mlamom. / ^ •l7 P=-- 0 $'' c)aoe rzotba coe.el FRAML C NOMINAL r X C S-P-FWOOD 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 cup>_N . THE SOFFIT IS FASTENED WITH 2- LONG, 0223' HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing, 1. pbA W No. 121 STATE OFM. 6/10NA1-+ FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FORTHESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 1DWI Elm Avenue Fontana, CA 92337. FSCM NO DWS NO Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E.Gonzales SCA 1"=1'-0" Date, 41242013 TZ 10 OF 12 WALL AEJA-.9 ALL LENDI 1 ----; pP-1o_D_u-c-r_o_Es_cRit-:lQ1-4 Stud Spading, at 16° O.C. I HardieSoffrt® &• Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance vhth ASTM C1186 1 Grade Il, Type A and meeting the J requirements of the Florida Building Code:. 20ga, 3.518" X 1-S18" S V-T—fl-.MFQ.- 0 Metal Gstud Width Length Thickness 4' 8' YV HardieSoffit, XQS_LGN PgEESSURE RAT t%&GCemsefftinstallationDesignPressure j. MeW Studs Ec N e-B PRODt=REVI.SED PRODUCiREVLSM ascarnoyingwith dwElboaidt cs-•-: as Gavyft wb tits nwir n( werrer ree /j 019 A ' A- OF y Pe de+Cmea ti oee,acomot= Oh - 11- IARpIfS_O_FFCEMSO-F_ffT_P I,ELINS—V—.. IO_l!LDJTA.1JS. AD installa;'ion shall be done in conformance with this Notice of Acceptan&6!iwMinuradurees instatiation 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 Arcs ited per the Florida Building Code and the requirements of this N.O.K The soffit shall be installed over minimum 20ga. Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 12 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) -, the fasteners shall be spaced at 6" O.C. at panel edges and intemi*dia!e 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 3/ 8" Minimum Nails at W0. C. (typ. Distance fastener, as n' bedin Note HardieSofft Cemsoffit f 20ga, 3S/8" 1-5/8' Metal CsG:d LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. comers. Creator. E. Gonzales SEE DETAIL A HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc 10901 Om Avenue Fontana, CA 92337 PNL- PLKSOFF 1rz^ = r-o- I oats: 4n412013 15HEET 11 of 12 . 6.oum. ic.vv" a Cladding Framing I 6.00 n1nl PiODUCr REVISEDvraimefodi PftODl7Ciet 1b S sawmp drptF7onds !//J// Jiiiiiii AXCCPM 7 21 _ c= SS10NP4 NOMINAL20 GAUGE 3-5/8" X 1-5V STEEL STUDS 16" O.C. FASTENED WITH WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM AC71ON AND GRANOT PARTOTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THES AND BOTTOM CONNECTION) ' LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO.8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-1/4' LONG CORROSION RESISTANT'RIBBED (& BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc — FULLTHREADSPENETRATINGTHEMETALFRAMING), PLACE 10g01 Elm Avenue SCREWS6" O.C. AT PANEL EDGES AND INTERMEDIATE PION STUDSFontana. CA92337 Phone: 909 356-6300 S= Fscm NO DM NO REV Fax 909.427-0634 A PNL-PLK-SOFF 1 Creator. E Gonzales SO" 111= 1'-0" Date: 424=3 smm_ 12 OF 12 Florida Building Code Online Page 1 of 2 rM lit Business & Professional Reulation LI f r rliWtd Gas Moms ! ! op in i user Reglsoranon i Mot Topics submt surcharye I seats a Facts ! Pubacatrons FSC Starr ! SCIS Sim Map 1 units ! search Busines Professi nlaI OUSER: ° Product Approval Regulation Product Aothoval Menu a Product M AtMlla:atbn Searh > 929kaflaali I > Application Detail FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived 0 Product Manufacturer Silvedine Building Products Corp. Address/Phone/Email One Silvedine Drive North Brunswick, NJ 08902 900)234-4228 Ext4644 lonberrian@sibp.com Authorized Signature Jon Berrlan lonberrian@slbp.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Usting Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) Standard AAMA/WOMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 02/16/2016 Date Validated Summary of Products 7 IFL # I Model, Number or Name Description year 2011 2008 http://wv<v.floridabuilding.org/pr/pr_app_dtt.aspx?param=wGEVXQwtDgtvA%2bxmzki ... 2/19/2016 Florida Building Code Online Page 2 of 2 19715.1 1 Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Limits of Use Certification Agency Certificate Approved for use in HVHZ: No EL19715 RO C CAC 2-4-16 CCL-ilst.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SWD002, and Product FL19715 RO 11 SWD002 SS 2016.02-03.Ddf Evaluation Report, PER3947, for design pressures and Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.Ddf Created by Independent Third Party: Yes Back nert Contact Us :: 1940 North Monme Street. Tallahassee FL 32399 Fhore: 850-e87-1821 The State of Florida Is an AA/EEO mlployer. 6>Iv:ioht 2007-2013 State of Flord& :: Privacy Statement :: Acressibddy St:ar#! •: Re1Lnd S:atament Under Florida law, email addresses am public records. Ir you do not want your e-mail address released In response to a publk-records request, do not send electronic mail to this entity. Instead, contact the of ice by phone or by treditlonal mail. If you have arty guest ns, please cono:t 85D.e87.MS. -Pursuant to Section 4SS.275(1), Florida Statutes, effective Dcl obey 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email Addrss It they haveone. 1 e emalts provided may be used foro:lidalcommunlcatlon withthe licensem Howeversmall addresses arepublic record, Ityou do not wish :o supply a personal eAdress, please orovkk the Department with an amen address which can be made avall&W to the pudic. To determine U you are a licensee woer Chapter eSS, F.S., please did:hM. Product Approval Ar2epto; M 1 WE http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtvA`/o2bxmzk l ... 2/ 19/2016 INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR 15 REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTEDIS THE MINIMUM NUMBER OF ANCHORSTO BE USED FOR PRODUCTINSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A 70LERANCE OF 21/2 INCH 171E DEPICTED LOCATION D SPACING INTHE ANCHOR LAYOUT DETAILS I.C, WITI IOUF CONSIDERATION OF TOLLRANCCSI. TOLERANCE' ARE N07 CUMULATIVE FROM ONE INSTALLA710N ANCHOR TOTHE NEXT. Q. SHIM AS REn111RFO AT EArA INSTALI ATION ANCHOR WITH LOAD BEARING SHIM(S). MAXIMUM ALLOWABLE SHIM STACK TOBE 3/8INCH. SHIM WHERE SPACE OFI/26INDOOR GREATEROCCURS. SHIM(S) SHALL BECONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 16 WOOD SCREWS OR I GAUGE ROOFING NAILS OR IOd COMMON NAILS OF SUPFICIlNr LENGTH TO ACHIEVE 2-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/8' EDGE DISTANCE. G. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 1B SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A WrNIMUM OF 3 TMR AD P N RA N BEYOND METAL WALL INSTALLATION SHALL MAINTAIN MIN 3/8-EDGE DISTANCE 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 110 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/2 INCH MINIMUM EM EDMENT INTO WOOD SUBSTRATE. IL THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUC<TO CONOHETE/MASONRY, ORDIRECTLYINTO CONCRETE/MASONRY, USE 3/16INCH DIAMETER ITWTAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.2/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALLMAINTAIN MIN. 13/4- EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 110 SELF -TAPPINGSCREWS OF SUFFICIENT LENGTH TO ACHIEVEA MINIMUM OF 3 11HRIADI, PENETRAI ION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 12. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. 22, FOR HOLLOW CLOCK AND GROUT FILLED BLOM DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FRCC CDGE OF CLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES: 1 THE PRODUCT SHOWN HEREIN 5 DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA BUILDING CODE (FPO, EXCLUDING NVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WDMA/CSA 302/I.S.Z/A44DW11 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY, IX FRAMING, AND METAL FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TOTHE FOUNDATION ISTHE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FORTHE PROJECT OF INSTALLATION. 3, IX AND ZX BUCKS IWNCR USCG) SHALL BE DESIGNED AND ANCHORED ASSPECIFIED HEREIN, REFER TOSHEET6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FDA A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZ AREAS. IN MV14Z AREAS. ONE TIME PRODUCT APPROVAL TO RE ORTAINF.D FROM MIAMMADE PER OR ANT. S. APPROVED IMPACT PROTECTIVE SYSTEM ISREQUIRED ON THIS PRODUCT IN AREASREQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL: PVC 7. IN ACCORDANCEWITH THE SYN EDITION FBC• WOOD COMPONENTS SMALL NAVE BEEN PRESERVATIVE TREATED ORSHALL BE OF A DURABLE SPECIES AS DEFINEDIN CHAPTER 23. 13. INSTALLATION ANCHORS SMALL BE INSTALLED IN ACCORDANCE WITH ANCHOR B. GLASS MEETSTHE REQUIREMENTS OFASTM E 130DMANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE GLASS CHARTS. SEE SHEET 6FOR GLAZING DETAILS. USED IN SUBSTRATES WITH STRENGTHS LESSTHAN THEMINIMUMSTRENGTH SPECIFIED BYTHEANCHORMANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD- MINIMUM SPECIFIC GRAVITY OF D.SS. B. CONCRETE -MINIMUM COMPRESSIVE STRENGTHOF 3000P51, C. GROUT-FILLEDCMU- UNIT STRENGTH CONFORMS TO ASTM CAD WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C476, MINIMUM GROUT COMPRESSIVE STRENGTH OF ZODD PSI. D. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C•90 Wml MINIMUM COMPRESSIVE STRENGTHOF 2000 PSI. E. STEEL - MINIMUM YIELD STRENGTH OF 33 XSI. MINIMUM WALL THICKNESS OF 47.5 MIL (OA478' or 18 GAUGE). MIN. L/2- EDGE DISTANCE. F. ALUMINUM - MINIMUM ALLOY 6063-TS, MINIMUM WALL THICKNESS OF 2/16'. MIN. 1/2' EDGE DISTANCE. TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 INSTALLATION 6GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL 6 HORIZONTAL SECTIONS (NAIL FIN) 5 VERTICAL 6 HORIZONTAL SECTIONS r"OUGH FRAME) 6 HORrZONTAL SECTIONS. RUC{ INSTALLATION, 6 GLAZING DETAIL MAX OVERALL SIZE CONFIG. DESIGN PRESSURE MISSILE IMPACTRATINGWIDTHHEIGHT 36' 84' 0/X 35 / -35 PSF NONIMPACT 38' 66' O/X 50 / -50 PSF NONIMPACT 38' 74' O/X 50 / -50 PSF NON IMPACT 38' 77' O/X 35 / -35PSF NON IMPACT 44' i2' O/X 50 / -50 PSF NON IMPACT 48' 7Z' O/X 35 / -35 PSF NON IMPACT 48• 4• O/X 20/-20PSF NON IMPACT 52' 72. On< 25 / -15 PSP NON IMPACT 36' 3.75, O/X (ORIEL) 35 / -35 PSF NON IMPACT 4W 96' O/X (ORIEL) 20 140 PSF NON IAPAR 72• 6T O/X-O/X 35 / -35 PSF NON IMPACT T2' 84' O/X.Q/X 35 / -35 PSF NONIMPACT 76' 62' O/X-O/X 50 / -50 PSF NON IMPACT TV 72• O/X.O/X 5D / -50 PSF NON IMPACT 76' 7T I O/X.O/X 25 / -25 PSF NON IMPACT BD' 74' O/X-0/X 35 / -35 PSF NON IMPACT 96' 74' 0/X-0/X 30 / -30 PSF NON IMPACT LOB' 62' O/X-O/X-O/X 50 / -50 P31F NON IMPACT 103' 72' O/X.O/X-O/X 50 / -50 PSF NON IMPACT LOB' B4' O/X-O/X-O/X 25 / -15 PSF NON IMPACT SilverUne MAndersen oovo•000A4 RE F6YL3UNE PuNowIo11R71Y1Cf. w AF07 PROW) -UNDO Digitally signed by Hermes F Norero, P.E. S W I)OO 2Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09:40:44 -05'00' SHEET: 1 OF 6 MAX. FRAME MAX. FRAME SilverLine WIDTH 48• WIDTH 48' - MAMersm B E R E ueevr. eeeet aNT FnvLUDeE ootvE ene+HruNmal.w once rN. Lnel uslaao F MAX. FRAME MAX FRAME 5 N < HEIGHT 96' HEIGHT 96' QUALIFIED CONFIGURATIONS W 01 X, ARCH TOP CONFIGURATIONS FOR ALL 2901-6901 w W aRATINGS. SINGLE UNIT CONFIGURATIONS y F d F F A 0 s A 0uGas > m ELEVATION rT . IELEVATION V1 SINGLE HUNG WINDOW ZSINGLEIIUNGORIELWINDOWO H c MAX. FRAME MAX FRAMEWIDTH96' WIDTH LOB' W W QUALIFIED CONFIGURATIONS s ARCH TOP CONFIGURATIONS FOR ALL 29024902 T- RATINGS, TWINUNIT CDNFIGURATIONS F F P P 2S 4.. 