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Home My WebLink About2440 Waxwing WayCOUNTY OF SEMINOLE - 5 IMPACT FEE STATEMENT 99 STATEMENT NUMBER: 17100006 DATE: September 14, 2017 BUILDING APPLICATION #: 17-10000653 :( to, a yBUILDINGPERMITNUMBER: 17-10000653 ,a I UNIT ADDRESS: WAXWING WAY 2440 17-20-31-502-0000-1470 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVENUE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2440 WAXWING WAY / LOT 147 SFR WYNDAM PRESERVE. FEE I BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing .00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PA 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 i AMOUNT DUE 5,759.00 r STATEMENT RECEIVED BY: SIGNATURE: 7c /ct },c iy L IU PLEASELkRINT NAME) DATE: _,< NOTE TOIRECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2- FINANCE 4-LAND MANAGEMENT NOTE** r PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY -ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. O PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THh REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE iOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. SITE ID: 3E9527lLOT;,147BLOCK: HOUSE: 2440 STREET: WAXWING WY CITY: SANFORD STATE: FL LP: 32771 COUNTY: 09SACCOUNTgTAFLBUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: NDP 10/1E2017 2009 CUMATE ZONE: PROPERTY OWNER: PROPERTY ADDRESS: 2440 WAXWING WY, SANFORD, FL 32771 PROGRAM: HERS1100% TESTER: EFL IECC: TEST: BLOWER DOORS RESUj:: PASS —TESTER: Din RwNIt DATE: 04111201E i • ` TEST NAME . — t fi " d. v Ai .- CORRECTION' NEEDED a BUILDER ' VERIFIED.. RATER— t VERIFIED WA 5. 1 Attic Access Panel (fully gasketed and insulated) X 5 2 Attic drop -down Stair (fully gasketed and insulated) X 5 4 Recessed Lighting Fixtures (ICAT labeled and sealed to drywall) X 5. 5 Whole -house Fan(insulated gasketed to the opening X 7. 3 Fresh air ventilation installed perr rem specs X Blow Door BD Target BD Adluel Room Pressure Tut BUILDINOORIENTATION * PROGRAM VOLUME CU: CODE VOLUME CU. PROGRAM SHELL SQ' CODE SHELL SQ: S( 180-) NIA 24,817 0 0 PROGRAM* CFM 50 ' CODE CFM 60 PROGRAM` ACH 50 CODE ACH 50 v . PROGRAM, df Shoo .' CODE` of SMII ' 0 12,895 7 1, 442 1349 Mrrter•. Mat BdrM 1 0 Bd. 2 1 0 Berm 3 0 Bdrm 5 0 Rm 1 0 Rm 31 0 1 OtMr 0 Bdrm 4 0 Rm 2 04 CODatwtorsErwgy Star QuaNetl lances? Efidem UgMM P ? EO or > Of Hardwired LI Ms Mtst Be CFL Or LED Low Flow Faucets, Toilets etc? PrograrrimsWe Thermostat? X CertMed Green Program Level Requlree Visual Inspec0on us& AeI Icw S in ' yltem^ w Loatlon Menufacb"r Name Model 01 Model 02 Model 113 Model M4 " SYSTEM 1 WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM 2 WATER HEATER SYSTEM 3 WATER HEATER SYSTEM 4 WATER HEATER SYSTEMI FURNACE SYSTEM 1 HVAC OUTDOOR OUTSIDE CARRIER CH14NBO36 UNIT SYSTEM 1 HVAC INDOOR COIL SYSTEM 1 HVAC AHU (HEAT INTERIOR CARRIER F84CNP036 PUMP SYSTEM 2 FURNACE SYSTEM2 HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM HVACAHU ( HEAT PUMP) SYSTEM FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AHU (HEAT PUMP SYSTEM 4 FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AHU (HEAT PUMP) BUILDING SPECIFICATIONS 1rh '- k,'BUILOINGrCHARACTERISTICS• ." f t ASDESIGN -VALUES'. V ASBUILT-VALUES%, COMMMENT •. ' OF BEDROOMS REM NA NA CEILING FLAT REM NA NA SEALED ATTIC REM NA NA VAULTED CEILING REM NA NA FOUNDATION WALLS REM NA NA EXPOSED FLOOR ( REM) NA NA s uI`BUILDINGCHARACTERISTICS' .-M AS DESIGN - VALUES~ .. r . ASBUILT-VALUES L .=COMMMENT• tia PROMRAMMABLE THERMOSTATS (PRIF) YES WATER HEATER TYPE (PRIF) r CONVENTIONAL = WATER HEATER FUEL TYPE (PRIF) ELECTRIC WATER HEATER SIZE, EFFICIENCY 6 LOCATION PRIF INFILTRATION HOUSE LKG ACH REM NA HI . 3 49 CI - 3,49 ACH 50 Pascals FRESH AIR VENTILATION TYPE PRIF AIR CYCLER VENTILATION FAN MANUFACTURER REM NA NA VENTILATION FAN MODEL it REM NA NA VENTILATION FLOW REQUIRED REM NA NA VENTILATION EQUIP. RATED CFM (REM) NA NA VENTILATION # OF FANS (REM) NA NA VENTILATION TIME - HRS/DAY SPECIFIED REM NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR PRIF FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC'S (PRIF) INTERIOR % OF CFUS PRIF DISHWASHER PRIF REFRIGERATOR PRIF FOUNDATION TYPE PRIF SLAB TYPE PRIF SLAB AREA (PRIF) SLAB DEPTH (PRIF) SLAB FULL PERIMETER (PRIF) SLAB GRADE (PRIF) FLOW RING (PRIF) HEATING (REM) NA NA COOLING (REM) NA NA AIR -SOURCE HP REM NA NA WATER HEATING REM NA NA y" 'n.,-..,. „U4 r: •' I Comment AT TIME OF TEST TEST: DUCT BLASTER RESULT: PASS TESTER: DM RwNIt DATE: O41112018 TOTAL ( CFA SO FT) FLOOR AREA t 0. ;2680 i DUCT LEAKAGE TO OUTSIDE % TARGET 0.00% 8 00-1 r TOTAL DUCT LEAKAGE %TARGET ;• 0.00% . •12,00%' ti r. SYSTEM 1 SO FT. SERVED (CFA) * ;0 2,660 POST CONSTRUCTION SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 1 0 ,213, SYSTEM 1 DUCT LEAKAGE TO OUTSIDE r 68 ' SYSTEM 1 DUCT LEAKAGE TO OUTSIDE Infinlly% 2.58% CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE !) 319 SYSTEM 1 TOTAL DUCT LEAKAGE i ; SYSTEM 1 TOTAL DUCT LEAKAGE (% OF NiN% r 0.00% CFM25)TARGET r ( CFM25)ACTUAL , CFA)ACTUAL SYSTEM 2 SO FT. SERVED (CFA) 10 0 ir t + SYSTEM 2 DUCT LEAKAGE TO OUTSIDE r - •' , y ' SYSTEM 2 DUCT LEAKAGE TO OUTSIDE ' . SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET ;. 0 • 0. • ( CFM25) ACTUAL (% OF CFA) ACTUAL t SYSTEM 2 TOTAL DUCT LEAKAGE 0," SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET 0 ( CFM25) ACTUAL CFA) ACTUAL' SYSTEM 3 SO FT. SERVED (CFA) + 0 0 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE Or '- ''GO SYSTEM 3 DUCT LEAKAGE TO OUTSIDE SYSTEM 3 DUCT LEAKAGE TO OUTSIDE "') " CFM25) TARGET c :a+4 ,f *. „ t, • (CFM25) ACTUAL (% OF CFA) ACTUAL ; ' E, b SYSTEM 3 TOTAL DUCT LEAKAGE 0 % s' SYSTEM 3 TOTAL DUCT LEAKAGE V SYSTEM 3 TOTAL DUCT LEAKAGE (% OF + CFM25)TARGET ' (CFM25)ACTUAL A + CFA)ACTUAL s • ' 4 SYSTEM 4 DUCT LEAKAGE TO OUTSIDE SYSTEM 4 DUCT LEAKAGE TO OUTSIDE r SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET 0 0 ( CFM25) ACTUAL x ` (% OF CFA) ACTUAL SYSTEM 4 TOTAL DUCT LEAKAGE ' t SYSTEM 4 TOTAL DUCT LEAKAGE s SYSTEM 4 TOTAL DUCT LEAKAGE (% OF s CFM25) TARGET ' , , 0(; /, 0 : ( CFM25) ACTUAL CFA) ACTUAL BUILDING SPECIFICATIONS BUILDING CHARACTERISTICS + '+ • ASDESIGN-VALUES ASBUILT-VALUES COMMMENT DUCT LEAKAGE TO OUTSIDE (REM) NA 0 025 CFM25 / CFA TOTAL DUCT LEAKAGE (REM) NA 0.12 CFM25 / CFA FLOW RING (PRIF) IF Job Address: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATIONTall Application No: ' a( Documented Construction Value: $ ,_ 24gG Z.LO. nr la• n vcd 3'1"11 Historic District: Yes No Parcel ID: 17-20-31-502-0000- ILV I O Wyndham Preserve Lot 1LJ-I Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New, SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Phone: 407-647-3700 Fax: 407-647-0700 No State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: :NA Mortgage Lender: Address: Address: NA WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF 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 of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued; in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of O /Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name S+ re of No -State of Flonda Q Date Shayne Mange' NO Ry PUBLIC T '&tL'ORIDA m GG11311; eN 6121121?21 Owner/Agent is vim ttyMe'or Produced M, Type o Print Contractor/Agent's Name r1 ) n— ignature of Notary -State of FloridV Date Sheyng NOTigRY p nge, ST,47 UBLIC EOFFLOC Rlpq t GG113 1 Contractor/Agent is f Ot l j?wn to Me or Produced ID -Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building © Electrical 2 Mechanical © Plumbing[j] Gas Roof Construction Type: q6 Occupancy Use: (L3 Flood Zone: St-r Total Sq Ft of Bldg: 2-glq Min. Occupancy Load: 1'4 # of Stories: 2- New Construction: Electric - # of Amps 1 15; Plumbing - # of Fixtures 100 Fire Sprinkler Permit: Yes No tL # of Heads APPROVALS: ZONING: 1 a UTILITIES: COMMENTS: ENGINEERING: m -CC-OV-1-1 1 FIRE: Ok to construct single family home j with setbacks and impervious area ; shown on plan. gtv.3010 iMQ 221p0 KaLa howl - Si CrL Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 'SF tt-2-t7 Revised: June 30, 2015 Permit Application A U4iCITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION hil ~ t r ly' :d Application No: Documented Construction, Value: S 12A 1 a I Job Address: Q-"40 l.L aXu 1;n. Way . Ari vr d 35Q'I 1 Historic District: Yes No Parcel ID: 17-20-31-502-0000- It+ 10 Wyndham Preserve Lot 1L}7 Residential ® Commercial Type of Work., New ® - Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of,property? : No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Phone: 407-647-3700 Fax: 407-647-0700 State License No.:' CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: Street: 20 South Maple Street, Suite 150 Fax: _ City, St, Zip: Ambler, PA Bonding Company: NA Address: 215-646-8001 A E-mail: sives@rnulhemkulp.com Mortgage Lender: Address: NA WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR TAIPROVEMENTS 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: 51b Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such.as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. q /- l , SignaD genDate Signature of Contractor/Agent Date tPrint Owner/Agent's Name Print Contractor/Agent's Name S! iof No -State of Florida Date 1gnature of Notary -State of Floridi Date Shayne Mangel mr9w NOTARY PUBLICShaye Mange FL'ORIDA NOTgRy pU 9 STATE OF BLIC Fl ORID, q m HGG1.1 i Co 12 Owner/ Agent is inn to Me or Contractor/Agent is fvawn to Me or Produced ID Type o ID "`'" p Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy. Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: WASTE WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit# 17- 7_4,'ge, Address: 7t4zl,-) f,jA t,)i.J cJX--e 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 GVY+'P`L- EIsECTRICAI;P ERMIT T` y ti t`. rn ?`;L` 4,ram-` _ , Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final 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 T 7 w CITY:OF SANFORD CUSTOMER RECEIPT *** f Oper: BLANTOND Type: OC Drarer: 1 Date: '9/85/17 81 Receipt no: 186329 Year-,, Number Amount. 2440 WAXWING WAYY. , SANFORD, FL 32773.E BP - BUILDING PERMIT RECEIPTS . 334.00 Tender detail, - { CK CHECK_ '` 2340 $334.00, a r Total tendered $334.00 ; Total payment $334.88 Trans dater 9/01/17 j Time: 10:53:52• Starlight Homes Florida LLC 1018924 City of Sanford 002340 Inv. Date PO / Invoice No. Communit / Lot # I Amount Hold/Ins. I Discounts I Net Payment 08/28/17 147 PLAN REVIE 334.00 334.00 Total 334.00 0.00 0.00 334.00 BP200I03 CITY OF SANFORD 9/01/17 Application Inquiry - Fees 10:38:40 Application number: 17 00002656 Property . . . . : 2440,WAXWING WAY Fee Class/Type/Description Trans amt Amt due Struct Permit Insp A AF O1-APPLCTN FEE -BUILDING 25.00 25.00 A BR O1-BLDG PLAN REVIEW 396.00 66 309 Bottom Credit fees due: 00 60Revenuefeesdue: 421.0 Total due: 42 .00 23 Press Enter to continue. J F3=Exit Fll=Change view F12=Cancel F,10=Amt billed I I 9 L THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1004 Greenwood Blvd Suite 124 GRANT MALOY, SEMINOLE COUNTY Lake Merv. FL 32746 CLERK OF CIRCUIT COURT & COMPTROLLER SK 8986 P9 1164 (1P9s) NOTICE OF COMMENCEMENT RECORDEDT09//07/2017711:49:015 All RECORDING FEES $10.00 State of Florida RECORDED BY hdevore County of Seminole Permit Number. I 1 ^ / — a V (0 Parcel ID Number. 17-20-31-502-0000-1 `-V-1 O The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address If available) Wyndham Preserve, PB 81 Pgs 93-102. Lot 1+1 Address: a.q,4 o u-) a x w :w. W a,, fit_ GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (if other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the Lienors Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR ECORDING YOUR NOTICE OF COMMENCEMENT. Under penalties rjury declare that I have read the foregoing and that the facts stated in It are true to the o kn ge and belief. n er's Signature Owners Printed e Florida a 713. 1)(g): - The owner must sign the notice of commencement and no one else may be permitted to sign In his or her stead.' State of County Of The foregoing 3-Itinginstrumentwasacknowledgedbeforemethisdayof — _ _ 2 U . Jby _C7'111 I-.l Who is personally known to me Name of person m&ft statement OR who has produced identification type of Identification produced: Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Expires 6/21 /2021 Notary signature Ll I Revision Response to Comments Permit # Project Address: Contact: CTT- I q2j- City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date Is l In Ph: qca aD 01 VQ 1 Fax: Email: o I t 5k4 I OrY eS . LOr Trades encompassed in revision: General description of revision: EBuilding AZrLLSS Qb-CeMe-,r\A Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention ROUTING INFORMATION Approvals 11 Building SF 11- 2q- ( 7 CITY OF S ORD FIRE DEPARTMENT Building & Fire Prevention Division PLAN REVIEW COMMENTS Application Number: 17-2656 Date: 10/30/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 2440 Waxwing Way Contact Email: Shayne.Mangel(a,starlighthomes.com This is a general overview for code compliance in accordance with the miniMum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies of affected plan sheets and/or supplemental information as requested Permit submittals will not be accepted without two copies. 2ND REVIEW COMMENTS: The following comment from the 11 Review has not been answered. 6. Two (2) copies of a Truss Placement Diagram from the truss manufacturer is required to be submitted for review. Please verify the truss placement diagram matches the truss layout shown on the plans. FBC 107, FBC 2303.4.2 Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrivaG Respectfully, Steve Fiorey, CBO Residential Plans Examiner 1- A' ! l 6T I +-I-- Revision Response to Comments CB' Permit # c= ' Q Project Address: Contact: E1-1 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date I 2l- t't Ph: qD'--A- -5r'O$ 01l-Z l v Fax: Email: 6i) StGz k t V-or es . CD 1 % Trades encompassed in revision: Id Building Plumbing Electrical Mechanical f I Life Safety Waste Water General description of revision: S SDO r;Si c 00,Y6Skcgoi vl S C71 h OJC- ROUTING INFORMATION Department Utilities Waste Water _ Planning _ Engineering _ Fire Prevention Approvals Building eaMMwT<) I [a I nW STAR'IIGHT ASHTON WOODS. HOMES September 22, 2017 Shayne Mangel STARLIGHT HOMES—ORLANDO 1064 Greenwood Blvd. Suite 124 Lake Mary, FL 32746 Subject: Brisson East/ Wyndham Preserver Permitting Comments Plans updated for the follow codes based on review comments on the Architectural plan set FBC 107 Reference: Addressed the following comments 1. Plans must be a site specific plan set 2. Index on cover page should be consistent to the pages present in lot specific plan set. 3. Remove Call out for 200AMP if it was present Shayne, Per your request we have addressed the Architectural reference items on the enclosed site specific plans sets. Please use the new site specific plan for your resubmittal. We have revised these comments and will include them on any future lot specifics plans. If you have any questions or would like any further clarification, please feel free to contact our office., Respectfully, Adam Weaver Vice President of Purchasing and Starlight Product Development Ashton Woods - Corporate Headquarters 1405 Old Alabama Road, Suite 200 1 Roswell, GA 30076 I y CITY OF SANFORD FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2656 Date: 10/10/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 2440 Waxwing Way Contact Email: Shayne.Mangel(i starlighthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies of affected plan sheets and/or supplemental information as requested. Permit submittals will not be accepted without two copies. COMMENTS: 1. The plans include different elevations. The plans are required to be site specific. Only the specific elevation and any corresponding details or floor plans should be depicted on the plans. In addition, the index on the cover sheet should be revised to only include the specific pages that exist in the plans. FBC 107 2. The Electric Page specifies a 200 amp service while the electric load calculations specify a 150 amp service. Please either revise the electrical page or the electric load calculations to show the correct service size. FBC 107 3. The A/C condenser is required to be shown on the plans in the approved location as shown