4 MAX. FRAME t HEIGHT 74" X. MAX FRAME X. .lr .' •CG HEIGHT 84' A'y .. * PR m A D <N m ', z aAI c ELEVATION o ELEVATION owcn: TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW G W p 00 2 SHEET: 2 of 6 ICI 2"MAX. r_ 11'MAX. FROM O.L. CORNERS i L 11' MAX. r O.C. 2" MAX. FROM CORNERS T— NORi «•. GrVNrM ATa 301Y ATKFL AFN rAM e•OC AT A0.JA.A. AM3, ANDs[LL ANCHOR LAYOUT NAIL FIN. SINGLE HUNG WINDOW 2" MAX. FROM a l/2" MAX. CORNERS r- r O.C. A 1/ 2" 0.1 1Ax 7 L 2" MAX. I I 4 1/2' MAX. FROM --Ih•— O.C. CORNERS ANCHORLAYOUT NAIL FIN. TWINSINGLE HUNG WINDOW 1' MAXROM . _ 6' MAX. CORNERSI r— O.0 6' MA O. 0 OMNI I- 1' MAX. 1 I I 6" MAX. FROM O.C. CORNERS ANCHOR LAYOUT NAIL FIN -TRIPLE SINGLE HUNG WINDOW 6' MAX. 20' MAX CORNERS r- r— O.C. 6" MAX. 6' MAX. FROM --{ 12' MAX. FROM 12 3 MAX. CORNERS I O.C. D.C.CORNERS I IO. r— IN 20' MAX. O. C. L 6' MAX. FROM CORNERS ANCHOR LAYOUTTHROUGH FRAME • SINGLE HUNG WINDOW 161, 6' M FROM CORNERS imilli 16 1/ 2' MAX O.G. L ANCHOR STRAP 6- MAX J-- ----__ P/N 50- Z995-2 FROM ANCHOR STRAP SEE SHEET 5 FOR DETAILS CORNERS P/N 50-2995-2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT ANCHOR LAYOUT THROUGHFRAME-TWIN SINGLE HUNG WINDOW THROUGH FUME- TRIPLE SINGLE HUNG WINDOW SilverUne bIAITElers 1T rnoorl • oeeee oNE sa w" NWM FMaTYAC[ wwFwIHDSL) N} IOw M N Ssi r of o„ Z l wd n d t c D7 v / Z Oo wl au 0 49mNm JVI o v Z 0 VG tk SWD002 IEET: 3 OF 6 CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS ta WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER SEALANT O.A. BY OTHERSUNIT HEIGHT EXTERIOR SEE GLAZIN6 DETAIL, SWEET 1 1/2' MIN. EMBEDMENT r 3/6' MIN. l EDGE DIST. 11 / INTERIOR 1/4' MAX, SHIM SPACE g VERTICAL SECTION 4 HEAD - 21 WOOD BUCK NAIL FIN SEE GLAZING DETAIL. SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT PERIMETER 1SEALANT1 BY OTHERS 1/4' MAX EXTERIOR FINISH SHIM SPACE BY OTHERS us WOOD SCREW INSTALLATION ANCHOR 3/8' MtN. EDGE DIST. 2X WOOD BUCK BY OTHERS SEE SHEET 6 FO CONNECTION DETAILS P• . °' a! CAULK BETWEEN CONCRETE/ MASONRY CONCRETE/ MASONRY 6 2X 1 1/2' MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT VERTICAL SECTION 4J SILL - 2X WOOD BUCK NAIL FIN Silverline hAndersen ruaew•eaeu Ora anvt u.ha w+rw Lwwwrta. wc+soe N: m+1usmo MIN. 3/8' E06E DISTANCEI/4' MAX. y g n SHIM SPACE n J 1' GQLLL SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS MIN. 3 THREADS PENETRATION BEYOND N N m Z m SEE 6LAZIN6 METAL STRUCTURE a0 WDETAILSHEET6H c Waa86a. 5 SELf•rAPPL246 SCREWINTERIOR g INSTALLATION ANCHOR METAL STUD 8Y OTHERS. SEE SHEET 1 INSTALLATION p NOTE 14 m EXTERIOR FINISH BY OTHERS Z EXTERIOR PERIMETER SEALANT Q BY OTHERS H 0 O.A. UNIT WIDTH W w p HORIZONTAL SECTION 4 IAMB - METAL STUD NAILFIN u2v p WG 61. SW0002 1EEr. 4 OF 6 10 WOOD SCREW INSTALLATION ANCHORCONCRETE/ MASONRY BY OTHERS CAULK BETWEEN ° CONCRETE/MASONRY BY OTHERS ............. . r .'.:':.'.' PERIMETER SEALANT J _ BY OTHERS 1 O.A, EXTERIOR J UNIT HEIGHT l` SEE GLAZING JDETAIL, SHEET 6 3/4• MIN. EDGE DISTANCE ZX WOOD BVCK/STUD BY OTHERS SEE SHEET 6 FOR 1/4" MAX CONNECTION DETAILS SHIM SPACE SASH REINFORCINGeSEESHEET6FORREQUIREMENTS SEE GLAZING MIPL DETAIL SHEET 6 EMBEDMENT INTERIOR 1/4" MAX. SHIM SPACE y INTERIOR VERTICAL SECTION 5 HEAD -IX WOOD BUCK THROUGH FRAME SEE GLAZING DETAIL. SHEET 6 EXTERIOR INTERIOR ANCHOR STRAP, AT TWIN 8 TRIPLE CONFIG, ONLY. SEE PLAN VIEW -ANCHOR STRAP UNIT / ) (P/N 50.2995-Z)' DETAIL AT HEIGHT RIGHT FOR INSTALL. REQ. 1/4" MAX PERIMETER SEALANT r SHIM SP BY OTHERS I EXTERIOR FINISH ' ' •• . 1 1 1/4• MIN. BY OTHERS . • e ; - EMBEDMENT PRECAST SILL •-9—-— BY OTHERS 3/16• ITW TAPCON ° e •• + • :' INSTALLATIONANCHOR 3/4" MIN ° • EDGE DISTANCE VERTICAL SECTION 5 SILL • CONCRETE/MASONRY THROUGH FRAME MIN, 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN. 1/Z" EDGE DISTANCE IU GR. D SELF -TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLION BY OTHERS. SEE SHEET 1 INSTALLATION NOTE14 PERIMETER SEALANT EXTERIOR BY OTHERS ACE O.A. UNIT WIDTH F HORIZONTAL SECTION 5 JAMB-METALTUBE/STUD OR APPROVED MULLIONTHROUGHFRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME. HOLES PROVIDED 4.0000-1-4.0000TOACCOMODATE #14 DIA. op 2.0000-1-2.0000- r 0.0620- 0.5000 DO(2)}—{-3,0000(2) } 6.0000 1 INSTALLATION ANCHORS FROM ANCHOR STRAP TO PLAN VIEW - ANCHOR STRAP (P/N 50-2995-2) OPENING, SEE ANCHOR REQUIREMENTS BELOW. ANCHOR STRAP ANCHORING REQUIREMENTS: A FOR INSTALLATION TO CONCRETE/MASONRY. USE (4) 3/16" ITW TAPCONS PER STRAP, MIN. I-1/4• EMBEDMENT, MIN 1-3/4" EDGE DISTANCE, S. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS, Sk 5, PER STRAP, MIN, 3 THREADS PENETRATION, MIN, 3/4• EDGE DISTANCE• C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP. MIN. 1-1/2" EMBEDMENT, MIN.1• EDGE DISTANCE. Silverline MAndersen a+e.nvau wuwm wwrra w onu rM• P7:1 •u7mo R g Z. P pq T< a W j V co q W m G Z T r p 0 V) Z o H W w t1 A. d m %n m yl k Z DWG#: SWD002 SHEET. 5 of 6 INTERIOR EXTERIOR INTERIOR SMALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF. REQUIREMENTS REQUIREMENTS. VERTICAL SECTION HORIZONTAL SECTION 6 MEETINGSTILE 6 INTERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72. (O/X). OESI6N PRESSURE •/- 35PSF 36 X 84. (0/X), DESIGN PRESSURE •/- 35 PSF 38 X 74. (O/X), DESIGN PRESSURE •/- 50 PSF 38 X 77. (0/X), DESIGN PRESSURE •/- 35 PSF 72 X 84. (O/X-O/X), DESIGN PRESSURE -/- 35 PSF 76 X 72, (O/X-O/X), DESIGN PRESSURE •/- 50 PSF 108 X 62. (0/X-O/X-O/X), OFSI6N PRESSURE •/-50 PSF 108 X 72. (0/X-O/X-0/X), DESIGN PRESSURE •/-50 PSF 1 1 - STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), OESI6N PRESSURE •/- 35 PSF p-STEELINTERMEDIATEFRAME'SMALL'REINFORCING IS NOT REQUIRED FOR THE FOLLOWIN6 SrZE/RATINGS: 76 X62. (O/X-O/X), DESIGN PRESSURE -/- 35 PSF NOTE: ALL GLAZING CONFIGURATIONS SHALL COMPLY WITFI SAFETY GLAZIN6 REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTN, E 1300 GLASS LOAD RESISTANCE. 5/8' O.A. 1.6 61A55 EXTERIOR / / \ \ INTERIOR MIN. GLASS O BITETI/2' - 1 1/8' SETTING BLOCK GLAZING DETAIL I NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1' MIN. CENTER TO CENTER SPACIN6 BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED ISNOT EXCEEDED. 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK 1/4" ITW TAPCON ANCHOR 4' FROM CORNERS IV MAX. O.C. THEREAFTER 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS 1 1/4' MIN. EMBEDMENT• 1 1/2' MIN. EDGE DISTANCE 2• MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS BUCK INSTALLATION DETAIL SilverLine Andersen r's aw eavEadE o.tK tntl •r-mo oi1XOm H^v a p H N 8Z6mg ,- or W 0 h a < m ix rqq mgy m' i p w aSc W T d TT 1O O 1: I AA as°.\p Z DWG #: 5WD002 SHEET. 6 OF 6 WMANU CTURE SASSOCIATION Hallmark® Certificate of AMs, INC. NOWDMAConformance and License (CCL) Admi"isu°```Y.,""" System,.lne. 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 22012a 4.59psQ 440-H-025.36 2900/4900/ 70 Series 101/I.S.21A440-08 Class R-PG35; Size tested 914mm 2127mm 89241.01-109-47 7/17/2012 318/2017 914x2127mm (36x84inrH 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 413/2017 1219x1676 mm (48x66 in}H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 914x1930 mm (3606 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76pst) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965xl676mm' (3846in'}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 WMMIOUOFCTURREERSASWICIATION NOWDMA Hallmark® Certificate of Conformance and License CCL 4tz> Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. Adm10131RI1 Y MaaugClDCnt systcros.lnc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118x1575mm' (44x62in')- Type H; Positive Design Pressure (DP) = 240012a 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 36012a (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 =-240012a (-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 10160829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 121ASTM Class R.PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016xl829mmm (40x72in) - Type H; DP = 240012a (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 12190829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pe 7.52psf) 440-1-11-025.50 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 psi; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 20112021203-94 DP & Cycle Pressure +501-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/2021203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psi 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321mm 1854mm NCTL-110-16675-3 315/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW 9 DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMs, INC. IEWDMA Conformance and License (CCL 4cxA"`s°'°""''°"°"". Systcme. lnc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceft.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.2IA440-11 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 OP +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/29014901 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; OP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440- H-025.62 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-10947 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type- H; OP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440- H-025.63 2900-4900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-10947 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type- H; DP +301-30 psf; Water Test Press 260Pa (5.43pso 440- H-025.64 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm 09964.01-109-47 1/29/2015 814/2024 1219mm x 1829mm (48 x 72) Type- H; DP +351-35 psi; Water Test Press 260Pa (5.43psQ 440- H-025.65 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440.11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77)' Type- H; OP +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 psi; Water Test Press 360Pa (7.52pso 440- H-025.68 29004900 Serles/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 965mm x 1880mm '(38 x 74) Type- H; DP +501-50 psf; Water Test Press 360Pa (7.52psf) WD- 20 10114109 Friday, May 13, 2016 Page 9 WRE MUFAC7UANRSASSOCIATIONHallmark® Certificate of CCL IEWDMA ConformanceandLicense #XX> Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800- 234-4228 ext 4644 AMS, INC. Admicisuati xMacugemrnt Systems, Ice. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H- 025.69 2900-4900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109.47-rl 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H- 025.70 29004900/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H- 027.19 2907TW/4907TW 101/1.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 101/1.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-10947 1/31/2013 12/13/2016 2286x1880 mm( 90x74 in}H 440-H- 027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm' (72x84in')- H; DP+35/- 35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H- 027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7/22/2017 1994x1524mm' (79x60in')- H; DP+50/- 50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440-H- 027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H- 027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109.47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H- 027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-10947 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H- 027.26 29b2/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-10947 1/27/2015 816/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +351-35 psi; Water Test Press 260Pa 5.43psQ WD-20 10114109 Friday, May 13, 2016 Page 10 WINDOW IANUFATU SASSOCIATION Hallmark® Certificate of 4C >l ) IEWDMA Conformance and License rCCL Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. AMunistrnti%r\lnnagernent Systems.lnc. Product No. Product Name Standard Rating Wide High Test Report # CertOate ExpOate 440-H-027.27 2900-490012902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-10947 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psf; Water Test Press 180Pa (3.76psQ 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 5127/2025 2032mm x 1880mm (80 x 74) Type-H; DP +25/-25 psf; Water Test Press 18013a (3.76psQ 440-H-027.29 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)• Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 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 (7.52psQ 440-H-027.31 2900-490012902-4902 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 psi; Water Test Press 360Pa (7.52psQ 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 10/2212025 1918mm x 1575mm (76 x 62)' Type-H; DP +501-50 psf; Water Test Press 360Pa (7.52psQ 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 22013a (4.59psQ 440-H-028.14 2903/4903/ 70 Series 101/l.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm 8643001 4/5/2012 12/16/2016 2737xl575mm (108x62in)-H 440-H-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109-47 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1/17/2017 2718x1575mm'(107x621n'-H 440-H-028.18 2903/4903 Series 101/I.S.21A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109-47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 WINDOW& DOOR IEWDMA Hallmark® Certificate of Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. A'in'`iv`"°"°g""" Sysrcros, Inc. 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 +50/-50 psi; Water Test Press 360Pa (7.52psQ 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 psi; Water Test Press 150Pa (3.13psQ 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 psi; Water Test Press 180Pa (3.76psQ 440-H-028.22 2900-4900/2903A903 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 psi, Water Test Press 220Pa (4.59psQ 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 4900/2900170 101/l.