on the plot plan. All applicable plan pages and any electrical details need to be revised, placing the condenser at the rear of the house. The Building Plan pages must be revised, not the plot plan. FBC 107 4. At least 1 receptacle, GFCI protected, is required at the kitchen island. Please revise the electrical plan page to show this. FBC 107, NEC 210.52(C)(2) 5. The VTR (venting through the roof) for the Washing Machine is required to be minimum 2 inches. The plumbing riser shows 1 '/2 inches. Please revise the riser accordingly. FBC 107, FBCR P3109.4 6. Two (2) copies of a Truss Placement Diagram from the truss manufacturer is required to be submitted for review. Please verify the truss placement diagram matches the truss layout shown on the plans. FBC 107, FBC 2303.4.2 Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner r i City of Sanford Planning and Development Services 87 Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Grednwood 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: 2440 waxwing way Property Owner: Starlight Homes Florida, LLC Parcel Identification Number: 17-20-31-502-0000-1470 Phone,Number: 407.647.3700 Email: The reason for the flood plain determination is: i New structure ' Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation.24" above BFE (Ordinance 4360) OFFICIAL USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-2656 Reviewed by: Michael Cash, CFM Date: September 7, 2017 1 0 p4 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & DF187_ Landscaping in Right -of -Way www.santordfl.gov Department of Planning & Development Services l 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 CI hs regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or Sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape Improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested Information below as well as a current survey, site plan or plat clearly Identifying the xeowoat'sbelow. size and location of the existing right-of-way and use shall be provided or application could be delayed. Call bsrorsyoudip. 1. Project Locatlon/Address: 0-,440 LK-) cl X014 Or x L.J_3! 'E_qr0-6c- 2. Proposed Activity:Driveway Walkway Other: 3. Schedule of Work: StartDateCompletion Date ElEmergencyRepairs 4_ Brief Description of Work: l x-g s'F at A r-*-" JPiL- 11 This applicatio ' sub flit Property OHrt1er Signature: Address: IOLO - A * Phone: L'[- i -61La Print Name: 1_, it -&- Fax: -L- t -1 Email: nlll ync . il`Y-A 1a LDate: o --,,i Maintenance Responsibilities/ Indemnification 5X-)14 ( 40 31-11 The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall Include maintenance of the Improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said Installatlon/Improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permlttee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are In the public right-of-way. If the Requestor does not continuously maintain the improvement and area In accordance with previously stated criteria, or completely restore the right-of-way to Its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, If necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, Its counclipersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all IlablHes, 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 attomey s fees up to and Including an appeal), resulting in any fashion from or arising directly or Indirectly out of or connected with the use of Ua-CNYikright-of-way. I havg4read and unoer,-45nd)the above statement and by signing this application I agree to its terms. Signature: Pre - pour Inspection by: Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Date: TY ? Sl 'iJ This permit shall be posted on the site during construction. call 407. 688.5080 24 hours in advance to schedule a pre -pour inspection. Date: Official Use Only Fee: Date: Date: Date: Date: - ZO 1 Date: November 2015 ROW Use Drtveway.pdf RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method 0\LDlProjectName: Lot 147 - 2260 SL Builder Name: Starlight Homes Street: a-L1c.to w &M_-c 3-Permit Office: Seminole CountyCity, State, Zip: Sanford , FL , 32773 Permit Number:# 17 - 2 6 SANFORD56 Owner: L (y- y ,y, Jurisdiction: (j/!cab A, Design Location: FL, Sanfow County:: Seminole (Florida Climate Zone 2pART 1. New construction or existing New (From Plans) 9. Wall Types (2502.6 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1212.50 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1028.80 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 261.31 ft2 4. Number of Bedrooms 4 d. NIA R= ft2 10. Ceiling Types (1324.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1324.00 ft2 6. Conditioned Floor area above grade (ft2) 2260 b. NIA R= ft2 Conditioned floor area below grade (ft ), 0 c. R= 11. Ducts R ft2 ft7. Windows(191.0 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 452 a. U-Factor: Dbl, U=0.34 150.00 ft' SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 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 gallons 8. Floor Types (1324.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1002.00 ft2 b. Conservation features b. Floor over Garage R=19.0 275.00 ftZ None c. other (see details) R= 47.00 ft2 15. Credits Pstat Glass/ Floor Area: 0.085 Total Proposed Modified Loads: 63.18 PASS TotalBaselineLoads: 65.54 I hereby certify that the plans and specifications covered by Review of the plans and o11TKE S- P this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance the Florida Energy Code. nw withPREPAREDBY: # q Before construction is completed DATE: 1 this building will be inspected for t7 i;a compliance with Section 553.908 I hereby certify that this building, as -designed, is in compliance Florida Statutes. with the Florida Energ Code. COD WE OWNER/A F_NT: a -- 4)BUILDING OFFICIAL: DATE: ` IT DATE: 1:7 Compliancerequires 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. 6/20/ 2017 10:27 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 IIR FORM R405-2014 PROJECT Title: Lot 147 - 2260 SL Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2260 Lot # 147 Owner. Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE V IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2260 19508.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 1002 9318.6 Yes 5 1 1 Yes Yes Yes 2 Floor 2 1258 10189.8 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 109.3 ft 0 1002 ft' 0 0 1 2 Raised Floor Floor 2 — _— 47 ft= 0 0 0 1 3 Floor over Garage Floor 2 — 275 ft' 19 0 0 1 ROOF V Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1481 ft° 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1324 ft= N N 6/20/2017 10:27 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1324 ft' 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 W Exterior Frame - Wood Floor 2 13 47 0 8 1 379.9 ft2 0 0.25 0.6 0 2 W Exterior Concrete Block - Int Insul Floor 1 4.1 33 6 9 5 315.5 ft2 0 0 0.6 0 3 S Exterior 'Frame - Wood Floor 2 13 28 0 8 1 226.3 ft2 0 0.25 0.6 0 4 S Exterior Concrete Block - Int Insul Floor 1 4.1 7 3 9 5 68.3 ft2 0 0 0.6 0 5 E Exterior Frame - Wood Floor 2 13 47 0 8 1 379.9 ft2 0 0.25 0.6 0 6 E Exterior Concrete Block - Int Insul Floor 1 4.1 40 6 9 5 381.4 ft= 0 01 0.6 0 7 N Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft' 0 0.25 0.6 0 8 N Exterior Concrete Block - Int Insul Floor 1 4.1 28 0 9 5 263.7 ft2 0 0 0.6 0 9 S Garage Frame - Wood Floor 1 13 27 9 9 5 261.3 ft2 0 0.25 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None 39 3 6 10 20.5 ft2 2 Wood Floor 1' None 39 2 10 6 10 19.3 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 W 2 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 11 ft 0 in None None 2 S 3 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 1 ft 0 in None None 3 S 3 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 4 ft 0 in None None 4 N 7 None Low-E Double Yes 0.34 0.26 60.0 ft2 1 ft 0 in 1 ft 0 in None None 5 N 8 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 11 ft 0 in None None 6 N 8 Vinyl Low-E Double Yes 0.58 0.25 41.0 ft2 1 ft 0 in 11 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 411 ft' 411 ft2 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000384 2276 124.95 234.98 3451 7 6/20/2017 10:27 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 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 kBtu/hr 1080 cfm 0.7 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS Supply — Location R-Value Area Return — Air Location Area Leakage Type Handler CFM 25 TOT CFM25 OUT ON RLF HVAC # Heat Cool 1 Attic 6 452 ft2 Floor 2 113 ft2 Prop. Leak Free Floor 2 cfm 67.8 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Coolin [[ ]] Jan [[ jj Feb [[ jj Mar Heating (X] Jan [X] Feb [X] Mar Ventin [ j Jan [)Feb [XJ Mar Ceiling Fans: j A r [ ] Ma [X] Jun [[XX]] Jul rl Au Apr [ ]May [ ]Jun I) Jul Au() X] A r [ ] Ma [ ] Jun [[ ]] Jul Aug XX]] Se SepjjSe jiX] Oct [ ] Nov Od [X) Nov Oct [X] Nov Dec H Dec Dec Thermostat Schedule: HERS 2006 Reference Schedule Type J 1 2 3 Hours 4 5 6 7 8 9 10 11 12 Cooling (WD) Cooling (WEH) Heating (WD) Heating (WEH) AM 78 PM 80 AM 78 PM 78 AM 66 PM 68 AM 66 PM 68 78 78 80 78 78 78 78 78 66 66 68 68 66 66 68 68 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 66 66 68 68 68 68 68 68 78 78 78 78 68 68 68 68 80 78 78 78 68 68 68 68 80 80 78 78 78 78 78 78 68 68 68 66 68 68 68 66 80 78 78 78 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 47 0 0 1 - Electric Heat Pump 1 - Central Unit 6/20/2017 10:27 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. Sanford, FL, 32773 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1212.50 ft= b. Concrete Block - Int Insul, Exterior R=4.1 1028.80 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 261.31 ft2 4. Number of Bedrooms 4 d. N/A R= ft= 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1324.00 ft= 6. Conditioned floor area (ft2) 2260 b. N/A R= ft2 7. Windows- Description Area c. N/A R= ft2 a. U-Factor: Dbl, U=0.34 150.00 ft2 11. Ducts a. Sup: Attic, Ret: Floor 2, AH: Floor 2 R ft 6 452 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 41.00 ft2 SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 36.0 SEER:14.00 SHGC: d. U-Factor. N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 36.0 HSPF:8.20 Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1002.00 ftz a. Electric EF: 0.95 b. Floor over Garage R=19.0 275.00 ft2 c. other (see details) R= 47.00 ft' b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building *,TM S, Construction through the above energy saving features which will be installed (or exceeded) v0 in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. 17„ •:.' Builder Signature: Date: I ( __; it Address of New Home: City/FL Zip: • COb WE Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. h Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/20/2017 10:27 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 0 10 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 147 - 2260 SL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number: Owner. Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim 'oists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be:filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/20/2017 10:27 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software I Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 147 - 2260 SL Builder Name: Starlight Homes Street: Permit Office: ,Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2260 sq.ft. Cond. Volume: 19508 cu ft. Envelope Leakage Test Results Regression Data: n: Sinole or Multi Point Test Data HOUSE PRESSURE R: Leakage Characteristics CFM(50): FLOW: I ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: 6/20/2017 10:27 AM 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: EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software 0 -tli1E ST,gl, 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 147 - 2260 SL 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 n Duct Leakaqe Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide by Leakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by OiiliE SrAp, testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. COD w>E BUILDING OFFICIAL: DATE: 6/20/2017 10:27 AM EnergyGauge® USA - FlaRes2014 -- Section R405.4.1 Compliant S Page 1 of 1 Job: Starlight - Wyndham wrightsoft, Project Summary Date: 6/16/2017 Entire House Bv: Energy Air, Inc Plan: 2260 S Magellan 5401 Energy Air, Ct, Orlando, FL 32810 Phone, 407-886-3729 Email GRenner@energyair.com Web: www.energyair.com Project• • For: Lot 147 - 2260 SL, Starlight Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 °F Outside db 93 °F Inside db 70 'F Inside db 75 °F Design_ TD 26 °F Design TD 18 °F Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Structure 17353 Btuh Ducts 3222 Btuh Central vent (47 cfm) 1319 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 21894 Btuh Infiltration Method Construction quality Fireplaces Area (ft2) Volume (W) Air changes/hour Equiv. AVF (cfm) Simplified Average 0 Heating Cooling 2310 2310 20003 20003 0.41 0.21 137 70 Heating Equipment Summary Make Carrier t Trade CARRIER AIR CONDITIONING Model CH14NBO360000B AHRI ref 8068612 Efficiency 8.2 HSPF Heating Input Heating output 33800 Btuh @ 47°F Temperature rise 28 F Actual air flow 1105 cfm Air flow factor 0.054 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup: Input = 5 kW, Output = 16034 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 15512 Btuh Ducts 5921 Btuh Central vent (47 cfm) 900 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 22332 Btuh Latent Cooling Equipment Load Sizing Structure 3073 Btuh Ducts 1244 Btuh Central vent (47 cfm) 1382 Btuh Equipment latent load 5699 Btuh Equipment total load 28031 Btuh Req. total capacity at 0.70 SHR 2.7 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO360000B 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 1105 cfm Air flow factor 0.052 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.80 Capacity balance point = 34 °F Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" Ri ht-Swte® Universal 2017 17.0 08 RSU17013 2017-Jun-20 10 19 54 9 Page 1 ACCA Specific\Wyndham Preserve\Lot 147 - 2260 SL rup Calc = MJ8 Front Door faces: S i Manual S Compliance Report Job: Starlight - Wyndham wrightsoft' Date: 6/16/2017 Entire House By: Energy Air, Inc Plan: 2260 S Magellan 5401 Energy Air, Ct, Orlando, FL 32810 Phone 407-886-3729 Email: GRenner(denergyair.com Web www.energyair.com Project• • For: Lot 147 - 2260 SL, Starlight Homes Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6'F Sensible gain: 22332 Btuh Entering coil DB: 78.3'F Outdoor design WB: 75.9°F Latent gain: 5699 Btuh Entering coil WB: 64.4'F Indoor design DB: 75.0'F Total gain: 28031 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 107% of load Latent capacity: 6713 Btuh 118% of load Total capacity: 30674 Btuh 109% of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 21894 Btuh Entering coil DB: 68.2'F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33000 Btuh 151 % of load Capacity balance: 34 'F Supplemental heat required: 0 Btuh Economic balance:-99 'F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1105 cfm Output capacity: 4.7 kW 73% of load Temp. rise: 50 'F Meets are all requirements ofACCA Manual S. 2017-Jun-20 10 19 54 wrightSOft' Right-Surte® Universal 2017 17.0.08 RSU17013 Page 1 ACC..A ...Specrfic\Wyndham Preserve\Lot 147 - 2260 SL.rup Calc = MJ8 Front Door faces. S wrightsoft• Duct System Summary Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email GRenner@energyair.com Web www.energyair.com For: Lot 147 - 2260 SL, Starlight Homes Sanford, FL 32773 Job: Starlight -Wyndham Date: 6116/2017 By: Plan: 2260 S Magellan Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.136 in/100ft 0.136 in/100ft Actual air flow 1105 cfm 1105 cfm Total effective length (TEL) 206 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 Bath 2 c 135 6 7 0.162 4.0 Ox0 VIFx 27.8 145.0 st1 Bed 4 c 1565 75 81 0.185 6.0 Ox 0 VIFX 21.5 130.0 st2 Bed2-A h 1865 100 97 0.162 7.0 Ox 0 VIFx 32.6 140.0 st1 Foyer -A h 3062 164 89 0.175 8.0 Ox 0 VIFx 19.6 140.0 SO Laun c 842 4 43 0.268 4.0 Ox 0 VIFx 9.3 95.0 Loft c 2620 125 135 0.284 7.0 Ox 0 VIFx 3.5 95.0 ba2 C 212 5 11 0.186 4.0 Ox 0 VIFx 20.3 130.0 st2 br3 c 1613 74 83 0.183 6.0 Ox 0 VIFx 22.7 130.0 st2 kit -tam h 3684 198 188 0.136 9.0 Ox 0 VIFx 41.0 165.0 