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 11180524mm' (44x60'in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 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 psi; Water Test Press 260Pa (5.43psQ 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1114/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psi; Water Pen Resist. Test Press = 150Pa 3.13psQ 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 MIANUF CTUAEERS ASSOCIATION Hallmark® Certificate of AMs, INC. NOWDMA Conformance and License (CCL)tit: AdminisuetSystem,, ms,Inngernent Silver Line Building Products Mfr 10: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440- H-089.00 5500/5510 Side Lite (Specimen 2) 101/I.S.2/A440-11 440- H-089.01 5500/5540Transom (Specimen 1) 101/I.S.2/A440-11 WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type- SLT; OP +351-35 psf: Water Test Press 26012a 5. 43pso Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type- TR; OP +35/-35 psf; Water Test Press 260Pa 5. 43psf) By: 1245mm 2432mm E6290.01-10947 2734mm 914mn1 E6290.01-109-47 1- 4<— John McFee, 11P c 11/ 23/2015 4/27/2025 11 / 23/2015 4/27/2025 fr0AfA Hallmark By. ArJ4 Rhonda Schorr, Authorized Representative, AMS If Program Sponsor: Window and Door Manufacturers Assoc 330 N. Wabash Avenue, Suite 2000 Chicago, IL 60611 TEL ( 312)6734828 www.wdma.com Program Administrator: Administrative Management Systems, Inc. PO Box 730. 205 West Main Sackets Harbor, NY 13685 TEL ( 315)646-2234 staff@amscert.com WD- 20 10/14/09 Friday, May 13, 2016 Page 26 BUILDING DROPS A\\ A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL19715 Report No. 3947 5th Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1— A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/ 15/2015 Contents: Evaluation Report Pages I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' 7 10 T45To;= T ..... •'• GNP Hermes F.0tirero, P.E. Florida No. 73778 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 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 5"' Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5`h 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 A Perfect Solution in Every Drop Certificate of Authorization: 29578 FL#: FL19715 Date: 12/15/2015 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: Referenced Data: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: 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 lrl\\ 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. B. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SW0002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SW0002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 10/27/2016 Florida Building Code Online XK d= y fit° .,s,.. ` •':'.: r.' a .t< '` lib1 Wi aC1S Home I Log In I User Registration I Hot Topic I Submit Swchwge I Slats 6 Facts I Publications I FBC Staff I SCIS Site Map I Links I Search I d Florida 9 Product ApprovalprUSER. Public User y eeyyoo t 7rJOJa. Product Approval Menu > Product or Arial.cation Search > Acialicatron List > Application Detail FL # FL9174-RI1 Application Type Revision Code Version 2014 Application Status Approved Comments set to re -apply per applicants request 4/28/lS-rb Archived C5 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 OO 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 l7 Validation Checklist - Hardcopy Received Certificate of Independence FL9174 R11 COI Cert of Ind Scates 2011 s.odf Referenced Standard and Year (of Standard) Standard Year DASMA-108 2002 DASMA-115 2005 Equivalence of Product Standards Certified By Sections from the Code hops:/Mrww.floridatxdlding.arg/pr/pr app dfl.aspx?param=wGEVXOwIDgLdIIJRNVxf6u7ojnl0heFi%2bRKJkizESWxAzegKuYBGeGO%3d%3d 1/6 10%27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 ournmary of Products FL # i Model, Number or Name Description 9174.1 1 5120 / 6100 / 9100 90228 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: 9174.2 1 5120 / 6100 / 9100 #0229 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.3 I S120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +2S.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. 9' Max width. 8'-9" Max height. Max section height 21'. Glazing available in top or intermediate section. Installation Instructions FL9174 R11 11 0228 318958 P7.odf FL9174 R11 11 Track Suoolement Chart P10.odf FL9174 R11 11 WD]ambSupplementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE S1737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 1111 AE Eval Rent 9100 rl s.odf FL9174 Ril 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 11 0229 318959 P8.odf FL9174 RI1 11 Track Suoolement Chart P10.odf FL9174 R11 It WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI1 AE ASTM A 653.DdF FL9174 R11 AE Eval Reot 9100 rl s.odf FL2174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9' Max height. Max section height 21'. Glazing available in top or intermediate section. Installation Instructions FL9174 R11 11 0230 318960 P10.Ddf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 11 WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 653.odf FL9174 RI1 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9' Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 R I 1 11 0231 318996 P5. odf FL9174 R11 11 Track Supplement Chart P10.odF FL9174 R11 11 WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI AE ASTM A 6S3.odf FL9174 Ril AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 I avaiabeltln top or intermediate section. ax height. Max [ion height W. Glazing Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 11 0234 319022 P5.Ddf FL9174 R11 it Track Suoolement Chart P10.Ddf FL9174 R11 11 WD)ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 hltps:/Mrww.floridabuilding.orgfpr/pr app dtl.aspx7param=wGEVXQwtDqulllJRIWxt6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 26 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 RI AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 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 If 0235 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 Rll If 319040 P1 Post.odf Impact Resistant: Yes FL2174 R11 11 Track Suoolement Chart PIO.odf Design Pressure: +39.20/-43.70 FL9174 R11 11 WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 r1 s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 IS' 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 RI1 11 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 RI 111 Track Suoolement Chart PIO.odf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.odf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rent 9100 rt s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Maz section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 Rll If Track Suoolement Chart P10.gi f Impact Resistant: No FL9174 R11 11 WDJambSuoolementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE S1737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 1111 AE ASTM A 653.odf door. 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 9174.9 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 11 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 If 319040 P1 Post.odf Impact Resistant: Yes FL9174 Rll 11 Track Supplement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 Rll II WDJambSuoolementPl6 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 I1 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 It Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 If WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 Rll AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes hops://www.floridabuildirg.org/pr/pr_app o.aspx?param=wGE\rAOMDquliJRfWxf6u70jn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 316 10/27/2016 Florida Wilding Code Online 9174.11 15120/5140/6100/9100/9400/9600 19' Max width. 10' Max height. Max section height 24". Glazing 0600 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 11 0600 319026 P4.odf EL9174 R11 II Track Suoolement Chart PiO.odf F19174 R11 II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 19174. 12 15120/5140/6100/9100/9400/9600 19' 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.odf FL9174 R11 II Track Supplement Chart PIO.odf FL9174 1111 II WDlambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf EL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174. 13 15120/5140/6100/9100/9400/9600 116' 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 lI 0602 319028 P5.Ddf FL9174 R11 11 Track Suoolement Chart P10.odf FL9174 R11 11 WD3ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports F19174 R11 AE ASTM A 653.odf FL9174 1111 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174. 14 15120/5140/6100/9100/9400/9600 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.odf FL9174 R11 11 Track Suoolement Chart P10.odf FL9174 R11 II WDlambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 ri s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174. 15 I S120/S140/6100/9100/9400/9600 116' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 II 0604 319030 PS.odf FL9174 R11 11 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart P10.odf EL9174 R11 11 WDlambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI1 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 RI1 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174. 16 5120/5140/6100/9100/9400/9600 IS' 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 F19174 R11 II 060S 319031 P4.Ddf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Supplement Chart P10.20f Impact Resistant: No FL9174 R11 11 WD]ambSuoDlementP16 s.odf hilpsYMwwAoridabuildingorg/ pr/pr_app dtl.aspx.param=wGEVXOvADqufl1JRMIx16u7ojnl0heH%2bRKJkizESWxAzegKuY8GeGO%3d%3d 4/6 10r27/2016 Florida Buildltg 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 RI AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.17 15120/5140/6100/9100/9400/9600 I l8' Max width. 8' Max height. Max section height 24" Glazing 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 11 0606 319032 P6,odf FL9174 Rll If 319040 P1 Post.odf FL9174 R11 11 Track Supplement Chart P10.odf FL9174 R11 Il WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 Rll AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.18 15120/5140/6100/9100/9400/9600 I IS' Max width. 8' Max height. Max section height 24" Solid only - 0609 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 90608 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 Ril lI 0609 319035 P5.odf FL9174 R11 II 319040 PI Post.odf FL9174 RI It Track Supplement Chart P10.odf FL9174 R11 II WDJambSupplementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 III AE ASTM A 653.odf FL9174 RI1 AE Eval Reot 9100 rl s.odf FL9174 RI1 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 18' Max width. W-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 It 0608 319034 P4.odf FL9174 R11 11 Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementPl6 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI AE ASTM A 653.odf FL9174 Rll 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 R1I 11 0607 319033 PS.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 11 WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI1 AE ASTM A 653.odf FL9174 RI1 AE Eval Rent 9100 rl s.odf FL9174 RI1 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes B cak0Ho:I Contact Us •: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you 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 of they have one. The emahls 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 dick herr<. Product Approval Accepts: hltpsJAnrww.floridatxdlding.orglpr/pr_app dN.aspx?param=wGEVXUMDqufI1JRNVxfFw7gnl0heH962bRKJkizESWw4zegKuY8GeGQ963d963d 5I6 10/272016 Florida Suld ingCode Orgine F-_I RR E Credit Card Safe tt":IMrww.floridatxilcfing.orgfpr/pr_app o.aspx?param=wGEVXOwlDqufl1JRIWxf6u7ojnl0heH%2bRKJkizESWxAzegKuYBGeGO%3d%3d 66 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB (LB/FT)" 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 9 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 1 7 1 6 oE 3,4 J kk/ No. 51737 0 STATE OF ' fa o.N'•.Pi0R%0P' N,// 11111110 1. BASED ON 5/16' DIAMETER LAG SCREWS WITH 1-1/2' O.D. WASHERS WITH A 1-9/32' THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30ps1 DOOR WIDTH = 1611 LOAD PER JAMB = 30ps1 x 16W2 = 2401brlt 4. CHART IS BASED ON 6'-6- MINIMUM AND 24'-0- MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 20 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2. MINIMUM FASTENER SPACING SHALL BE 1-W, 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. Approved 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 S6308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT Nore a 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 Na n/a n/a 580 n/a n/a n/a 600 Na 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 Na 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 Vz No.0737 0 STATE OF aO.l;•.!