st3 kit -fam-A h 3684 198 188 0.137 9.0 Ox 0 VIFx 39.3 165.0 st3 m be c 439 20 23 0.241 4.0 Ox 0 VIFx 16.0 100.0 m br c 2038 94 105 0.245 6.0 OX 0 VIFx 14.4 100.0 vnc c 506 22 26 0.172 4.0 Ox 0 VIFx 28.1 135.0 st2 vnc3 c 82 2 4 0.188 4.0 Ox 0 VIFx 19.3 130.0 st2 mc4 c 493 18 25 0.179 4.0 Ox 0 VIFx 26.0 130.0 st2 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st1 Peak AVF 666 568 0.136 623 14.0 0 x 0 VinlFlx st2 Peak AVF 196 231 0.172 522 9.0 0 x 0 VinlFlx st3 Peak AVF 396 376 0.136 504 12.0 0 x 0 VinlFlx st1 . Bold/italic values have been manually overridden t 2017-Jun-20 10.19 54 wrightsoft• Right-Swte® Universal 2017 17.0.08 RSU17013 Page 1 4 CC `% ...Specific\Wyndham Preserve\Lot 147 -,2260 SL.rup Calc = MA Front Door faces: S r Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 1105 1105 0 0 0 0 Ox 0 VIFx 9 a 2017-Jun-20 10 19 54 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 ACCP....Specrfic\Wyndham Preserve\Lot 147 - 2260 SL.rup Calc = MA Front Door faces. S N Job M Starlight - Wyndham, Performed for: Lot 147 - 2260 SL Sanford, FL 32773 Level 1 Energy Air, Inc Scale: 1/8" = 1'0" Page 1 5401 Energy Air,Ct Right-Suite®Universal 2017 Orlando, FL 32810 17.0.08 RSU17013 2017.Jun-20 10 24.07 Phone: 407-886-3729 m Preserve\Lot 147 - 2260 SL.rup wwwenergyair.com GRenner@energyaircom level 2 AHU ON METAL STAND 3.0 TON 240V /5KW HP m br 1 0 x 6 105 cfm Loft 8x4 8x4 18x8 1 2 x 623cfm43cf135cfmx1805i11cfm Sup 4„ \ 7„14„ 6 „` TZbam a Laun 1'VTR OElTR 4" bat LA 8 x 4 In 9„ 1'VTR 026cfm I hall x 4"— 4 1c wic 6" 4„ 6, 10x6 4" 10x6 83 cfm 14 x 6 81 cfm 14x6 8 x 4 4 cfm wic wic4 br3 8 x 4 Bed 25 cfm t Job #: Starlight - Wyndham Performed for: Lot 147 - 2260 SL Sanford, FL 32773 G OkVTR 17 CFM Energy Air, Inc Scale: = 1'0" Page 2 5401 Energy Air,Ct RightSuite®Universal 2017 Orlando, FL 32810 117-Jun 20 10,2 : 2017-Jun-20 10 24:07 Phone: 407-886-3729 m Preserve\Lot 147 -2260 SL.rup www.energyair.com GRenner@energyair.com 0 Z26v Mke, 1.-%`,n 3f1?-21v510 Ok to construct single family home with setbacks and impervious area shown on plan. q,lo • 3 °/o i me 2?_(o0 101. 104 i LOT 137 a O U rx O BUUMING LAYOUT NOTE: w 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. LOT 146 POINT OF COMMENCEMENT NORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4 OF SEC 17-20-31 BASIS OF BEARING) rnrn LO POINT OF BEGINNINGS 0 0 N89.40'51 "E 416.00% LEGAL DESCRIPTION WYNDHAM PRESERVE - LOT 147 PLOT PLAN LOT 136 9'40'51 AW 40.00' LOT 135 6.0 O 10.0 A/C o a o PAD 0 — 16.0 LJ w O 6.0 28.0 ; PROPOSED O 1 STORY RESIDENCE 2440 WAXWING O WAY M O g' p O 2260 MAGELLAN ; n ELEVATION - Sw GARAGE -LEFT ; FFE= 30.1 LOT 147 7.3 ? 0 O>, AREA IORCH 1rr) o4,400 S.F. ± 111—Tir- V., O>, V I 6.0; D (nn 20.7 rn olaja) o o yaa, N m'• 0 II a, v o^ N w vm mz•o Cn o0V1 Q G d a1 N J n WYNDHAM PRESERVE LOT 148 LOT 147 Proposed) PROPOSED DRNEWAY 9 10' UTILITY EASEMENT (P) O.00' S89'40'51 PROPOSED 5' c CONC SIDEWALK .Ct coNc CURB -'WAXWING WAY 50' RIGHT—OF—WAY ct 0/7 _ (PRIVATE ROAD) C + S89'40'51 "W 606.15' p pJ LINE DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence.along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of 599.64 feet; thence N.89040'51"E., a distance of 416.00 feet to the POINT OF BEGINNING; thence N.89°40'51"E., a distance of 40.00 feet; thence S.00019'09"E., a distance of 110.00 feet; thence S.89°40'51"W., a distance of 40.00 feet; thence N.00°19'09"W., a distance of 110.00 feet; to the POINT OF BEGINNING. Containing 4,400 Square feet, more or less. PEPS gwpmen LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed Business BFP-Backflow Preventer Si ht Distance Easement9 S -Survey PRM -Permanent Ref: Monument R -Reported PCP -Permanent Control Point D -Description FP&L -Florida Power do Light P -Plat FFE-Finish Floor Elevation D. . -Deed Book E] Water Meter O.R.-Officiol Records Book X-Water Valve P.B.-Plat Book Dr -Fire Hydrant Pg.-Page RC® -Reclaimed Water Meter Elev. -Elevation RCDG-Reclaimed Water Valve Conc. -Concrete Cable Box, BP -Brick Paver m-Telephone Box SW -Sidewalk El -Electric Box FIFE -Finished Floor Elevation 0-Utility Pole CI -Curb Inlet 0-Guy Pole GTI-Grate Top Inlet O-Light Pole P.U.E.-Public Utility Easement t---Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride O-Storm Sewer Manhole NCS-No Comer Set (Falls in Water) G-Sanitary Sewer Manhole SF -Square Feet DVHo -Electric Handhole D.U.E.-Drainage/Utility Easement COO -Clean Out FMGD-MAG NAIL do DISK XVD-I-Irrigation Control Valve P.K.-Parker Kolon Nail p -Sign SIR -Set 1/2' Iron Rod L87768 WDa-Gate Water Valve SPKD -Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2* Iron Rod LB7768 i -Existing Grade SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC. VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for `WYNDHAM PRESERVE", City of Sanford Seminole County. Florida. 5. This Plot Plan is subject to matters shown on the construction plans for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) LOT AREA CALCULATIONS LOT = 4,400 SQ.FT. LIVING AREA= 1002 SQ.FT. GARAGE = 411 SQ.FT. PORCH = 23 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 88 SQ.FT. A/C PAD = 9 SQ.FT. IMPERVIOUS= 46.3 R SOD = 2,362 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1,000 SQ.FT. APRON 114 SQ.FT. SIDEWALK = 200 SQ.FT. SOD = 126 SQ.FT. TOTAL AREA AREA a 5,400 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 288 SQ.FT. SOD = 2,488 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 -A DESCRIPTION: PROPOSED LOT 147, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida FIP-Found 1/2 Iron Pipe Le7768 a —Blow —off Valve 555 Winderley Place, Suite 109FPKD-Found P.K. Nail do Disk LB7768-r.-Drainage Flow Direction t%§1W00,J FCM-Found 4"x4" Concrete _]0_00-Proposed Design Grade a° rV, a•, Maitland, FL 32751 Monument PRM LB7778 h 0,2F-As-Built/Existing, Grad PLOv Phone: (321) 270-0440 Note: Some items in above le en m not be o icable VR •• Fax: (813) 248-2266 REVISIONS Foi"p 1 W' ftyO*yj s Licensed Business No. LB 7768 Description Date Dwn. Ck d P.C. Order No. * • REVISED AC PAD 9/06/17 JE JDL GeoPointF Surveying, Inc. ames D. LevinJr,-, -(rv, r.,s* LS6915 Drawn:MTP Checked: JDL P.C.: Data File:s=%East-Plat FLORIDA PROFESSIONAL SUR1r YOg -NO. ............... NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Date: 6/23/17 Dwg: must-1ot147 I Order No.: Reicrn cFei nr • n naine i 1rFW1ZM ci irnrtvne SEC. 17 - TWN. 20 S. - RNG. Al 1 Field RL, RECORD COPY PALLMER CELECTRIC Starlight Homes 2260 Magellon, Wyndham Preserve i LOAD CALCULATION June 9, 2017 I. HVAC LOADS )NEC 2011 220.82(C)(31- (4)) ZONE COMPRESSOR SIZE CONNECTED LOAD 111 3.50 TON 6.30 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 767 KVA 2 KVA 3 KVA 4 KVA 5 i KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 13.97 KVA TOTAL LOAD FOR COMPRESOR @ 100% 6.30 KVA G VTOTALLOADFORAIRHANDLER@65% 4.99 KVA 2 6 TOTAL HVAC DEMAND LOAD 11.29 KVA 1 11. GENERAL LOADS iNEC 2011 - 220.82(B)(I) - (4)) zJ\\-OINc LIGHTING 2260 Sq Ft @ 3VA/Sq Ft 6.78 KVA I Qty KVA Rating Total KVA Sp,NF RDti 2 1.5 SMALL APPLIANCE CIRCUITS 300 KVA 1 1.5 LAUNDRY CIRCUIT 1 50 KVA 2 FPAR 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 12 DISHWASHER 1.20 KVA 1 0.8 DISPOSAL(]) 080 KVA 0.8 DISPOSAL(2) 7.2 RANGE/OVEN (1) 1 12 RANGE/OVEN (2) 1200 KVA 72 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR 1 25 MICROWAVE CIRCUIT 2.50 KVA 4.8 JACUZZI TUB CIRCUIT 12 50AMP SAUNA/WHIRLPOOL 72 30AMP POOL CIRCUIT 14.4 60AW POOL CIRCUIT 192 80AMP POOL CIRCUIT A CONNECTED LOAD (GENERAL LOADS) 3728 KVA 1ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 1091 KVA I SUB -TOTAL (GENERAL LOADS) {NEC 2011 - 220.82(B)) 20.91 KVA HVAC LOADS 1129 KVA GENERAL LOADS 20.91 KVA TOTAL DEMAND LOAD INEC 2011- 220.82(A)) r' 32.20 KVA MINIMUM SERVICE SIZE 1 134.16 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY LTypical 150 Amp Electrical Diagram P 50 Amp ' I Main 120V / 240V Typical 150 Amp Interior Panel 11 _ 2656 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 Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp Concrete Encased Electrode Boise Cascadr, WX Engineered Wood P., -; GP , F. -Ir RiER'Nl r7 ff fsji IJI W fo,,Or6ducfi-m- ahufzicfured`lin Alexandria MenA1,,.l 4, A' 4 P4 45i-1 C4 4 4C OM eel t YjL Jo PIZ& u kk l4 n It's the SIMPLE FRAMING SYSTEMO, featuring beams, joists and rim boards that work together as a system, so you spend less time cutting ands fitting. In fact, the SIMPLE FRAMING SYSTEM® uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. I You'll Build Better Homes with the I SIMPLE FRAMING SYSTEM° I Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM°, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing ' Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost no more. Environmentally Sound As an added bonus, floor and roof systems built with BCI® Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEM° So Simple? 