°lOa1OP # 461 . 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 16tt/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 SCHEDULES 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 NI3 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 1 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 S No. 51737 4 • STATE OF, 40 4/sSONA ` I1111 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 = 30pst DOOR WIDTH = 1611 LOAD PER JAMB = 30pst x 16tt/2 = 240lb/11 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB (LB/FT)"" 2500 PSI CONCRETENOTE I 4000 PSI CONCRETENOTE ' 2000 PSI GROUT FILLED CMU"oTE 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 1 16 1 17 1 N/A Q.GENJlF•• /i No. 51737 0 •STATEOF SSIONAL1% 1111 W 1. BASED ON 318"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.O. 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.O. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4', A MINIMUM EDGE DISTANCE OF 4'. AND A MINIMUM ENO 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 ENO OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 2401b/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB (LBMNOTE' 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETENore' 2000 PSI GROUT FILLED CMUNOTE2 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 am 17 17 8 orti No. 51737 4 STA1E OF : Z gyp, ; tritei0.1 ••.!cIOR QP - 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 161V2 = 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. Date: 2015.02.20 09:S8:27 -06'00' John E. Scales, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 Wagner paiton 3395 ADDISON 0R1vE PENSACOLA. FLORIDA 32514 850) 474-9890 No. 51737 AO STATE OF z j 0,:•.,0RrpP Z/ss/ONA; a` 11111 Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN C. SCATES. PC 3121 FAIRCATE DR CARROLLTON. Ix 75007 FL PE $1737 Tx PE 56306/F2203 PROFESSIONAL CNaNECR•S SEAL PR0MOE0 ONLY FOR VEITInCAnaN OF WNOLOAD CONSTRUCTION DETAILS. SEE DETAILS 1, 2. AND 3 REOUIREO FOR VERTICA 1 POST REINFORCING SYSTEMS 6' MAX. FASTENERS PER SCHEDULES I THRU 4 MINIMUM 2.4 STRUCTURAL GRADE LUMBER FOR DOOR HEIGHT MAXIMUM ATTACHMENT TO SPACING W000 SUBSTRATE OR MINIMUM 2x6 FOR AfTACHEMENT TO CONCRETE AND GROUT FILLED CMU. TYP 6' MAX. J Doan w1DTH MINIMUM 2x6 /3 fE HEADER LOCKSOUTHERNPINEBRACKET LUMBER. 4' {' 2-3/4' 2) 3/6' SIMPSON TITEN HO 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'. 90OP 1 MINIMUM 2500 51 CONCRETE NOTE- MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. MINIMUM 2x6 /3 9 HEADER LOCK SOUTHERNPINELUMBER e' 4'r8RACKET 4- 4) 3/9' SIMPSON 11TEN KO SCREW ANCHOR WITH A 1-1/4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2- 3/4' AND A MINIMUM EDGE DISTANCE OF 4'. MINIMUM 2'a /3 OZ HEADER LOCK SOUTHERNPINEBRACKETLUMBER 4' 4' 4) 3/8' OIA LAG SCREWS WITH 1-1/4' 00. WASHERS LAG SCREWS SHALL HAVE A MINIMUM PENETRATION Of 1- 9/32' INTO THE MAIN SUPPORT MEMBER. DETAIL 2 DETAIL 3 MINIMUM 2000 P9 GROUT Fl11E0 CMu i NOTE" MAXIMUM DESIGN LOAD NOIE. MAXIMVM ICN L AD DATE NAME CAPACITY OF 2400 LBS CAPACITY Of 2430 LBS DRAWN 5 2a 07 CRT SHEET 1 OF 2 ICHECKED1 DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 1 P16 ways Balton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 650) 474-9890 N •01r /, p GENdF•.F9 iii INo.5173T STATE OF tl SS/ON AL Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' 4NN E. SCALES, PE 3121 FAUROATE OR ' CARROLLTON, TX 75007 R PE 31737 TX PE 55300/rn03 PRO ES90NAL ENONEER'5 SEAL PROMDED ONLY FOR KIOnCATION Of UNDLOAD CONS1RUCTION OETAILS MIN 23W P51 CONCRETE W= MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN 2 3/4' OF SUPPORTING STRUCTURE SHALL MIN EDGE D' BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE o • 4d 3/6' SIMPSON 71TEN MD, 2-3/4' MIN EMBED. MIN 6' BETWEEN JAMB BRACKET LOCATION — JAMB BRACKET 1/4-20A9/16' TRACK BOLT AND 1/4-20 HEX NUT TRACK MIN 2 4 SPF (C-0.42) OR BETTER WALL STUD HM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SMALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE 5/16' LAC SCREW WATM 1-9/32' EMBED IN CENTER OF STUD (3 1/4') FOR EAW JAMB BRA LOCATION JAMB BRACKET 1/4-204/16' TRACK BOLT AND 1/4-20 HEX NU TRACK DIRECT WOOD MCUM71NC DETAIL MAX 420 LRS PER LAC FASTENER SHEET 2 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS I I DATE I NAME I DRAWING PART NO. REV 324620 IP161 The Genuine. The Original. Overhead Door Corporation 2501 S. State Hwy 121. Suite 200 Levnsville, TX 75067 Phone 4695497100 fax 4695497281 n vw.overheaddoorsom April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 J K R'''% No. 7M5 : # STATE OF G y/ MartonOverheadDOor.Corporatlon A'Subsidiary ofSanwaHoldings Corporation. . '' 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 Fairpte 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. Q 0i too 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 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. C 9' toM 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 PS 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev PS 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 ILA -FA= toAl 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 16(lal / t1 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 %:" MDF decorative overlay. 5 6o F109174-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, C-7CAIC-4 Jo n E. Scates, P.E. Y FloridaPE # 51737 ( << 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 5' 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 5" Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 No. 51737 as 41- 2 0, 0 STATE OF I j;SS/ONAL NO111111O ems'. 1. SNORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) #B.1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES 9401LIN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75 AND A MAXIMUM LENGTH OF 15.75' GLAZING 15 NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS L LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH A I BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF 10) #110' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SMALL 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 REWIRES 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SMALL FIELD INSTALL 1 1/4-14.7/B' SELF DRILLING CRIMPTITE SCREW TO ATTACH E 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 SMALL BE 1/4' MAKROLON-AR POLYCARSONATE 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 REWIRES REINFORCEMENT BRACKETS ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G SHEET 2). 16 GA J-STRUT SCREWED 70 LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14.7/8' 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. 4. VINYL OR WOOD DOOR 570P NAILED A MAXIMUM OF 6' O.C. MUST OVERLAP TOP AND 807H ENDS OF PANELS MINIMUM 7/18' TO MEET NEGATIVE PRESSURES. 5. KEY LOCK, SLIDE LOCKS, OR OPERATOR REWIRED. 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PUCE POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 CA MINIMUM FACER STEEL AND A POLYUMINATE BACKER. END CAP TO HAVE A MINIMUM 1.1' DEPTH. 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SMALL BE THE RESPONSIBILIY OF THE PROFESSIONAL Of RECORD FOR 104E BURRING OR STRUCTURE AND IN GLAZINC OPTIONS. ACCORDANCE WITH CURRENT BURRING CODES FOR THE LOADS LISTED ON INS DRAWING. B. DOOR JAMB TO BE MINIMUM 2 5 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT NOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WInH A MINIMUM OF (6) 05.1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. LOUVERED SECTION REWIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOHN E. SCALES PE 3121 FAIRDATE DR, CARRQLTDN, T. 7WO7 FL PE 31737 TX PE 36J06/r2Z03 PROFESSIONAL ENONEER'S SEAL PROVIDED ONLY FOR VERIFICATION Or WNDLOAO CONSTRUCTION DETAILS fJ CA MOR)Z ANGLE t7 GA MG ANTiE ' 16 GA YIN HORIZTRACK 5/16.1-5/8' LAC SCREWS YIN 3 AS , SHpwN) t8 W YIN VERTTRACK SCREW AT EACH JAMB BRACKET 1/4-20.9/16' TRADE B0.T AND 1/4-20 HEX NUT AT EACH JB JAMB BRACKET LOCATION 15 GA STIFFENED, JAMB BRACKETS SEE sanoutE FOR WANItt, LOCATION. AND TYPE KEY LOCK OR SURE LOCK BOTH ENDS (NOT , REWIRED WITH OPERATOR SEE NOTE 5). SLIDE LOG( SHOWN FOR CLARITY na»•. • seelloN saro DOOR INN. SEE SHEET 2 FOR U-BAR LOCATIONS ON DOORS WITH OTHER SECTION QUANTITIES AND SEE NOTES t, 2. AND 3 ON nay SHEET Fort EQUAL TO 12'-0'. JAMB BRACKET SNEDULE HEIGHTNO. OF SECTIONSBRACKETS EACHJAMB) 7T ME OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS 3 2' 7'- 0' 4 6 p is). 13 (01). 25-12 Je , 34 JB , 45-1 • (00). 63 JB 7'-0' 4 8 FAT JB , Io JB . 21-3 4 JB . 29-3 4 (is). 42 JB . 837t 4 JB 8'-0' S 8 p JB , 13 01 . 23' JB , 74' JB , 47-t 4' q , SB' JB , 67'(01). 73' JB e'-o' S B FAT JB 10 JB , 21-3 JB . 29-3 • JB . 48 JB . 57-T • JB . 68 JB , 75-1 JB 8' -0 1GH LIFT ODF PITCM SEE NOTE BELOW HQIL JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20119/16' TRACK BOLT AND NUT. p) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED 1100 ATTA04 TO TRACK. ALL DOORS WITH HIGH U". R007 PITUM, ANUIUR ONLAILR ]MAN B IN HLIpHI KLUVINL USL UP WMIINUWb WALL ANULL. %L SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR UNIFORMLOAD EACH JAMB (PLi) HEIGHT 16'-0' ALL 207.2 -230. 14'-0' ALL Ie1.J -201.8 12'-0' ALL 153 4 -172.8 10'-O' ALL 129.5-144.0 M/agne® o.mon DIVISIONOF OVERHEAD DOOR C FLORIDA 32514 REVISIONS CHANGES TO GENERAL MAT AND CHANGED OAR FASTENER TYPE END CAPS AND TOM RETAINER NGED CENTER HINGE GE AND ADDED VER OPTION NGED STRUT ITIFICA71ON METHOD M COLORED PAINT TO LOADS SUPPORTING RROWER DOOR WIDTHS 1 5/ 10/06 ADDED IMPACT iISTANCE TD DOOR. LED MODEL 6100. IFIED N07E 8 TO TE THAT LOUVERS NOT IMPACT DISTANT 6/ 6/ 07 MODIFIED JAMB ICKET SCHEDULE FOR OPTION. ADDED LMR PC DETAIL SHEET 2. 4/17/08 ADDED IMPACT ISTANT GLAZING. LED TEXAS LICENSE ABER TO TITLE BLOCK LNGED LOUVER NOTE. REASED MAX HEIGHT 5'-9' ADDED HIGH AND ROOF PITCH CK NOTE. 7/22/ 08 UPDATED TITLE BLOCK 5/26/ 10 ADDED LONG PANEL ZING OPTION 3/15/ 1) STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN (PSF): + 25.90/-28.8D MAx WIDTH: 16'-0' DATE NAME TEST (PSG)- + 38.85/-43.20 MAX HEIGHT- 8'-9" DRAWN 3/8/06 GRT IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21' CHECKED 4/6/06 MRB MODELS 5120/ 6100/9100 SHEET 1 OF 2 DRAWING PART NO. REV WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 13 CA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (6) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH ENO FACING UPWARDINBOTTOMOFU-BAR AND ATTACH THRU ENO CAP AT WITH ((2)) 1/4-14.5/6' EACH ENO WITH ((2) 1 4-14.7//g6 • CRIMPTITE SCREWS SELF DRILLING CRIMPT(TE SCREWS FOR STANDARD TRACK AND (3) 0 1/4-14.7/8' SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH °. ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLOE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WAIN VAIN (2) 1/4-1493/6' CRIMPTITE SCREWS THE (8) PRE —PUNCHED HOLES EACH ENO USE MEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROLLERS CAP AT EACH ENO PATH (2) 1/4-14.7/6' SELF DRILLING CRIMPTITE SCREWS 15 GA MINCE ATTACKED EXCEPTION: U—BAR PLACED OVER TOP MIN (4) 1/4-14.5/6' RIB ON THE BOTTOM SECTION SMALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACHED THRU ENO CAP AT EACH ARE FACTORY ENO WITH (1) 1/4-14.7/8' SELF DRILLINGDRILLINGWHICH ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U—BAR NOTE, DUE TO CLEARANCES REOUIREO TO 2' NYLON STORMCARO INSTALL SCREWS AT INE ENDS OF THE ROLLER WITH U—BARS, ALL U—BARS SHALL BE 4-1/2' STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALUNC ROLLER SJOES AND TOP FIXTURE ON THE U—BARS SEE ATTACHMENT NOTES ON THIS SHEET, 18 CA MINCE ATTACHED PLACE U—BAR OVER WAIN (6) 1/4-20.5/B' RIB ATTACHIEOINCRIMPTITESCREWS (2 OF VAIN R(yA))I 20 CRIMPTITEISCREWS'TIIRUWHICHAREFACTORYPRE —PUNCHED HOLES ATPRE—PUNCHEDHOEATTACHED, 3 OF WHICH EACH HINGEARCE1E10INSTALLEDINTOLOCATION (1 THRU RANGE1OFU—BAR AND BOTTOMWHICTOPHISLEAELDANDTISINSTALLEDMINCELEAFAND1THRUTHftU —PU PRE -PUNCHED MOLE WEB Of U-BAR AND ININU-BAR DETAIL C INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED MIN ' 0 3) 1/4-14.5 B' / PLACE U-BAR OVER INTEGRAL RIB WITH NOTCH DOWN TO CLEAR BOTTOM CRIMTITEEWSBRACKET AND ATTACH TIIRU ENO CAP AT EACH ENO MIN (1) 1/4-140/8' SELF ORILUNG CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN ANO USE (1) 1/4-14.7/9' SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM .• BOTTOM Of THE BOTTOM U-8AR AT U- BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-140/8' SELF DETAIL D MINCE LOCATION. USE (1) 1/4-204/8' RIWING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE-PUNCHEO HOLE LOCATIONS DETAIL THIS SHEET. 8. 3/4' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3- 1/2' O.C. MAX ----z 1/ 8• BEAD CC ULTRACLAZE I SS04000AC STRUCTURALSEALANT OR LACER STEEL— \ JOHN E SCATES PE NON—STRUCTURAL 3121 FAINGAtE 04 DECORATIVE INNER CARRQLtON. tX 73007 WINOOW TRIM - FL PC 51737 T. PC SeLm/F2203 PRMSS10NAL CHOWEER'S SEAL PROVIOCO ONLY FOR VEINFIGA ION OF WNDLOAO C HStRUCOOH OET4ILS USED ONLY ON IMPACT 1 GLAZED SECTION - 11 CA REINFORCEMENT BRACKET ATTACHED WITH ( 4) 1/4-140/8' SELF DRILLING p ; CRIMPTITE SCREWS (2 8 THROUGHBOTHBRACKET AND U-BAR) Df 1) 1/4-14 7DRILLING' SELFDRILLINGCRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J- STRUT k OPERATOR BRACKET. NOTE, J-STRUT & SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED II DETAIL E ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) _1 t/4-t4.7/6' SELF DRILLING CRIMPTITE SCREWS- 1101_ IMPACT BOTTOM BRACKET 5) SECTION DOORS MIN ( 6) 3'. 18 CA. 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN ____ 4) SECTION DOORS MTN ( 5) 3', 18 CA, 60 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN -_ DETAIL F U—BAR ATTACHMENT NOTES 1. ALL U—BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACKED THRU PRE —PUNCHED HOLES WITH (2) 1/4-144/6' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/ 4-140/8' SELF DRILLING CRIMPTITE SCREWS AT EACH ENO CAP ( EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND 0 THIS SHEEI), (2) t 4-14 S/8' CRIMPTITE SCREWS APPROXIMATELY MID AY BOWEEN END OF DOOR AND INTERMEDIATE MINCE LOCATION, AND (1) 1/4-1495/8' CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH ENO. FOR ODOR 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 T 12'- 0', THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION 1 DECORATIVE SHALL HAVE A TOTAL Of (14) SCREWS EACH. s WNUUW IKIM 2. VAIN THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH ENO USED FOR ATTACHMENT Of THE ROLLER POLYCARBONATE SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH ENO USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON INS SPECIFICATION DRAWING, ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITIH 1/4-144/8' CRIMPTITE SCREWS. 3, 18 GA U-BARS SHALL BE STAMPED '46' APPROXIMATELY 8' FROM EACH ENO. STATIC PRESSURE RATINGS APPROVED SIZES Wayne® DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16• TEST ( PSF): +38.85/-43 20 MAX HEIGHT: 8•-9. Dalton IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT. 21' MODELS 5120/6100/9100 3325 AoaSON DRIVE PENSACOLA, RORIOA 32514 I WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS 4 CHANCES TO GENERAL ORMAI AND CHANGED BAR FASTENER TYPE T ENO CAPS AND OTTOLI RETAINER. METHOD PAINTTO T 3/6/06 SUPPORTING RUCTURE AND ARIFIED NUMBER OF tENERS AND CENTER ICES REQUIRED FOR RROWER DOOR WIDTHS. B S/10/06 ADDED IMPACT iISTANCE TO DOOR. DEO MODEL 6100 OIFIEO NOTE 8 TO LTC THAI LOUVERS E NOT IMPACT iISTANT. T 6/6/07 BRACKET SCHEDULE FOR rAT OPTION. ADDED LHR TRACK DETAIL SHEET 2 CRT 4/17/08 PB ADDED IMPACT ANCED LOUVER NOTE REASED MAX HEIGHT 6'- 6'. ADDED HIGH T AND ROOF PITCH LCK NOTE. T 7/22/08 UPDATED TITLE BLOCK T 8/26/10 ADDED LONG PANEL L21NG OPTION T 3/15/11 N. T.S. SIZE: A DATE NAME I 3/8/06 CRT ED 4/6/06 MRS SHEET 2 OF 2 DRAMNC PART NO REV 31896 1 P10 Q Q PLICE PLATE LOCATION SEE SCHEDULE M 14" MAX i 12" MAX 12" MAX I I 12" MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JONH E. SCATES. PE 3121 FAIROATE OR. CARROLLTON. tX 75007 fL PE 51737 TX PC SO300/F2203 PROFESSIONAL ENONEER'S SEAL PROV10E0 ONLY FOR VERIFICATION OF WHOLOAO CONSIRUCOON DETAILS CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUO( WALL ANGi 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1 /4" X 7/16 SEMI TUBULAR RI VI TS 11 GA MIN CLIP SEE SCHEDULE- 0.28 13 GA MIN CONTINUOUS WALL ANGLE RACK 3) 1/4"-20 TRACK 3R CARRIAGE BOLT MTH 1/4"-20 NUT 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 46.0 PSf/-52.0 PSF16'-0 REVISIONS 2 ION- TRACK- CUPS- TEXAS WALL ANGLE 12 FOOT UPDATED Bpi 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANCED 'TEXAS WALL ANGLE- TO 'CONTINUOUS WALL ANGLE'. ADDED SUBSTRATE MOUNTING DETAIL. CHANCED TO 71TEN HD ANCHORS CRT 4/2/07 TRACK CLIP HEOULE. T 8/21/07 UPDATED MODELS TED IN CHARTS. DATED SPLICE k CLIP HEOULES. 9/06/07 UPDATE MOUNTING TAIL DRAWINGS T 10/05/07 UPDATED CHARTS TO MINAIE THE USE OF E 08 CUP (REPLACED H 99 ACROSS THE UPDATED STEEL INtINC DETAIL 1 04/11/08 EXPANDED 1-1/2' TO 1/8' DOOR THICKNESS IRT UP t0 14, RICH. 12/11/08 UPOATEo TITLE 0( 6/2/10 DATE NECKED 8/21/07 MRB SHEET 1 OF 2 DRAWING PART NO REV 307494 1plo 2 3/4" t1" EDGE DIST E60XX MIN. 1 8 2-24 1/8 V 2-24 MIN 3/16" THICK STEEL FOR MOUNTING 5/16" x 1-5/8" WALL ANGLE LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLI SPF (G=0.42) OR _t;TRACK BETTER AT EACH 1/4-20x9/16" HOLE OR PAIR OF BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL A O o CONCRETE MOUNTING DETAIL JOHN C $CATES, PE 3121 FAIROATE DR. CARROLLTON, TX 7S007 rl PC 51737 TA PE 30300/r2203 PRorESPONAL ENGINEER'! SEAL PROVIDED ONLY rDR VERITICATION or 1RNOLOAD CONSTRUCTION DETAILS WITH MIN. (1) 1/4-20x7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDIN( 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 SPILICEPLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOOR HEIGH7'-0' CLIP #'S FROM BOTTOM TO TOP SPLICE 7, 9, 9, 9, 9, 11 16 8'-0' 7. 9, 9. 9. 9. 11, 11 16 9'-0' 7, 9, 9, 9, 9, 11, 11, 11 18 10'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11 '-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13. 13, 13 20 13' - 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'-0" 7.9,9,9,9,11,11,11,13,13,13,13 22 MODELS 5200 8000 8024 8100 5124 8500 2 THICK D OR CLIP #IS FROM BOTTOM TO TOP SLAICETE # 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" 5. 6. 6. 7. 7, 9, 9, 9, 11, 11, 11, 13. 13 18 MODELS 6100 8300 8700 1-3 8 TO 1-5/8" THICK DOORHEIGH CLIP #IS FROM BOTTOM TO TOP SPLICE 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 DOUR HEIGH7'-0" CLIP #IS FROM BOTTOM TO TOP SPLICEL 4, 4, 4, 4, 4, 4 6 8'-0' 4, 4, 4, 4, 4, 4, 4 6 9'-0" 1 4, 4, 4, 4, 4, 4, 4, 4 6 110'-O-1 4, 4, 4, 4, 4, 4, 4, 4, 4 6 was WHO 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN ( 850) A47FLRIDA 4.9890 3251 • REVISIONS 2 2 INCH RACK -CUPS -TEXAS TALL ANGLE 12 FOOT MATED P3 5/11/03 3 UPDATED FORMAT. CREASED ALLOWABLE RESSORES TO 4600/-52Do PSF FOR JlL DOOR WIDTHS HANGED 'TEXAS WALL NGLE" TO 'CONTINUOUS FALL ANGLE' ADDED USSIRATE MOUNTING ETAVL. CHANGED TO ITEN MD ANCHORS RT 4/2/07 4 CHANCED FORMAT. DDED MODELS 9800 NO 5024 WITH OVERLAY 0 TRACK CUP CHEDULE. RT 8/21/07 5 UPDATED MODELS ISTED IN CHARTS. IPDATED SPLICE k CLIP CHEOULES. LP 9/05/07 6 UPDATE MOUNTING ETAIL DRAWINGS. RT 10/05/07 7 UPDATED CHARTS 10 LIMINAIE THE USE OF HE 08 CUP (REPLACED ATM /9 ACROSS THE OARD). LP 10/24/07 6 UPDATED STEEL COUNTING DETAIL IRB 04/)1/00 9 EXPANDED 1-1/2' 70 3/8" DOOR 7KCKNESS MART UP 10 14' MICH. RT 12/11/05 10 ADDED MODEL B70O. IP0A7ED TITLE BLOCK IR7 6/2/10 DATE SHEET 2 OF 2 DRAWING PART NO REV. 307494 P10 Florida Building Code Online Pagel of 3 Else=, rl"mae m sas mare I "In I UM neo tMOM I HatTeplo I Submn &OCM 9e Sots a Faas Poblltsuen9 FaC SUM OW Ste Map Lmda sea" Bus nes Pro essi - I product Approval P01c Us-1 Regulation ill > Ameotlaa list a A0plicatlrn netul FL A FLLS332-112 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Emall 650 West Market Street Gratz, PA 17030 7U) 365-3300 Ext 2550 bsitlinger®mlwd.com Authorized Signature Brent Sitlfnger bsitlingeromhvd.com Technical Representative Addmss/Phone/Emafl Quality Assurance Representative Address/Phone/Small Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardeopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urtch, PE Validation Checklist - Hardmpy Reoelved Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ' AAMA/WDMA/CSA 101/I.S.2/A440 200S FAA affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity UYes ONe ON/A https://www.floxidabuildinLr org/pr/pr_app dtl.aspx7param=vGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online FLIS332 RZ CDC FLIS332-COMP.odf Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/2015 Summary of Products _ r Page 2 of 3 F1. * Model, Number or Name Description iS332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD, OXO 145-3/4"x80' NON - REINFORCED Limns of Use Installation Instructions Approved for use In HVHZr No FLIS332 R2 1l 08-OOSOOC.odf Approved for use outside HVHZs Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: WA Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S10807B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD, OX, XO, XX 96'xB0' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 It 08-00498C.odf Approved for use outside HVHZ. Yes Verifled By: Luis Roberto Lomas 62Si4 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: WA Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S10805B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4106' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant_ No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FORDESIGN FL15332 R2 AE 51Z969A.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 961x96' Limits of Use Installation Instructions Approved for use in HVHZ.No FL15332 R2 11 08-02249A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Ihlyd Party: Yes Design Presaure: N/A Evaluation Reports other: REFM TO APPROVAL DOCUMENT FOR DESIGN FU S332 R2 AE 512969A.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 1439t96' Limits of Use Installation instructions Approved for use In HVHzr No FL15332 RZ II 0S-02250A.adf Approved for use outside HVHZr Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.E SERIES 42.0 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96":@6' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 n 0B-nQ499C.Ddf Approved for use outside HVHZr Yes Verified By: Luis Roberto Lomas 62514 Impact Reslstantu No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510806B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146'X96' ALUMINUM SGD https://www.floridabuilding.org/pr/pr_app_dtl.aspx7param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Limps of Use Installation Instructions Approved for use in HVHZ. No FLL5332 RZ 11 08-00501C.odf Approved for use outside HVHZi Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressura: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS33Z R2 AE 5108088.Ddf PRESSURE RATINGS Created by Independent Third Pally: Yes Page 3 of 3 15332.8 SERIES 430/440 ALUMINUM SGO SERIES 430/440 ALUMINUM SGD XXX 143'x80' NON - REINFORCED Limits of Use Installation Instruction* Approved for use in HVHZ: No E615332 RZ IL 08.00502C.Ddf Approved for use outside HVHZ: Yes Verified By; Luis Roberto Lamas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS33Z R2 AE 5108098.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGO 143'X96' Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 08-00503C.odf Approved for use outside HVHZ: Yes Vertned By: Luis Roberto Lomas 62514 Impact Resistant; No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Othert REFER TO APPROVAL DOCUMENT FOR DESIGN FLL5332 RZ AE 5108108.odf PRESSURE RATINGS Created by Independent Third Party: Yes mrtxlU ;r IM North floreoaShrwt Tarahassee FL 32399 Phone: SS0487-IVA Tha Stete ofFbrfda k an Ar1IFi0 employer. Coowioht 2ef17-2013 State ofFexWa.:; hr :: HaMd Stateennt Under Florida low, mrsil addrosm ere pubic records. If you do not want your small address rde med In resporlsa to a publk-raoords request, do not send dectrank mall to thisentity. Instead, contact the office by phone orby traditional awl. If you have any Quanfom pease coated 95M497.1395. 'Pmasnt to Secum 4SS275(1), FhrWa Sututes, dfealve October t, loll, tlte6m9 tceraed under Chapter 455 P.S. must provide the Oepartrrrent wish an Suet address If they toe one. The emah Provided may be used for oMrhl communla ion with the tanau. However eneq addresses am pubnt record. If you do not wish to suppfr apahmnal addres, please provide the Papartmat with an east address which an be made avaUble to the pbpc To determlre Ifyou are a Dcenee under Chapter 455, F.S., please mot LI20L. Product Approval Acmptsh Credit$FIE https:/lwww.floridabuilding.orglprlpr_app d.