21 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. 2 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. R1 VERSA -LAMS' Beams for Floor and Roof Framing These highly -stable beams are free of the large-scale defects that plague dimension beams. The result is quieter, flatter floors (no camber) and no shrinkage -related call-backs. 2 Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARD® OSB, BC RIM BOARD® and VERSA -RIM® (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floor/wall intersection. Product Profiles, BCI® Architectural Specifications ......... 3 VERSA -LAM" Products, Specifications, Allowable Holes..... 26 About Floor Performance, BCl" Residential Floor Span Tables, VERSA -LAM" Details, Multiple Member Connectors .......•. 27 One Hour Floor/Ceiling Assembly ........................ 4 VERSA -LAM" Floor Load Tables (100% Load Duration) ......... 28 BCl" Floor Framing Details .......................... 5-6 VERSA -LAM" Snow Roof Load Tables (115% Load Duration) ..... 29 BCI" Joist Hole Location & Sizing, Large Rectangular Holes ... 7 VERSA -LAM" Non -Snow Roof Load Tables (125% Load Duration). 30BCl" Cantilever Details, Web Stiffener Requirements ..... 8-9 BCl" Floor Load Tables ........................... 10 - 12 VERSA -LAM" Closest Allowable Nail Spacing ............. 31 BCI" Roof Framing Details ........................ 13 - 14 VERSA -LAM" Design Values........................... 31 BCl" Roof Span Tables ............ ...... 15 - 18 VERSA -LAM" 1.8 2750 Columns, VERSA -STUD" 1.7 2650 .. 32 BCI" Roof Load Tables ... .............. ........ 19 - 23 Computer Software: BC FRAMER", BC CALC" .. .. ...... 33 BCl" Design Properties, BCI"Allowable Nail Spacing .. 24 Framing Connectors: Simpson, USP ................ 34 - 35 Boise Cascade Rimboard Products/Properties ............ 25 Lifetime Guarantee ........................... Back Cover Base Cascade EM) • Eas:eiil SpRcifie, (iJIdP • 09/04'_015 astern_P_rod uct_P_r_ofi RCIlJOIStc VERSA -LAM° VERSA -LAM° VERSA -LAM® BCIm 4500s 1.8 BCI1O5000s 1.8 ` BCI® 6000s 1.8 BCI® 6500s 1.8 BCII 60s 2.0 BCI® 90s 2.0 1.7 2650 1.8 2750 2.03100 1'/:'I --f— 1'As"T — T 1r.z T I f I 1' 9'/2" 11'/." 117R' I 3'/:" 1'/:' 9'/:" , „ 11'/: , ., 11'/." '/. 14" '/: 14" 3'/2' 3'/i' to 117/:' / / to 16" to I7'% 2I4" 14" /. 14" 14" ! . I 1 1 16" 14 16" 16" I l i --1 1- —1 1- —1 i --1 1— i• 1 k -1 N_l- 1%11 2" 25/16" 29/16" 25/16' 3'/z' 1'/:" 1%" 3'/2' 3'/2" to 5'W V/2', 1W. Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability 3'/2', 5'/1' BCI° and VERSA -LAM' products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports. BCI° J.o.ist_Architectural_Sp.ecifications a 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 BCIm 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'O Joists straight and plumb as required and to assure adequate lateral support for the individual BCI® Joists and the entire system until the sheathing material has been applied Codes: The BCI® Joists shall be evalu- ated by a model code evaluation service. Boise Cascdae E%M I • Eastern Specifier GLUda • 08/04/2015 ial_Floor Spa About Floor Performance Homeowner's expectations and opinions vary greatly due to the increase the joist depth, limit joist deflections, glue and screw a subjective nature of rating a new floor. Communication with the thicker, tongue -and -groove subfloor, install the joists vertically ultimate end user to determine their expectation Is critical. Vibration plumb with level -bearing supports, and install a direct -attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the The floor span tables listed below offer three very different floor's performance. The most common methods used to increase performance options, based on performance requirements of the the performance and reduce vibration of wood floor systems is to homeowner. THREE STAR * * * FOUR STAR * * * * CAUTION MINIMUM STIFFNESS ALLOWED BY CODE CAUTION Bcle Live Load deflection limited to L/480: The common industry and design community standard for residential floorjoists, 33% stiffer than L/360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'/2" and 11W deep joists without a direct -attached ceiling. Live Load deflection limited to L/960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner Live Load deflection limited to L/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads; however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. Joist Depth Joist Series 12" o.c. 16" oc 19 2" oc 24" 0c. 32" oc. 12" oc 16" oc 19 2" oc 24' 32" oc oc 12" oc. 16" oc. 19 2" oc 24" oc. 32" 0c. 4500s 1.8 16-11" 15'-6" 14'-8" 13'-7" 11'-9" 11'-6" 11'-6" 10'4" 10'-0"' I 9'-7" 18'-9" 16'-8" 15'-3" 13'-7" 11'-9" 5000s 1 8 1T-0" 16'-0" 154" 'I 14'21" ' 12'-S' 11'-0" 11'-0" 10'-0" I 19-0" I T-11- 19'-4" 17'-9" 16-4" 14'-7" 12'-0" 6000s 1.8 18'-2" I 16-4- 158" I 14'-8" 1 T-4" 11'-6" I 11'-6- I 10'-0" 10'-0" 19-0" 201-7' 18'-5" 17'-5" 15-9" 13'-8" 6500s 1.8 18'-0" 1T-v- I 16'-l" 15-0" 4 13'-6" 11'-0" 11'-6" 10'-0" 10'-0" I 10'-0" 20'-0" 16-11" IT-10" 16'-7" 14'-3" 4500s 1 8 20',0" j 18'-4" I 17'-3" f 15-5" I 13'4" 15-6" 14'-3" I 13'-5" 12'-6" ! 11-4" 21,-10" 18'-11" 17'-3" 15'-5., 13.-4" 5000s 1 8 20'-9" 4-U' 17'-11" 16'-7" j' 13'-4" 15-0" 14'-9" I 13'-11" 12'-11" I 111-9" 23'-0" 20'-4" 18'-6" 16'-7" 13'-A" 6000s 1 8 21'-7" 19'-8" 18'-7" I 17'-4" 14'-10" 15-6" 15-4- 14'-5" 13'-5" 12'-1" 2T-10" 21'-10" 20'-0" 17'-11" 14'-10" 6500s 1 8 22'-2" j 20'-3" 19'-2" 1IT-10" 14'-10" 16-0" I 16-10" I 14'-11" 13'-10" I 12'-7" 24'-0" 22'-5" 21--1- 18'-10" 14'-10" 60s 2 0 23'-7" 21'-6" 20'-4" 16-11" 16-4' 18.-.0" 16'-9" 15'-9" 14'-0" 13,_3" 26'-l" 23'-10" 22,-0" 21'-0" 16'-4" 90s 2.0 26'-7" 24'-3" 22'-10" 21'-3" I 19'-4" 19'-U' 16-10" 17'-0" 16'-5" 14'-10" 29'-5" 26-1a' 25-0" 2X-6' 19'-4" 4500s 1.8 22'-9" I 20'-7" I 18'-9" I 16'-9" j 13'-11" 17'-10" I 16-3" 154" 14'-3" 'I 13'-0" 23,-10" 20'-7" 18'-9" 16'-9" 13'-11" 5000s 1 8 23'-n' 21'-7" "' 20'-2" 18'-0" 13'-11" 18'-0" 16-10" 15-11- 14'-9" 13'-5" 25'-7" 22'-l" 20'-2" 18'-0" 13'-11" 6000s 1 8 24'-V'- 122'-S' I 21'-2" 19'-6" 16-5" 19'-2" I 17'-0" 16'-0" 15'" 13'-11" 2T-1" 23'-11" 21'-10" 19'-0" 15'-5" 14" 6500s 1.8 26-2" I 23'-0- I 21'-0" I 29-2" I 16-5" 19'-8- 1T-11" 16-11" 15'-0" I 14'-3" 2T-9" 26-2" 27-11" 20'-0" 16-5" 60s 2 0 26'-9" 24'-0"• • 23'-0" j 21'-5" 16-4- 20'-11" 19'-0" • 1T-11" 16-T' I 15'-l" 29'-7" 27'-0" 26-15" 21'-10" 16'-4" 90s 2.0 30'-1" 27'-5"- 25'-10" 24'-0" I 19'-0" 23'-0" ' 121' 4" 20'-0" 18'-6" 16-9" 33'-3" 3(Y-4" 28'-T' 26-0" 19'-0" 4500s 1.8 25-2" I 22'-0" 20.-l" I,17,-11" 14,-l" 19.4" 18'-0" 1T-0" 1 15-10" 14,-l" 25-5" 22.-0" 20.-l" 17'-11" 14'-l" 6000s 1 8 2T-v 24,-9" 23!-4" 20'-10" 15--g" 21'-2" I 19'-4" 18'-2" 16--11" •I 16-4" 29-6" 26-6" 2S-4" 27-10" 15'-9.' 