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 N07E5: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE R°SPONSIBILI7Y OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEL49RANE IS THE. RESP40NSIBIUTY OF THE ARCHITECT OR LNGIHIEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WAND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. S. FRALIE MATERIAL: EXTRUDED ALUMINUM 6063-TS. S. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REG!OKS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM, SHIM WHERE SPACE OF 1/18" OR GREATER OCCURS. MMMUM ALLOWABLE SHIM STACK TO BE 1/4% 9. DOOR ASSEMBLIES INSTALL D WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRA71ON RESISTANCE OVERHANG RATIO - OVERHANG LENMYOVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. =0R ANCHORING INTO MASONRY/CONCRETE USE 3/W TAPCONS WITH SUFFICIENT LENGTH TO,ACHIEVE A 1 1/4" MINIMUM EAIBEDWENT IkTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO MZAL STRUCTURE USE f10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS S40WN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FA5TENE2S TO 9E CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. W000 - MINIMUM SPECIFIC GRAVITY OF G-0.42 8. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N, ME 1 (OR GREATER). 0. METAL STRUCTURE: STEEL 180A. 33KSI OR ALUMINUM 6063-TS 1/8• THICK MINIMUM 16. APPROVED CONFIGURATIONS: OX. XO. XX, XP, PX, XIP, PIX I A I ADDED FLANGE AND PIN INSTALLATION 1 12/10/13 1 R.:- SIGNED: 12/1 &2013 MI WINDOWS AND DOORS LLC `\o%lilu11 1001 W. CROSBY RD g R•• 1 CARROLLTON, TX 75006 `"•GENS TABLE OF CONTENTS SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" SHEET NO. DESCRIPTION NOTES _ TAT 0 1 1 NOTES DRAWM qyp No. 2 - 3 ELEVATIONS V.L. 08-02249 I - 10 1 INSTALLATION DETAILS .,.,,` NTS — 10/30/13 1 Nwl- FI I HI 95- MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED CCAOR PER tAGTION 05 FOR NUMBER OF LOCATIONS REQUIRED 6 MAX 6" j— TMAx i6- LAX AME IGHT 8• M1AX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER Vl W DESIGN FWESSURE RA7W3 IMPACT RATAJIi tW.OPSF NOIe WITH E-IMI SILL SEE CHARTS 01 AND 02FOROTHFA UNnS RATWW DESj&v pRESSURE RAnNG IMPACT RATINQ 2s.0%2e 6PSF n,NE W"N 1.W SILL SIEEE CHARTS07AND 0 FOR OTHER UNITS RATINGS CHARTD7 Wft 24MI SILL WHERE WATER WR0RATION RESISTANCE ISREQUIRED. DDaipn prwevn Inert (ptX) lard DD Flora a0A Ua 4Lo M 7200pw7NNee41.0 f 40A 60Aai3i4p4&0 40A toD upaA GPt4RT 07 wmra7rorwLL WHERE WATER WRLTRATION RESISTANCE IS MIT REQUIRED. SEE N07F DSHEET I Deduff PM=Uft eirmt (p00 OD QA AtAO NeD pw aDU24.9 42D47,0 43AA Le.• a1a.• I7EmDi1pN D47L Nl4fOVm ADDED nANOE AND AN INSIAUATION 12/10/11 1 R.l CHARTA WITH I -fir SILL WHEREWA7ER INPXTR4TION RESISTANCE IS REQUIRED. DWOO pmmwe Inert" p" Oldtwel Frarm vywh Fie Nepin 0 aL04w LOD IA w pw r NeD pee 1 Ne9 w Ny Pee m e40 26.0 47A 2i4 N.7 2aA 77A 7A.D a4.4 J a52 2SA a22 azD aJA 2A a a AaA a a2LD Ia .• a CHARrO4 WI7Tl 7.1,2'S L WHERE WATER WFILTRAT)Q#V RESISTANCE IS NOT REQUIRED. SE AIOTEDSHEEri DDd?n presevn Illort tpsp Brow Rmewderml" him VMA to Rana 3LD 7Lae 2A O 0A LD as Nay pea NOe Fog OF, pw NeD A 47A 41.7 17 7 A 77A 34.• 1 34A Iwo 2 7a2 2 ILO US I 4L9 1 A 2 I a72 I9 2 7D OLO 1372J J 1 7 rmrONOrendrwID fl.wrOO+A/OI 80,DIDpowsm Tollinu eTrans314LO A 6 1 D f .0 NK d 1 LI D NabJamb f" stA 1 a e 1 a 6 6 a WA e z e e a e e Aso 4 6 s s s e s e A:A e 6 e 0 e I e MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96• z 96- EIEVATION Plump NO MD. t Y.L. DB-02249 S•1E NTS I pen 10/30/13 jP=2 OF 10 GENSF.d Dl-15y — 9 1 1 FF HE 09' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #8 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX -+{ 6' MAX 8' MAX 6' AX WE GHT 6' L MAX SERIES 420 SGO REINFORCED WITHOUT ADAPTER E717EAlOR VIEW DESIGNPAESSURERATMQ IMPACTRATING M.0PSF NONE H4TH AT/d2' SILL SEE CHARTSOIAND 02SHEET2FOR OTHER IPMAATINGS DPBIGN PRESSURE AATWGIAFPACTRATING 26.0% 28.6PSF I`E WITH 1. 1/lSILL SEE CHARTS NAND N SHEET2 FOR OTHER UNITS RATINGS oLaal mx oNE .rrao.Ea ADDED FW4E AND AN INSTALLA71ON 1 12/10/13 IR.L enARr16 HamAu bf.- Aw Mcaddaan0elnd a aldl PamdaMTMILM1N1011k0Rama SIDaaal047.0 H*ft cad llal AIaO no Hat hm0 640 Htt JsmO eaD Hat iambata 4 aa8aea0aL04 a s a a 8 a a ana a a a a e e e a60 4 e a a e a 0 a 5 3/ 8' —1 2' 2 1/ 32' SILL AUAON11.1 A & W-T5.0S5 THICK S 3/ 8- ---I 1 1/ 2" SILL ALUUN M 6069-T3.055THWK MI WINDOWS AND DOORS LLC x0lP.I. t ii,, 1001 W. CROSBY RD `'S • - • - . 'y CARROLLTON, TX7SO06vGENS d SERIES 420 SGD REINFORCED WITHOUT ADAPTER = * 98" x 96' FIN ELEVATION • TAT OF. V.L. 08-02249 3 1 3 OF 10 1/2- MIN. RCY61D14 R6v oO Igx are ATVRDrID EDGE DISTANCE A ADDED FLANGE AND :iN INSTAUMKIN 12/10/13 R.L 1 3/8" MIN, WOOD FRAMING MENT OR 2X BUCK i BY OTHERS 1/4" MAX. 110 WOOD SHIM SPACE EMBEDMENTr SHIM•SPACE SCREW r_ INTERIOR 1/2" MIN. EDGE DISTANCE 1 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS O(MRIOR LLJJ LLJJ INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR2YDUCK WSTAUATKW NOTES: 7. INTERIOR AND EXTERIORFINISHES. BYOTNER4 NOT SHOWNFOR CLARRY. 2 PERIMETERANDJODVTSEALANT BYOTMERSTOBE DESIGNED NACCORDANCE IWTNASTM EV 1`3SILL TO BE SET IN A BED OF VULXEM 116 CONSTRUCTION ADHESIVE OR EQUAL EE SHEET 3 DR SILL OPTIONS MIN. IENT 810 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCKINSTAUATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75005 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 98" x 96" FRAME INSTALLATION DETAILS mvw V. L 1 03-02.249t9 NTS — 10/30/13 —4 OF 10 ITfn 19571 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW 1NTER10R VERTICAL CROSS SEC770N METALSTRUCTUREMSTAL ATION NOTES: T. INTERIOR AND EXTERIOR FMISHES BY OTHERS NOTSHOWNFORCLARITY. 2 PERIMETER AND JOINT SEALANT BYOTHEAS TO BE DESIONEO IN ACCORDANCE WITHAZVJ E2112 L TO BE SET IN BED OF VULKEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS 7- 7/8' Mll EDGE OLSTO I 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS n' UAV RB iGNf oaaumaR WYOL I !ilrRwm ADDED FIANOE AND RN INSTAUATION 12/10/13 1 R.L JAMB INSTALLATION DETAIL METALSTRUCTUREINSTALLATION M( WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75008 SERIES 420 SGO REINFORCED WITHOUT ADAPTER FRAME INSTALLATION DETAILS OROW. ORt N4 i V.L 08-02249 WAIX NTe IVAIM 10/30/13 Islalas OF 10 lr 2 1/2- MIN. VEDGEDISTANCE e 1 1/4MIN. a! EMBEDMENT CONCRETE/ MASONRY BY OTHERS SHIM SPACE OPTIONAL x Bucx TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/ 16' TAPCONDTTERIOR U- jj LU INTERIOR SILL TO BE SET IN A BED OF VULKEM 119 CONSTRUCTION ADHESIVE OR EQUAL 3/16' TAPCON SEE SHEET 3 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS 1 1/ 4' MIN. EMBEDMENT a e' .. 2 1/ 2- MIN. EDGE DISTANCE VERTICAL CROSr9 SECTION CCWCRET ERAASONRYWSTAILATTON ouwnolI DAYS I AWWW ADDED FIANCE AND FIN INSTALIAMON 12/10/15 1 R.L. — 1 1/ 4' MIN. EMBEDMENT 1/ 4' MAY- w b2 1/2' SHIM SPACE MIN. v 1 EDGE DISTANCE 1 3/ 16' TAPCON CONCRETE/MASONRY BY OTHERSN. OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR EXTERIOR JAMB INSTALLATION DETAIL CONCRE7F1AU SONRY WSTAUAT XW NOrJM. 1. WJEVOR AND EXT97IOR RNISHES• BY 077ffRS• NOTSHDOVN FOR CLIRUY. 2 PERIMETERAND JOINTSEALANT'BYOTHVU TO BE DESIGNED W ACCORDANCE WI7NASTNE2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 7S006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96' FRAME INSTALLATION DETAILS oRmt NS DRT. oV.L _ 05-02249 W-49 NTS — 10/30/13 —6 OF 10 0Z/i EIVO'. pew_ AT SE OF : _ro WOOD FRAMING OR 2X BUCK BY OTHERS I' MIN. DISTANCE 1 3/8' MIN. EMBEDMENT 1/4" MAX SHIM SPACE 10 WOOD SCREWS DCTER/OR LU LLJJ INTERIOR 0 BE SET IN OF VULKEM IIS RUCTION ADHESIVE iUAL y10 WOOD SCREW SEE SHEET 3 FOR SILL OPTIONS WOOD FRAMING OR 2X 81.10 BT OTHER MIN. IENT VER77CAL CROSS SECTION WI000 FRAMING OR2XBUCK BISTALLATION NOTES: 1. YdrDWRANDEXIER/OR FTNISHEB, BYOTHERS, NOT 6NOWN FOR CLVM.. P. PERIMETERANDJOWTSEALANTBYOTHERSTOBE DESIGNED INACCORDANCEWITHASTII E2112 1 3/8' MIN. EDGE DISTANCE 010 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS J 1 /4' MNC. SHIM SPACE Rams oaeamcN a1E .rwaoim ADDED FLANX AND FIN INSTAU"N 1 12/10/13 IR.L fureopno JAA/B INSTALLATION DETAIL WOW FAAMINQOR2XBUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' z 96" FLANGE INSTALLATION DETAILS ONO V.L.B-02249L. Ins 10/30/13 lmmr7 OF 10 i`' •EkS 9d JTIn_1.M5!' METAL STRUCTURE BY OTHERS EXTERIOR 1/4' MAX. SHIM SPACE f 110 SMS OR SELF DRILLING SCREW INTERIOR RdISldas 000n.Iow w1 A.r.ovta A ADDED F1AM AND TIN 0MAJATION 12/10/13 R.L 1 /4' MAX. SHIM SPACE T- 7/8MIN. INTERIOR EDGE DISTANCE J--- n SILL TO BE SET IN A BED OF WLKEM 118 10 SMS OR:MQ CONSTRUGTONADHESIVEOR EQUAL SELF DRILLING SCREWS P10 SMS OR METAL SELF DRILLING STRUCTURE 8 SCREW SEE SHEET 3 BY OTHERS FORSILLOPTIONSEXTERIOR METALSTRUCTURE BY OTHERS JAM9 INSTALLATION DETAIL METAL 67WCTURE INSTALLATION VERTICAL GROSS SECTION METAL ST RUCTURE INSrU.IATLON NOTES: 1. WTSWR AND EXTII110R FIMSHES, BY 07NERS, NOT SNOWN F011 CLAW W 2 PERfMETERAND JOINT SEALAN%BYOTHFJtS 70 BE DESIGNED INACCORDANCE WfTNAS774 ElfTl MI WINDOWS AND DOORS LLC CARROLLTONR TX 75006 SERIES 620 SGD REINFORCED WITHOUT ADAPTER 96" x 96" m- 61 F . ILPG wz OF ,} ate 2 1/2' MIN. EDGE OISTANCE 1 1/4- MIN. a. EMBEDMENT CONCRETE/ MASONRY 1/4' MAX. BY OTHERS 1 SHIM SPACE OPTIONAL IN: BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/18' TAPCON EXTERIOR fNTER10R SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 3/16- TAPCON OR EQUAL SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE . BY OTHERS A, E 1 1le MIN. a. EMBEDMENT Q 2 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETF MASONRY INSTALLATION ooe.rna oR1c ,rwlwm ADDED FLANGE AND FIN INSTALLATION 12/10/13 RA- 1 1/4- MIN. EMBEDMENT 1/4, MAX SHIM SPACE 2 1/2I ' 4 INTERIOR MIN. EDGE DISTANCE 3/16' TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL. 1X BUCK CONCRETSUA40NAYINSTALIATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1. BITFRIOAAND EXTERMRRNISHU BYOTHEAA NOT SNOWNFORCLARfTY- 2. PERIMETER AND JONTSEALANTBYOTNERSTO BE DESIGNED IN ACCORDANCEWIMASTM E2112 MI WINDOWS AND DOORS LLC tool W. CROSBY RO S. •' •.'Tf CARROLLTON. TX 75006 v.•L+ENSF dSERIFS 420 SGD REINFORCED WTRiOUT ADAPTER 96" x 96' FLANGE INSTALLATION DETAILS AT OF ; i ffI:' tiwxaweNaftvL. 08 02 49 A SS OHA;,QNO UA MTS WE 10/30/13 B OF 10 WOOD FRAMING BY OTHERS 1 1/4- MIN. EMBEDMENT V I 1 pB WOOD SCREW 7/15" MIN EDGE DISTANCE 1/4" MAX1SHIMSPACE AEMSIOl6 oEauvrQ, CAN I wvaovm ADDED FLANGE AND FIN INSTALLATION 12/10/13 IRL. 1 5/9' MIN. EDGE DIST. TRIM i ' , ° 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/16, JAMS INSTALLATION DETAIL DCTERIOR a PANEL INTERLOCK WOOD FRWNB OR aX BUDK evSTA/LA70N HOOK STRIP INSTALLATION MASCNRY=NCRETE 1 1/4" MIN, METAL STRUCTUREEMBEDMENTBYOTHERS 8 WOOD WOOD SCREW FRAMING INTERIOR TRIM TRIM 1/4" MAX 1 3/B' MIN. t s1aM SPACE EMBEDMENT INTERIOR 7/1S' MIN EDGE DISTANCE HOOK STRIP HOOK STRIP 110 WOOD 10 SELF DRILLING CREW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK INTERIOR EXTERIOR HOOK STRIPINSTALLATION HOOK STRIP INSTALLATION 2X 8fMJD4V00D FRAMlNO METAL STRUCTURE MI WINDOWS AND DOORS LLC N 11R !tO GVERTICALCROSSSECTIONIOD1W. CROSBY RD CARROLLTON. TX 75006 5 . , y v=VFAAAAMOR?XBUCKWSTAUATxw FOR SILL INSTALLATIONSEESHEETSIi. SERIES 420 SGD REINFORCED WITHOUT ADAPTER 1Lr• 0 c' 96" z 96' yN.TEAIORAIdDFXTERIORFTNLSHERBY07HERS, Y. wrE NAILFlN &HOOK INSTALLATION DETAILS 888 •— NOTSHOWNFORCLAR?Y. JOA%7 SEA LAN T BY TO BECCORDANC XG ` A F,rS OR1At0 VEW6AW AdVAST?ADMvw OB-02249 IT//ONAsuesCANcs>ITsrNTS1D/30/13 10 OF 10 1111\ tL2' MIN. MV 00CRPOON art •poRovm EOGE OIST/WCE A A00m CHARTS 03/06/12 R.L 8 REVISED PER NEW WMNC 10/13/13 RLL 1 3/8' MIN. C AOOM FLANGE INSTALLATIONS 12/06/13 ILL WOOD FRAMING EMSF MENT OR 2X BUCK _j! BY OTHERS 1 3/8" MIN. 1/4' MAX. 1/4' EMBEDMENT SHIM SPACE MAX. r SHIM ( INTERIOR p10 WOOD SPACE 1/2" MIN. SCREW EDCE DISTANCE a0 EXTERIOR INTERIOR a 10 WOOD SCREW Q SILL TO BE SET IN 10 WOODCREW A BED OF ION AD 116 ( SCREW CONSTRUC110N AOHESNE ILJJIIOREQUAL SEE SHEET 2 EXTERIORFORSILLOPTIONS WOOD FRAMING OR 2x SUCK WOOD FRAMING JAMB INSTALLATION DETAIL BY OTHERS OR 2X BUCK WOOD FWMINGOR2XSUCK INSfALIATION BY OTHERS 1 3/0- MIN. EMBEDMENT VER77CAL CROSS SECTION WOOD FRANWOOF? 