16" 6500s 1 8 27'-9" 26-41" 23'-11" I 21--1" I 16-9" 21'-9" 19'-9" 18'-0" 17'-4" I 16-8" 30'-0" 26-11" 24'-6" 21--1- 15-9" 60s 2.0 29-7" j 27'-0" 25-6- I 21'-10" 1 _' ,, 23'-2" 21'-1" 19'-10"' 18'-5" 16'-4" 32'-8" 29'-10" 27'-4" 21'-10" 16-41" 90s 2.0 1 3S-4" 1 39-4" r 28'-7" 26-2" I 19'-T' 26'-0" I 23'-7" 22'-2" 1 20'-6" I 18'-7" 36-10" 33'-7" 31'-6" 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 1/32' minimum plywoorl/OSB rated sheathing is glued and nailed to joists for composite action Qoists spaced at 32" o.c. require sheathing rated for such spacing -'/." ptywood/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 life 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 CALCo sizing software. Shaded values do not satisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) On. ezHour_Fire-Resistive=Assembly ICC ESR 1336 2. I 3 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. FIRE ASSEMBLY COMPONENTS 1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCIm Joists at 24" o.c. or less. 3. Two layers %" Type X or two layers %" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC=54 IIC=68 or Add3'/ 2" glass fiber insulation to fire assembly: STC=55[IIC= 50 IIC= 46 or Add an additional layer of minimum %" sheathing STC=61 and 9'/z" glass fiber insulation to fire assembly: Boise Cascade FN1P • Fa.;tern ;;pecifiai Guide • 03'0412015 Floor Framing F06 ' F09 F15 F5 F 15' F01 F02 1\ RNA See page 6. saw - See pages 6 and 25. For load bearing cantilever details, see page 9. BCIO Joists, VERSA -LAM" and ALLJOISr must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards VERSA -LAM". ALLJOIST', and BCI' Joists must be wrapped, covered and stored off of the ground on stickers at all times prior to installation VERSA -LAW, ALLJOIST` and BCIe Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCI® JOISTS UNTIL ALL HANGERS, BCI'' RIM JOISTS, RIM BOARDS, BCI' BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCIO Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCIO Joists at the end of the bay. All hangers, BCIO rim joists, rim boards, BCIO 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 BCIO Joists are set. Nail the strut Imes to the sheathed area, or braced end wall, and to each BCIO 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 BCIO Joists to within '/2 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 BCIO Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information Endwall blocking as required per governing building code. BCI• Blocking is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store, use or install VERSA -LAM", ALLJOISTx, 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. Eo'st C2SCade LVSI' • Lastern Specifier Guide • 6&0412015 Floor Fram,ing_Details Additional floor framing details available with BC FRAMER® software END BEARI19G'DETAILS ety" BCI• Joist rim joist. blocking. Dimension lumber p> Is not suitable for Nail Boise use as rimboard Cascade with BCI• Joists. Rimboard to BCI• Joists with Dimension lumber is not Blocking may be required 8d nail into suitable for use as rim perpendicularto wall, consult design professionaleachflange. board with BCI Joists. of record and/or local buildingofficial. Use of BCI• rimjolst requires 2x6 wall for minimum oist bearin 11 R mboaCASCADE• Top Flange or Face One rd8dnail Mount Joist Hanger each side at bearing Solid block Note: BCI• floor all posts joist must be I II from above designed to carry I i%" minimum bearing to bearing wall above when I I length (13/4" required for below. not stacked over 18" and deeper joists) wall below. VERSA -LAM* To limit splitting flange, start nails at least 1%" Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. ti professional of record. INTERMEDIATE BEAR.ING. DETAILS BCI• Joist Slope Cut Reinforcement nptailhninw rpctnrpc nnoinal ahnwahla 1 . For load bearing wall above stacked over wall below). A - Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. bearing Double Squash Block Vertical Load bt tl_ shear/ reaction value to cut end of BCI•joist BCI• Joist shall not be used as a collar or rafter tension be. il be supported by ridge 2 x 6 min. rafter. Rafte.l other upper bearing sLoad A 6 126" Sire Joist Spacing pal 12 16 19.2 24 2x4 4463 3347 2789 2231 2x6 7013 5259 4383 3506 wall above -- ---- - - - -' —min max stacked over 1. Squash blocks are to be in full contact BCI• 1 wall below) with upperfloor and lower wall plate. Hael depth BCI• Joist I 2. Capacities shown are for a double blocking. squash blocks at each joisDepth _ _ t, SPFor table 2z block. better. below; 4' 2x blociung required at bearing (not shown for clarity). acker block Double BCI• Joist 31/32" min. plywood/OSB rated sheathing as reinforcement inimum 12" Connection Sheathing or Install reinforcement with face grain horizontal. Install on Nall 6with rimboard both sides of the Joist, tight to bottom flange. Leave Joi,Ade). 10d nails Filler closure minimum Y"gap between reinforcement antl bottom of Ha'elow) top flange. Apply consbucbon adhesive to contact BCI• Joist surfaces and fasten with 3 rows of min. SOd box nails at blocking 6" o.c. Alternate nailing from each side and clinch. required for Eller block Nail with 10- IOd nails. Backer block required where top flange joist hanger load exceeds 2501bs. rndam tidhtt, tnn nand. Web -Filler r Nailing 12" " on center Connection valid for all applications. Contact Boise Cascade FWD F. O.-rin0 fnr enarifir r•nndifi.ne cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered in all cantilever desians. End Wall Bearin Minimum Heel Depth Roof Pitch 6112 8112 9112 10112 12112 2 x 4 41/." 4'/,." 1 41/." 4'/." 1 4%- 1 4'/." p x 6 31/i 31/,." 2s/,." 21W 2'/,." 2%" LATERAL SUPPORT BCI* Joists shall be laterally supported at the ends with hangers, rimboard, BCI• rim joist or blocking panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking pmay berequired atIntermediate bearings for local biuilding floor agoffpiciajRC in high seismic areas, consult MINIMUM BEARING LENGTH FOR BCI11 JOISTS Minimum end bearing: 1%" for all BCI•Joists. 3%" is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the bulldIng code evaluation report or the BC CALL• software. NAILING REQUIREMENTS BCI• rim joist, rim board or closure panel to BCI• joist: Rims or closure panel 1V4 inches thick and less: 2-8d nails one each in the top and bottom flange. BCI° 4506s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI.6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI.6500s/90s rim joist: Toe -nail top flange to rim BC oist with 2-10d box nails, one each side of flange. 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 loisttosupport: 2- If nails, one on each side of the web, placed 1% inches minimum from the end of the BCI9 Joist to limit splitting. Sheathing toBCl•joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12 o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacingthanlRC. Maximum bracing spacingg for full lateral stability: 18" for BCI° 4500s & 5000s, 24" for larger BCI• joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler Block Thickness 4500s or 1y4" Two %" wood panels or 1.8 wood panels 2 x 5000s 1/4" or %' Two %" wood panels or 1.8 wood panels 2 x 6000s 1'h" or two rh" 2 x +'/ie" or 1.8 wood panels wood anel 6500s IV$" or two %" 2 x + °/a" or 1.8 wood panels 3' 4" wood anel 605 2.D 1Vi" or two %" 2 x +'/ie" or wood panels wood oriel 90s2. 0 2x_lumber Double2x_ lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus V4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI" JOISTS FROM THE WEATHER BCP' Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI4 RIM JOISTS AND BLOCKING Vertical Load Capacity pl f) Depth In Series No W. S. 0) o W.S.' 9%" 4500s 1.8, 5000s 1.8, 2300 N/A 6000s 1.8 6500s 1.8 4500s 1.8, 5000s 1. 8, 2150 N/A 117/a" 6000s 1.8 650051.8 60s 2.0, 90s 2. 0 2500 N/A 4500s 1.8, 5000s 1. 8, 2000 N/A 14" 6000s 1.8 6500s 1.8 60s 2.0, 90s 2. 0 2400 N/A 4500s 1.8, 6000s 1. 8, 1900 2500 16" 6500s 1.8 60s 2.0, 90s 2. 0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable Boise Cascade EV T1 " _astern Suec ifier Guide • DS 04'201 5 Joist Hole L_o_cation &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 see table below) i (see table below) cut or notch ff flange ^' ETS. 0 Y . f0 No holes (except knockouts) allowed In bearing zones A 1%" round hole may be I cut anywhere In the web.-1I--/•-I Do not cut holes Provide at least 3" of larger than Six" clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/2' Fry' ` 10 11 12 .13RoundHoleDiameter [in] 2 3. 