2KBUCKINSTALLAT ON MI W( 1001 W. CROND SBY RDDOORS LLC CARROLLTON. TX 76006 `\,- *\LENa*- p-, SERIES 430/ 440 XIX SGO *• 0 61"! NOTES: 143" x 96" REINFORCED ,p 1. INTERIOR AND 6M)WOR FWISNES SN O NEAS FRAME INSTALLATION DETAILS -o TAT 2.POOT W EEANDJOINTSEALANTBYOTHERSTOBE708-00503 II oORIO Q` DESIGNEDINACCOROANCEWITHASTME2112 ///I AIAL ac., 10223/09 jww3 OF 9 1)111111% MErAL STRUCTURE BY OTHERS 10 SMS OR SELF ORIL JNG SCREW METAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SECTION METAL STRUCTUREWSTALLATION NOTM T. INTERIORAND EXTERIORRN&W, 9Y0TH R% NOTSHOWN FOR GEARITY. 2 PERINETERANDJOWT SEA[ANTBYOTHERS TOOF OESOVED INACCORDANCE WRHASTII/ EPI12 1 / 4' MAX SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 1 7/ 8" MIN. EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS OBESET IN OF VULKEM 116 RUCTION ADHESNE iUAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS 1 /4- MAX SHIM SPACE IE INTERIOREXTERIOR RFRd7S ADDED CHARTS 03/06/12 RL 8 REVISED Put NEW TESTING 10/13/13 R.L. C ADDED FIANOE INSTAUATIONS IVOO/13 JPLL J JAMB INSTALLATION DETAIL NETAL STRUCTURE WSTALLARON MI WINDOWS AND DOORS LLC 1111111111 104 1001 W. CROSBY RO J\J 5 ;:'• CARROLLTON, TX75006v, .\OENBr<:.d SERIES 430/" 0 XIX SGO 143" x 96' REINFORCED FE FRAME INSTALLATIONDETAILSOFij'OF:; ORlO* G` oR>.teoRaRaRev08 03 C S1OHA'l a\\ crut toreNTS0223/09 4 OF 9 2 1/2' MIN. EDGE DISTANCE 1 1/4' MIN. EmemMENT 1 1/4' MIN. EMBEDMENT ONI r-- BY OTHERS 2 1/2' MIN. EDGE DISTANCEOPTIONAL 1X SUCK TO SE t/4' MAX. PROPERLY SECURED SHIN SPACE 3/18' TAPCON SEE NOTE 3 SHEET 1 3/18' TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE3/16' TAPCON OR EQUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS lh T 1 1/4• MIN. EMBEDMENT4 e• VERTICAL CROSS SEC710N CONCRETBUASONAYMb7Af1ATTON 2 1/2' MIN. EDGE DISTANCE FINS" a1E ARlOOV[J7 A ADDED CNAR13 03/00/12 R.L. 8 ACMED PER NEW TESRNG 10/15/13 R.L C ADDED FLANGE WSTALLAMONS 12/08/13 Rt 1/4' MAX. r SHIM SPACE 0 1NTERlOR a0 o a 1 L_JEXTEROR JAMB INSTALLATION DETAIL OPTIONAL 1X SUCK GONCRETE/MASONAYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1. OffMOR AND EXTERIORKNISHES. BYOTHERS NOTSHOWN FOR CLARITY. B PERIMF ERAND JOINTSEALANTBYOTHERB TUBE DESIGNEDWACCORDANCEWnHASTM99ITY AND oOoS LLCMIWINDOww. csoseY o`5`R'1Lo'9CARROLLTON. TX 75008A cENsN SERIES 43' XIX REINFORCED143' >< 98' REINFORCEDR 6aa TEFRAMEINSTALLATIONDETAILSQ TA OF OR10'..., cA.ra: Owa Na OE s/1111111t l\\ lrre oA>i e2/23/09 530E 9 MOOD FHA7ANG IOR 2% BUCK BY OTHERS 11110 WOOD SCREW EXTERIOR III10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS MIN. ItCAM8 NEV Daaumw WE I APrRMW EDGE DISTANCE A ADDED CRAM 03/00/12 1 ILL REUSED PER NEW TWING 10/15/17 1 R.L 1 3/8- MIN. c ADDED FIANCE INSTAILAXONS 12/05/13 1 R.1.. EMBEDMENT 1/ 4' 1 3/8' MIN. 1/4' MAX. EMBEDMENT F 5HIM SPACEI SHIM INTERIOR o SPACE1/2' MIN. EDGE DISTANCE r INTERIOR VERTICAL CROSS SECT ON WOOO FRAMING OR 2XBUCKINSTALLTION NOTES: T. INTERlORAND EXTERM FINISHES. BYOTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOWT SEALANT BY OTHERS70SE OESIONEDINACCOROANCE VJ HAS77WE2112 10 WOOD SCREW SILL TO BE SET IN A BED OF VU XEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING 1 OR 2X BUCK GY OTHERS 1 3/8' MIN. EMBEDMENT EXTERIOR JAMS INSTALLATION DETAIL WOOD FRAMMIG OR2X BUGKINSTALLA77ON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75008 SERIES 430/"0 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS ORAwW lM0 N0. F. A. 08-00503 J` 5\O E NS 9d+i METAL STRUCTURE B1 OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SECTION PETAL STRUCTURE INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISKES, BYOTHERS, NOT SHOWN FOR CLARITY. 1L PERIMETERANDJOINT SEALANT BYOTHERS TO BE DESfONED INACCORDANCEWTTHASTM E2112 1 /4' MAX. SHIM SPACE OR 7/8 + MIN. LUNG EDGE DISTANCE r- 10 SMS OR SELF DRILLING SCREWS 0 BE SET IN. OF VULXEM 116 RUCTION ADHESIVE MAL METAL STRUCTURE BY OTHERS SEE SHEET 2 FOR SILL OPTIONS uy p1 DATE ApMaum A ADDO CHARTS 03/06/12 ILL 6 RMED PER NEW TE IM 10/16/13 R.L C ADDD] FLANGE INSTALLATIONS 12/06/0 ILL 1/4MAX. F SHIM SPACE INTERIOR O co a o EXTERIOR JAIIAB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC loot W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/A40 XIX SGO 143' x 96' REINFORCED FLANGE INSTALLATION DETAILS F, A, 1 08-00503 EGu. E uTG 10m 02 /23 /09 Rw7 OF 2 Ftriam4 2 1/2• MIN. av CONCRETE/ EDGE DISTANCE A ADDED CHARTS MASONRY BY OTHERS 1 B REVISED PER MV TESTING i • • 1 -.., . • ' C ADDED FLANGE WSTALIAWNSa • . 1 1/4' MIN. EMBEDMENT 1 1/4• MIN. 1/4• MAX. e EMBEDMENT SHIM SPACE OPTIONAL 2 1/2• MIN. o IX BUCK EDGE DISTANCE r INTERIOR TO BE PROPERLY • DSECURED I NOTE 3 1/4' MAX. SHIM SPAN O SHEET 1 3/16• TAPCON 3/16" TAPCON Fo e' CONCRETE/MASONRY aEXTERIORINFERIORBYOTHERS 3/16- TAPCON '• '' SILL TO BE SET IN EXTERIOR A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL OPnONAL 1X BUCK JAMS INSTALLATION DEWL TO BE PROPERLY CONGRETEUOSONRYMSTALLATION SEE SHEET 2 SECURED FOR SILL OPTIONS SEE NOTE 3 SHEET 1 MASONRY/ CONCRETE BY OTHERS _F NOTES s s• 1 1/4• MIN. 1.INTERIORAND EXTERIOR RNISHESBYOTHERS. EMBEDMENT NOTSHOWNFOR OLARITY. 2PER9WETERANDJOWSFAUWF8YOTHERS TOHE r DESMED WACCORDANCEWITHASTMEV12VEF177CALCROSSSECTION 2 1/2- MIN. CONGRETFJMASONRYWbTALIATION EDGE DISTANCE MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430,(440 XIX SOD 143• x 96 REINFORCED FLANGE INSTALLATION DETAILS OPAM orR r+ o F.A. 08- 00503 VAZ NTS OiOC 02/23/09 —8 OF 9 om YP11wE0 03/ 05/12 R.L 10/15/13 R.L 12/06/13 R.L. v •v GEN F:9d005 1 5/6. MIN. EDGE GIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP MIN. EMBEDMENT IX BUCK BY OTHERS, IX BUCK TOBE 3/16' PR CUPROPERLYSECURED EXTERIOR sJ `PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRM 1WERIOR TRIM_"j1 3/8" MIN. EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR __ Z==V `- PANEL INTERLOCK HOOK STRIP INSTALLATION 4XBUCIOW000FRAMING rxau c KV DEKW n QAX PA.L1 A ADDEDCHARTS03/06/12 B REV= PER NEW TE3TINC 10/13/13 C ADDED FLANGE INSTALLATIONS 12/06/13 METAL STRUCTURE BY OTHERS TRIM fNTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOKSTRIP INSTALLATION METAL STRUCTURE NOTES.' 1. INTERIOR AND EXTERIOR P MSHE$ BYOTHER$ NOT SHOWN FOR CLARITY. 22 PERMETERAND JOINT SEALANT' BY OTHERS TO BE DESIGNED INACCORDANCE WITHASTM EM 12 MI WINDOWS AND -DOORS LLC loci W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/ 440 XIX SGO 143' x 96' REINFORCED HOOK INSTALLATION DETAILS DRAW F. A. 08-00503 E utc rR 02/23/09 s"gu9. OF 9 A 6GW17 Florida Building Cade Online Business •ProfessionalRegulation r 505 Home I L" to I User Registration I Hot Topic I Submit Surcharge I Stats S Facts I Pubikatlorts I FBC Stay I eas site Map I Links I Search I Florida a Product Approval USER: Public User 6+Ja.dMrrr ,J\Yn Product Approval Menu > Product or Application Search > Application List > Application Detail GFF10EGF ME FL # FL15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL1S000 R2 COI Certificate Of Indeoendence.Ddf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 r TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https:/MoridabLilding.org/pr/pr ppp dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82wp/e3cP/93d FAI 6/9/2017 Florida Building Code Online FL15000 R2 Eouiv FL - 15000 Eouiv of Standards.odf Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 Summary of Products FL at IModel, Number or Name Description 15000.1 a. "Fiber-Classlc" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 11 INST 1S000.I.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.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "3' part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.2 b. 'Flber-Classic" or "Smooth -Star" 6'B "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL1S000 R2 II INST 1S000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. See INST 1S000.2 for Design Pressure Ratings, any FLIS000 R2 AE EVAL 1S000.2.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 c. "Fiber -Classic' or 'Smooth -Star' 8'0 'Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. See INST 1S000.3 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 1S000.3.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of '3" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.4 d. "Fiber -Classic' or "Smooth -Star" WO 'Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 If INST 15000.4.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 1S000.4 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 "3" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 I e. 'fiber -Classic" or 'Smooth -Star" 18'0 'Non -Impact" Glazed Double Fiberglass Door - Outswing IInswing (XX Configurations) htipsJ/lloridatnAlding.org/prltx app dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAM6CzHQ3yMKg2Hy8°2fuCfc2MRiSC82w°3d°3d 2/3 6MM17 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II 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.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors, which have been stained or painted within 6 months of Installation.) 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 FL150i)0 R2 If INST 15000.6.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 15000.6 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 "]' part number doors, which have been stained or painted within 6 months of Installation.) Back Nest Contact Us :: 2601 Blair Stone Road, Tbllahassee FL 32M Phone: 850-487-18N The State of Florida Is an AA/EEO employer. Coovricht 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 notsend 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 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they haveone. 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 an be made available to the public To determine If you are a licensee wrier Chapter 455, F.S., please dldc herre. Product Approval Accepts: M Credit Card Safe https:llnoridabtrildrig.orglpr/pr_app dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 313 dy ", @ EKTERtQRJ i .r' 55 r ..: y .?•,fie• i3: .•.ni .Z :.i• i.i 2 'II`Ilfllntli``` _ a7..`;:::t•.;.11;``,fi ,i w'' `''.7• $ o" fi f.ib ' y.L'. :f;•v a l.::t w r :.y;..•!, INTEMOR UWMAX i Beye DOOR 1 HOMOWAL CROSS SWWN PAiiB WID1H 3 DCM PANEL is+;''••f: AV1310 INTERIOR 4D1Z ;}a .tiyy LATCH 571LECLAFt&7t SSIC) (FIBER CLASSfC) Z.` . ODOR PANEL Fiber Classic i'l a ::• s0 oee 24 }2 MNCE STILE 8 BOTTOM ML WAD N.TS. 9 f9BER CLASSIC) (FIBER GASSJC) L CROSS SECWN OL W6 JK a J DOOR PANEL cm m LFS s anima 44 a FL-1500 3 isuw3aPJ2Of — 1rzom 1/2- MIN. am CLASS 'INK. Ci TEMPERED GLASS L.,r• 10 41 lEPT SPCESNOE1 5- INSt AMA [ & W/ SMG UIE FRAME A?JN , DFTA0 13 9379 AX. PANEL W1D11i 7.1EYMAX. D.LO. WDM AIR SPACE 7 8" EMPERED Im CLASS 1/2- MIN. Cross THK. 1/a" TEMPERED CLASS A/! R8 SPACE TEMPERED CLASS E 1 bU NVIt I r1 1 iKORiZOMAICROSS SECTION 4 SIDELIE PANEL t 215T'"'{ y• a r 1 PL ISOC UP UTE_ FR'Ur /1 PC UP UEE FRAME i DRRUDED PVC [ {DRRUDED SNC L i — 1D7T t gC 1 5ECTbN 5 E ITEPANEL 1. Spooinp for Hare IM k µ1 (file home ecroMra) 2 lSbl- I, 1 is os fvl o From the bottom up on sidex aS'. 4 satll ( 7) more opocod at 10.675- o.o. Ehere ore (2) SIDEUTE PANFl n SIDEUTE TOP & 80TT0Id RAIL strews boL% top and bottom at 2.125' In from each LDS' IILANK SLOE SRLE corner, Smooth Star FD CER JOfN1ED PONDEROSA PINE; SC•0.*3 " ANGEF JOINTED PONDIJt051 PIN$ SGe0.13 46 49 t3 77 `.1S MIN. ma b h 5df9uwf r,t d o. 1. The aldellH At dfraot act We the Jamb with (72) Ram # 43 a /e x 2' pfh. Mood screw. Thera are 13 4) at each vuNoal Jamb, from the toy down at 10 13.5. 31 . 40.5' & 66 Ttnre am (2) at the 11J MItI 21 to header at 4' tram the outride corners of the 1M0. itTP.j from&. Thw are (2) at the aft 4' from the outside comers. l Mizomrx CROSS SECT1oN 48 1-1/4' MIrL 49 EMS. (TYP) 17 13 6 45 Q a 44 8 7 tr'. N'rl 8 F Yt a .•r s, 7 TO Cl 1A 3B tALufLVVE at 4J SEE NOTE 1 35 E1lZTF81CB 21 24 12 9 to 43 N.T.S. m an JK e 10722 moRmNfAL CROSS SECTION 3 HORIZONTAL CRM SEMN J Lil-I am• Of L.FSa OamI " FL- 74OWJ a 71a0 1 I B llIpIIMULLIONISHOWNFOR1II 49 II REFERENCEKRYOENINGHEAD 1 ,II M. MULUON•!II JAMBS B SHOWN FOR II1REFERENCEII 2x Buc 11 I II\ pB ISASTRAFOR II p REFERENCE II II B II n a II II 1 II r• I I B I I Il B II DOUBLE BUCK W/SIDES t>ES ANCHORING MASONRY OPENING OOt:C1tElEAt C1rOR NOTE: f. conatie MIRCoionr otthe cmnem moybO to m*ddn fie mft 2X BUCK edge dbtonce tomvkajobrts. 2. Camv W ondmrbcag tr noted as 7MK. ON CIMW wwtbv =TA W to mdMab therdn. wipedbtatce tomatarMUcddtlondconaete anchors moyber"Mdto erAP" Me WAX ON C0IWdone+utcn ore notexceeded 3 Canaeteandror}onfr. ITV! 0 TACON1!C 1-1/4• 4' N LTRACO1A6" I.1l4' 1' 4' a' 1 A. ems'`' C! s MASONRY OPENING TYP. na1 ai ;i HEAD 9 JAMBSB h Eyy 2XDUCK6JsSV 6 9 I I ` ASTRAGAL 4 `S 1 SHOWN FOR 1REFERENCE1 C it NMR jU II SHOWN ll V 49 REFERENCE II TYP. HUD 11 JAMBS II li II II II II II I I MULLKIN -' I Io I I SHOWN FOR I I I1 REFERENCE II I1 II II I1 MASONRI OPENING ZX BUCK sn oSaLb V O Zd Due 02 4 12 N. T.S. Oft IM JK a FL- 760MI3 1= 1l1,6 lA3tt' 70.6! 16S 14]ti Y RoTrom I4L e. E 27 r TY. 27 TYP. TYP. ur & r 2 Q 0]S Ii••-' SEE NOTE 1 6 4 O — ays-- •-- _ c am 0 24 /2 § V ASTRAGAL DUAL IN& N.T.S. aOWLonJKa 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP oa L-S M10 THE BOTTOM. Dion• ra. FL-15000.3 n aal 1 ar 12 0 THERMAITRU THERMA TRU DOORS 17e P.Orrmvr aF. eODO ". ON Aso, 7 FIBER CLASSIC' / "SMOOTH STAR" 8'0 INSWING w/ & WOUT SIDELITES FIBERGLASS DOOR 7dO*IMPACr Ca`ly LNOTE 1. This product t,os been evaluated antikin comply cO wththe Sth Fdbbn PM41 FbWo B gft Code Ifeq stnxMal rea4rornrnbirlvrbrp the'14gh Woolly Nwhoone land WQ. 2 Kmduclart,00 Wbwasbisda,dspooedostsormanCetdh.M,dsarenbvd17k ntobose motedd showbeboyand war drmft arsbxc a. 9. When used h go VVHr 7sk po&%thseguk•dto be proteded *0 anbpactreddont covering that conVh swiesSecOon 167b of the W- 4. Whammed In areaouMdeofthe V*C mq,btngwndbome debdspatecilonfNsproduct's mq*Wtobepmbt dedwi%on*;cdre&mtcove*ote=npks%%m3edon160932of S. for2rdud bmnlrtg cw%lftPdbmande Ingofttwmudtssbdbethe mmeasMsatdownfor29 bu¢ rnasaey corohuctlan. 6. Site ammftr s *0 devlofe tram the delab of ft dnawbrg mqule fetherrnyhming orsolf'sE b/ a9cerood engtxmorregklved cod*vcL 7. This productdoesnot~ Vewctar kdMmtlon requlernerAs for tAs'ItVItT. bsMhrp unik shod be batdodody hnas6obHdbbaea aathabioNeloerfoesprotectedbf an o+ed,ong a aarsopy Wtom%lebetween ffinedge efewppforowerhargiaAblr3than 45 degem TARIE W COMFNI] tar* 06CL" m I re. prersraes&perrodnotes z Door 1 detots a 4 Sidellow ddo36 alolalls 5 Vedtmlooasecom 6"mumitalaossimellons 7 Horltantdemanc 8 Igrd( ArrG 9 Frwn• 10 rrorruo n dWM IZ m & Com o0 1--,osse• t41uc overAs ncwt:wolnit--{ I rp` o WECUJVL ' el SHEET 6 g DOUIRE' w151t7QftE5 1NSWINC UNf7 OXXO 37jvmkx ovvWt FR" WA71It 744V A" a, r MumWEi1 F 5gx 7 7 B SEE OE' arll A' g SHM e DOME SINGLE 67. 0 -67.0 000sls 47. 0 47.0 3WGlxaovge ruff n. nec 47.0 a.0 DETAd 11 / SHEET 6 S 5 60.0 1 -60A 60.0 1 -60.0 I FL-75=4 3dWMAx DOOR PMELWIM 2 2 g ,a0 le N NVi lm L e DOOR PANEL Smoom Star 01 110fa& D1l. CROSS SECTION 2 1300R PMa r MOM d G7CN SIRE 54 ginSLIOOhfSTAR) tfno N.T19 256 (S1<t007H STAR) fO / Z \ CA 2 DOOR QSS SECTION MO eo . S m' aoc an us ; V55aw. a 0 gat ofj p TE 2 SEE NOTE 2 3 € t 1 VEJMCAL CROSS SECTION 5 m 75 SEE N07E 1 DMM1GB .y--JMMIOR 2 VVW.AL GROSS SECTIONSECTION' SEE X07E 1 frr*jllq 3m ao 90 i O 3 VERTICAL CROW SECTION V Shown w/tx mb—buck OP71ONAL SURFACE DOLTS ON ACTW PANEL SEE OFSI6N PRESSURE CNAR* 1= 1. Tho afda6Do Is duaot oat Into the tomb with (72) item J43 o 18 x Z' pfh. wood aenw. Than are (4) at such vertfoal Jamb, from the top dfnm at Mr. 31', 4aS' t 6r. Thera an (2) of the heodor at 4' from the outpide comets of thx ffome. Wan on 2) 111 a fa x 2-1/2' pfh. rood screw at the eft, 4' fmm the outsWe comem OPTIONAL SURFACE BOLTS ON AGMPANEL SEE DESIGN PRESSURE CHAR?) y 24 12 N.TS ad as JK an. at LFS m41001; 2. Fi-1500R4 alum .L o 12 i 38 rt 9 1 s• Gi 0.15-Hl rr++f+ SEE NOTE 1 I. The adelife Is dVeet set No the Jamb j ppii 43 wM (12) Ram 143 a /a w 2 pfh. Weed aeserer. Then are (4) at each vertical 4 yjamb. from the top down at 13.57. 31'. 4a8' d: BB'. Thera are (2) at Me header ACTIVE AS at 4' tram the outside camas of the j ddi @hams. there are (2) /r3 a /R s 2-1/2' h: SroadoverattheA4fromthei.q;ft v @z a oulsida oomars. t,.'F•"•' a lI MOR 36 bf 4t 29 45 44 MAIL !k: S1eT$ 17 16 OPTIONAL SURFACE BOLTS ON ACTIVE PANEL 1.1/4NIK SEE DESIGN PRIMURE t7URT) DAL MPJ m lOPJ B 3 HORIZONTAL CROSS SECTION o 6 I 22 E8 Otd'lAGL t+K 43 33 4 6 7 SEE NOTE 1 3t . 27 tt 7 43 33 INACTIVE ACTIVE 10 C1 1J iI1 08 S6 14 1y 4 c a tl to 37 45 am O2 4 12 ora N.TS. 31 38 i8 sea an je LFSMM 1rHORIZONTALCROSSSECTIONf2HORIZONTALCROSSSEMONWU FL-13MM4 n66 M 4" 8' Ll.ld8• 84r1 8• r1 " ac r•'•~ rr i y ''' i N MASONRY II IYP. HFAD 11 OPENNG I I & JS AS I IAMB MASONRY OPENING TYP. MEAD JAMBS ho+off+ 0 I I 1 SHOWREFEENCEN FO I I SHOWN E s i b° u ii 2K BUCK iN3 r¢ gdf 2X SUCK II B I I 1 e 1 1 MULUONMUUJON•,l IISHOWNFOR1Si1OWNFORI( II 1 1 J3rr REFERENCE REFERENCE a II1111II 1 11 1 y, f DOUBLE DOOR W/SIDELlfES DO 1Rl 1DODRMRUCK, ANCHORING Bl1CK ANCHORING. F bl e- 4 r 4" 4 N r 12 I I I I K'•. k MASONRY OPENING II II HERDMASONRY OPENING AD JAMBAMSSIIiiIke2X BUCK 11 II 1 II 11 ` yNLUON II 2x BUCK C06NCNORNOTES: II SHOWN FOR II 1. C —fe anc coca bmi at the comers maybe ac>ketedto maintain the mh edgy dbtance to mwW]drds II REFERENCE II I I I 12Crx:mteanchorboo6onsnoted as MAXNIFR" AX ONCnsutbeadltatedtoI I JII maintain ftw -h. edge abtonce to morWjohb6 addUkwxg concrete anchors O1 may be regL&edto oraraethe MAX ON C9RER' drrrwfonare rotam ded: 1 I MULLION I I SHUWN FOR U ri CSConuefe onchafamte REFERENCE j I I I I ro o eau 4 12 w NT. S me K' n"' my II II mil Va.eR ,JK e as so LFS cq VMj3BOORW/ S10ELR6 BUCK ANCHORING Y-i. rr!. SINGLE DOOR ANCHORING 5000, 4 a oea s O c iNlf. MlFh3flFAJ<AN. Fk liir47tAA7 TAPCOH SEE DEYA1L CONCREIEANCHOR N01S 1. Convefe anchorAxaOons at the women maybe acusfed fa mWrdabl Memh Gape adance to modarlwnh, 1 con- ERmuRbeadhatodto m&dafn themh edge dWowe to moffarloM adcWoAd connate anchor maybe mqu?ed to ensm the XIAX ON C&4Wdlmensfon ae not exceeded 3 ConareteanrhortaWs., 391 11W aTAPCON 1/Ir 1.1/4' 1 4' iAPxC Me 1.1/4' r t-1/Y CM SCREW Mtoa&fn mtnhnum endditnm 11mawadhoof1. a S/B-edge alrlarxe 1' woodsn vvs topreventthespRft of wood. THES& ( 2) ANCHORS REWD ONLY WHEN DP > 47 PSF Mr OPO4INC FRAME 2X BUCK L•• TYP. HEAD R JAMBS o aucx TYP. 4 SEE OETAfL S' SWGLE DOOR W/SIOELf ES. 13 49 30 JO SZK BUCK TALLATON1 0 31 31 13 W// 1X BUCK I ALLA11CH 10 , E •3• OaNL -2- 10 ASTRAGAL & SURFACE BOLT STRIKE PLATES O HEAD 10 nEwL s' 13 1 1 73 O 0 30 DETAIL ' 1' DETAIL • a• SURFACE BOLT STRIKE PLATE THRESHOLD a nf7f1* 1,1I11111``a e r Q SE d re2 4 12 YL N.T.S. c m dK 1 k. rn !iS 1 11ge / e 1 FL- 15000.4 c i b DETAIL '3' VIEW W—`9- T Y MASONRY11 T fNSTAL OPENING W/ix30NSTALJ M NFAD s am FRAME 2X BUCK SEE n' 1 SEE DETAIL "2' O Ma. SILL 2M0.E_QImB CONCREMANCMORNMEY; T. Cbhoete ondw locaHoru of the comets may beocusfed to moiifdn the m1h, edge dbtonce to modorJohts, 2. Concrete mchorloeollorenoted as MAIDON CFNWmuitbe odkotodto moinfegf Ihs mh odge dbtonee to nwdw foUlTr admRalalooncete onchoa maybe regLftd to emwe the MAX ON C NM' dirmnion as not axmoded. 3. C]onmft anrhorioblw iii 7P7tTy% DIC EF6 kPalk 17W oL TAlCON1/R 1-T/P Y 4' 17Y TANCONe 7/14' 1-1/4' T PO EW KVALtATIONNOTES 1. d'noMrArwmWedge ditnce,7'enddManae.a1'oc.ryodliyof woodpe sws foprersnf tho sT><iWQ of wood DETAILSEE DETAIL 5' 49 p JO WAX BUCK 73 0 JT st INSTALLATION W1X BUCK 48 I STALLAMON ` DETAIL '2' 6 ASTRAGAL K SURFACE BOLT STRIKE PLATES fe HEAD n 37 JT cra g 2412 g JD Jo sma N.T.S. 11sw od JK n DETAIL '1' SURFACE BOLT STRIKE PLATE O THRESHOLD osL WA LFS ; i wv.oFL-13000. 4 Ja er1 0 3 41, g 11-h 9524 41rV SiSi 1&W ISM MIT lw 14M M3 y 27 TYP' 27 MP. TYP. tS 4S 32Y 31S r one 4— 4 SEE NOTE 1 Cl 4 0.12d'^y -- aft 0 4 12 g 2,-Sam H.T,S. d Om e0 .K a 1. THE ASTRAGAL BOLT WAS A 3` THROW AT THE TOP **L A LFS AND THE 80TIOM WAMW "" u FL-13000.4 or o otsp7>apall xar.r t a,1 F,va1 pJt uAv. twc r>3aaAs or 11lOIA4F1iN YM pdd ZOmIO Fj{inhj 00D PIt1ABAa u SYOOIx ST t I 9Y ilxton-inu .sh ar rooB calrraalreR571E lCXE Si12 SraQ J R BOrI01r R41. a0f0 OT raW AJrrc 101r 4LN)XfSSgN 1'EA7iB7GlD® Otlf e al ra a to R7I HOOD 1J un1 COaCiFiF wlaaaaip ro ADuLsawn - MUMJotaioudw°D°aacx coMaafala ro titer w Comm 10 Y 2 NM IIpOD SD[M SiATA. r t JO1DP r 2-I PAI u mone rio Boor .07o mXuarn wwlt fr afADr sc ). ass n wx t c Sppp IDOL - 9ax7UiE 4RFS 1 mr ro MOOD AWl7 JIYa SPAAf7 1 JVB SL.4 w0p0 Z] A7DOET DENB017 - SIvl1 7( IIIAFYIGWE ASattdl BO77 5 FU79r BOU RFDWAi AILM1mAIN X BJ01 SC ) o a I-i ID: 0001 91tD WOL f1 a 1-J SrfiL D SSar y rp r 2-t Iaw1Ps yrp, r awrus u1vE - PrISTG rFnF M PLtSrC li 111E A!< BV1K JII® Ap1E RIXXI 1 90D11E SIDE ro a 1- la r'r1r xpm r v a s PRr Dao oX m rnauE arcs 7 r RA' R#1 CNIUVJE SILFL 7sa a-ro a t I PIA7omr 57Z8 at a 1' [ 1nxD 3170A' arQt J a J OWItfR I1011nD FWLE4 I{OLO 1 L r Ia pit SaD 1t1a AVd 5728 N6 147 . 57E8 Q 1 J-ZO S(Y Bafl M i - BO r J- ODiRFiE sslatr PfNSIIgWIIssaIapOESf1Ea'1rEsaousaeorrouNUM 1" FM WW MW 1Y MMMMM PM O O . r4n rp ``` 3 m WWI FJVM fit000 8 [r 6 SMW j Iz s13 +6 SLD)Fw SOLTr1VE5. ?S' cfrc) •- ))) Pff MET Z 6if D SURFACE BOLT SMDT PUQE (_729' SrM IJL _ PMX Bon i7ZP EI j29 7 MWV ZZ WOOD FM L LIP IN (NaINGER JOIN= PONGt7tOS4 PINE, SG-O.4,i ff36 MW (so 7 ®JNSNNG DDOR BORDA! SWEP SCRW VINYL .090' MAX WALL, 37035' AIR WALL 2. Ur 43 SA FVK SD443) yap r 41 MW IF 49 SUFAW € r T-- CMUM aa4D H.T.S. i 18SELFMM71r_ c rvv s TH ceupm woa on JK AIUMINUMAIN11 _ 045' WAIL Lr Ilk 15 .BDTlsp O . ppCCFAE .OBO' THK_ WALL VINYL 7YP_ 0. 09' EXTRUDED NNYL WALL awns no.LFS PL- 10000.E n narar 1,2 erg p F7 R .W 'R W Builcling Consultants, Inc. B Consulting andengineering Services for the Building Industry C P.O. Boot 23B yahlco, FL 33S95 Phwm B13"9197 Florida Bard orPmreraool Pntlorec orifimtn orA+uhmirarioa No 4B I3 Product L'ateliory Sub Category Manufacturer Product Name Shefeging Therms-Tru Corporation Fiber Clessio' I *Smooth Star' Exterior Exterior Door 110 industrial Drive BV Inswing w/ and wkut 91de11BesDoorsAssembliesEdgerton, OH 43517 Fiberglass Door Phone (418)298-1740 Non•trn act' Soops: This is a Product Evaluation report Issued by R W Building Consultants, Ina and Lyndon F. Sphmid4 P.E. (System ID 8 1998) for Therma-Tru Corporation based on nine Chapter No. 61GZO-% Method 1 D othhe State of Flo11da Produot Approval, Department of Business rk Professional Reguledion. RW Building Consultartle and Lyndon R. Schmkdt, P.E. do not have nor will acquire financial interest In the cornpsuhy manufacturing or distributing the product or In any other entity Involved In the approval prowess of the product named herein. Llmlrations: 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° (HVM. 2. Product anchors shall be as listed and spaced as shown on detailh: Anchor embedment to base material shall be beyond wall dressing or stucco. S. When used In the'HVHZ' this product to required to be protected with an Impact resistant covering that complies with Section t= of the FBC. 4. When used in weas outside of the °HVHZ° requiring wind bans debris protection this product Is required to be pmtoclad with an Impaot resistant ou vari ng Olaf compiles with Section 1609.1.2 of fits FBC. S. For 2x stud framing constmction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. S. Site conditions that deviate from the details of drawing FL-15DOD.4 require further engineering analysis by a Iloensed engineer or registered architect. 7. Inswing configuration do not meat 1he water InBilraflon requirements for the 'HWO. Inswing units shall be installed only in non - habitable areas or at habitable looatIons protected by an overhang or canopy such that the angle between the edge of canopy or overhang to rig Is lass than 46 degrees. S. See drawing FLA5000.4 for size and design pressure limitations. Sup orlLrq Documents. 1. Test Report No. Test Standard TEL 01480337-A,B,C , ASTM DOM-03,ASTM D1929-96 ASTM D2843.99 TEL 01460336-A,8,C ASTM 13836-03, ASTM D1029.96 ASTM 02843-99 STTSODDD1 ABTM 02945 16427-107362 ASTM E84-00a ATf 67608.01.106-18 ASTM D192"B ETC 01-741-10701 A TAS 202-04 ETC 01741-10703.0 TAB 202-94 ETC 01-741-10593.D TAS 202 94 TEL 06-1031-3 TAS 202-94 TEL 06-1031-4 TAS 202-94 Testing Lehapdory Signed by Testing Evacuation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETO Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,lnc. Drawing No, Prepared by tMlBDPOJ'P No. FL 15000.4 RW Building Consultants, Inc. (CA 09813) Wit% : ciova-6 "' o Celoutetions Pmeredbv d Anftring RW Building Consultants, Ino. (CA #W3) ASTM E130D Glass load Lyndon F. Schmidt, P.E. Quality Assurance c CertificateyNational Accreditation agern gp':''• s t -mt"FInsIIWteaarGfying IatThernallon aTruCorporaUIsmanufacturingproductshwithinaquality assurance program that compiles with ISO/IEC 1702D and t Quids 53 r- cf r t1+ 4 '`?'? Sheet 1 of1LonHicks, VP Operations William E. Rtdh, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. Signedfi Sealed by Lyndon F. Schmidt. P.E. F. Schmidt. P. E. Lyndon F. Schmldl, P.E. F7. PE No. 43409 2/mis