4 5 6 6'/z 7 8 8Y. 9' : Rectangular Hole Side 3 5 6 7inj Any 8 11'-0" 1'-1" 1'-5" 2'-1" 12'-9" 3'-1" T-5" S(ft]n 12 1'-0" 1'-2" 2'-2„ 13 2„ 4'-2" 4'-8" 5'-2" Joist Joist 16 1'-0" 1'-7" 2'-11" I} 4'-3" 15'-7" 6'-3" 6'-11" Round Hole Diameter [in] 2' 3 4 5 6 6'/2 7 r 8i 8%s 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 8in] 8 1'-0" 1'-1" 1'-5" 1'-10" 12'-4" 2'-7" T-10" 3'-4" T-9" Any 12 11'-0" 1'-4" 2'-1" T-10" I T-7" T-11" 4'-3" 5'-0" 15'-8" Spanpa Joist 16 1'-0" 1'-10" T-10" 3'-9" 4'-9" 5'-3" 5'-9" 6'-9" T-T, 20 1'-1" 2'-3" T-6" 4'-9" 16-11 " 6'-7" T_2" 8'-5" 9'-6" Round Hole Diameter [in] 2 3 4 5 6 6Y2 7 8 8Y. 9 10 11 12 13 Rectangular Hole Side l_ 2 3 3 5 6 6 8 19in 8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" T-11" 3'-4" T-8" Any 12 ' 11'-0" 1'-1" 1'-3" 1'-10" 12'-6" T-10" 3'-1" T-9" 4.3 „ 4'-4" 5'-0" 5'-7" 14" 1 Span Joist 16 1'-0"3'-9" 4'-2" 5'-0" , 5'-8" 5'-10" 6'-8" 7'-5" 20 1'-0" 1'-1" 2'-1" 13'-2" 4'-2" 4'-8" 5'-2" 6'-3" I T-2" T-3" 8'-4" 19'4" I I 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" 10RoundHoleDiameter (in)1 2 3 4 5 6 6'/z 7 I 8 1 8Y.— 9 11 I 12 13 Rectangular Hole Sidein2355689101 8 1'-0" 1'-1" 1'-2" i 1'-2" i 1'-3" 1'-3" 1'-3" 1'-7" '1'-11" 2'-0" 2'-5" 12'-9" 1 T-2" T_T' 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-10" 2'-5" 2'-11" 1'-6" 3' 0" 3'-7" 14'-2' 14'-9" 5'-4" Any 16" S[ft]n 16 1'-1" 1'-2" 1'-21 8" 2'-1' 2'-6'73' 3" 3'-11" 4'-0" 14'-10" 1 5'-7" 6'-4" T-2„ 11'-0" Joist 20 1'-0" 1'-1" 1'-2" 1'-2" . 2'-1" 2'-7" 3'-1-1" " 4'-4'-11" 3%9" 5'-1" 6'-0" T-0" 8'-0" 8'-11" 24 1 1'-0" 1'-1" r1'-2" 1'-4" 1 2'-6" 3%1" 14-11" 6-11" 16'-1" 7'-3" 9' 7" 10'-9" 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%" round knockouts in the web may be removed by using a short piece of metal pipe and hammer Holes may be positioned verti- cally anywhere in the web The joist may be set with the 1'/." 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 CALCo software. Large_Rectangular Holes-in-B,CI° Joists — Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist r— See Max Hole Size on Q hole Chart for Joist Depth Joist Span -I // _Mininnurn2xdlameter/ width of largest hole i 0011 I I Simple Span loot 6'-0' Min -I I Notes: IlJI Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC° sizing software. Bo,sr. L'asuide EVd • Eastern Specifier Guide • D3M4i2015 Maximum Hole Size Simple MultipleJoist Depth Span Span " 91W" 6" x 14" 6" x 12" 117/81' 8" x 16" 8" x 13" 14" 9" x 18" x 16" -- 10" x 17.. 8" 16" 11 x 18" 10" x 14" 112x6 " Multiple Span Joist Q hole See Max Hole Size on Q hots a % Jolst Chart for loot Depth {g Joist— 1 SpanSan5{ 0 Multiple Span Joist 12'.0' Min I—Mulhpls Span Joist 12'-0' Min Larger holes may be possible for either Single or Multiple span joists; use BC CALCO sizing software for specific analysis. Rei.nforced_Lo_adYBeari.ng Canti a c 0 Cn t`- c o O m `n Roof Total Load sf 35 45 55 Joist S aung finj 16 11921 24 1 16 19.21 24 1 16 119.21 24 24 0 1 D 1 0 1 0 1 0 X 0 X X 26 0 0 1 0 1 0 1 0 X 0 X X 28 0 0" X 0 X X X X X 30 0 0 X 0 X X X X X 32 0 0 X 0 X X X X X 0 34 0 0 X 0 X X X X X nv 36 0 X X X X X X X X 38 0 X X X X X X X X 40 0 FTI X X X X X X X 42 X X X X X X X X 24 0 0 0 0 0 X 0 1 X I X 26 0 0 0 0 0 X 0 X I X m 28 0 0 1 0 X X X, X X 30 0 0 1 To X X X x I X 0 32 0 0 X 0 X X X X X o 34 0 0 X X X X X X X 36 0 0= X X X X X X X 38 0 X' X X X X X X X m 40 0 X' X X X X X X X 24 0 0 0 1 0 0 0 0- X X 26 0 0 0 1 0 0 X 0 X X e 28 0 0 0 0- 0 X X X X m 30 0 0 0 0 0 X X X X c 32 0 0 0 0 X X X X X o 34 0 0 X 0 X X X X X_ to 36 0 0 X 0 X X X X X 38 0 0 X X X X X• X X 40 0 0 X X X X X X X 24 0 0 0 1 0 1 0 0 0 0 X 26 0 0 0 0 0 0 o x x 38 0 0 o 0 0 0 0 x x m 30 0 0 0 0 0 X 0 X X 0 32 0 0 0 0 0 X 0 X X 34 0 0 0 0 X X X X X m 36 0 0 X 0 X X X X X 38 0 0 X 0 X X X X X 40 0 o X 0 X X X X X 24 0 0 0 0 0 WS 0 0 X 26 0 0 0 0 0 WS 0 0 X 28 0 0 0 0 0 X 0 WS X m 30 0 0 0 0 0 X 0 WS X h 32 0 0 WS 0 0 X 0 X X 0 34" 0 0 WS o o x 0 x x v 36 0• 0 WS 0 wS X 0 X X 38 0 0 X 0 X X X X X 40 0 1 0 X 0 X X X X X 42 0 0 X I 0 X X X X X 24 0 0 0 0 0' WS 0 0 1 26 0 0 o 0 0 WS 0 0 1 m 28 0 0 0 0 0 WS 0 0 X 30 0 0 WS 0 0 1 0 0 X 0 32 0 0 WS 0 0 1 0 1 X 0 34 0 0 WS 0 WS X. 0 X X 36 0 0 WS 0 1WS1 X 0 X. X 38 0 0 WS 0 JWS1 X X X 40 0 0 1 0 1 1 1 X X X X X 24 0 0 1 0 1 0 1 0 0 0 1 0 JWS 26 0 0 0 1 0 1 0- 0 o 0 1 28 0 0 0 0 0. WS 0 0 1 m 30 0 0 0 0 WS 0 0 X 32 0 0 0 0 0 0 1 0 WS X 0 34 0 0 WS 0 0 1 0 1 X m 36 0 0 WS 0 0 1 0 X X 38 0 0 JWS 0 0 X 0 X X 40 0 0 1 1 T WS1 X X X X BCI® Joists Oc n t-c o tO Of ' Roof Total Load sf 35 1 45 1 55 Joist S acin in 16 119.2124 1 16 19.2 24 16 11921 24 24 0 1 0 1 0 1 0 0 0 0 1 0 1 1 26 0 0 0 1 0 0 0. 0 1 0 1 X 28 0 0 0 0 0 0 0 0 1 X m 30 0 0 0 0 0 1 0 0 X 0 32 0 0 0 0 0 1 0 0 X m 34 0 0 0 0 0 X 0 1 X 36 0 0 0 0 0 X 0 1 X 38 0 0 0' 0 0 X 0 1 X 40 0 0 1 0 0 X 0 X X 24 0 1 0 1 0 0 0 0 1 26 0 0 0 0 0 0 too 1 28 0 0 0 0 0 WS X 30 0 0 0 0 0 1 X 32 0 0 0 0 0 1 0 1 1 X 34 0 0 0 0 0 X 0 1 1 X 36 0 0 WS 0 0 X 0 1 X' 38 0 0 1 0 0 X 0 1 X 40 0 0 1 0 1 X 1 X 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 m 32 0 0 0 0 0 0 0 0 01 2 34 0 0 0 0 0 0 0 0 1- a 36 0 0 0 0 0 0 0 0 1 38 0 0 0 o 0 0 0 0 1 40 0 0 0 0 0 0 0 0 2 24 0 1 0 1 0 1 0 0 1 0 0 0{ WS 26 0 0 0'J 0 1 0 JWS 0 0 JWS 28 0 0 0 0 0 WS 0 0 1 m 30 0 0 0 0 0 WS 0 WS X 32 0 0 0 0 0 WS 0 WS X 0 34 0 0 WS 0 0 1 0 WS X 36 o 0 WS 0 o x WS x 38 0 0 WS 0 WS X Vw-s X X 40 42 0 0 WS 0 WS X X X 0 0 wS 0 WS X X X 24 26 28 0 0' 0 0 1 0 JWS 0 0 WS 0 0 0 0 1 0 WS 0 I 0 WS 0 0 0 0 0 WS 0 WS 1 h 30 0 0 WS 0' 0 WS 0 IWS 1 o °r 32 0_ 0 WS 0 0 WS 0 WS 2 34 0 0 WS 0 WS 1. 0 JWS1 X 36 0 0 WS 0 WS 1 0 WSJ X 38 0 0' WSJ 0 WS 1 WS1WS1 1 1 X 40 0 0 lWSJ 0 WS 2 1 X 24 0 0 0 0 0 0 1 0 1 0 JWS zs o 0 1 0. 0 0 0 0 o WS m 28 0 0 0 0• 0 WS 0 0 WS 30 0 0 0 0 0 WS 0 0 1 o.- 32 0 0 0 0 0 WS 0 WS 1 0 34 0 0 0 0 0 WS 0 JWS 1 m 36 0 0 WS 0 0 WS 0 WS 1 38 0 0 f WS 0 0 1' 0 1 1 2 40 0 I 0 lWS1 0 1WS1 1 0T1 2 24 0 0,1 0 1 0 1 0 0 0 1 0 JWS 26 0 0 0 0 1 0 0 0 0 IWS 28 0 0. 0 0 0 WS 0 0 WS 30 0' 0' 0 0 0 WS 0 0 1 o 32 0 0 0 0 0 WS 0 WS 1 uoi 34 0 0 0 0 0 WS 0 WS 2 m 36 0 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 0 1 0 1 2 40 0 0 1wsT-o-ivs1 1 I 0 1 1 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC° software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC° software. 5 o c rn 2 c 6 1O X N Roof Total Load sf 35 45 55 Joist S acin in 16 19.2 24 16 19.2 24 16 19.2 24 24 0 0 1 0 1 0 1 0 0 1 0 1 0 JWS 26 0 0 0 0 1 0 0 0 0 JWS 28 0 0 0 0 1 0 0 0 0 JWS 0 30 0 0 0 0 1 0 WS 0 0 1 32 0 0 0 0 0 WS 0 0 1 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 24 0 0 1 0 I 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 0 010 N 32 0 0 0 0 0 0 0 0 1 0 m 34 0 0 0 0 o o 0 0 WS 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 1 24 0 0 I 0 0 0 0 1 0 JWS 26 0 0 1 0 1 0 0 0 WS 0 0 WS 28 0 0 0 1 0 0 WS 0 0 WS OR 30 0 0 0 0 0 WS 0 WS WS 32 0 0 0 0 0 WS 1 0 WS 1 6 34 0 o WS 0 0 WS 0 WS X v 36 0 0 WS 0 0 WS 0 WS X 38 0 0 WS 0 1 0 WS X 40 42 0 0 WS 0 SWS 1 WS WS X 0 0 1 WS 0 X WS 1 X 24 0 0 1 0 0 0 0 o f 0 IWS 26 0 0 t 0 1 0 0 0 I o 1 0 iWs m 28 0 1 0 0 0 0 WS 0 1 0 JWS 30 0 0 0 0 0 WS 0 1 0 IWS 0 0 32 0 0 0 0 0 WS WS 0 WS WS WS 134000000 m 36 0 0 WS 0 0 WS 1 0 1 WSJ 1 38 40 0 0 0WS 0 WIS 0 I 0 0 i WS WS1 WS 0 0 JWSJ lWSJ_2_ 2 m 24 26 28 30 0 0 1 0 1 0 0 0 L 0 1 0 JWS 0 0 0 0 0 0 0 0 WS 0 0 0 0 0 0' o 0 WS 10 0 1 WS 0 0 WS 0 0 WS 0 32 0 0 0 o 0 WS 0 WS 1 34 0 0 0 1 0 0 WS O i WS 1 m 36 0 0 JWSJ 0 0 WS 0 IWS 2 381 0 0 WS 0 1 0 WS 0 JWS 2 401 0 o ws o wS WS 0 1 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 WS a 32 0 0 0 0 0 WS 0 0 0 WS m 34 36 0 0 0 0 WS O i WS WS0 0 0 0 0 1-0 0 0 0 0 WS 0 WS 1 38 0 WS 0 WS 1 40 0 0 WS 0 0 WS 0 WS 1 24 0 I.0 0 1 0 0 0 1 0' 0! 0 26i 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 o I 0 0 o 0 0 o 010a34000000IWS 0 0 0 0 0 0 WS 0 0 0 0 0 0 11IO00060I1 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 l3rise Cascade EWP • Easten ;ipeci0ar C,wde UB/U4i'_015 nforeed Load_Bearing.Ca_nti.lever Detail eZ-N 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 T-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALCI 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" D.C. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown Applications with loading that exceeds the loads shown shall be analyzed with BC CALCm software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALCm software. 23/32" min. plywood/OSB or rimboard closure. Nall 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 blockWoodStructural .t 2z Closure I \ Panel Closure See Specifier e6 of Gu de astern 2x8 minlmum I "I —/ • ILJIBCI Joist blocking Drywall Ceiling or Back Span Maximum Wood Structural Panel Soffit 1/ 3 Back Span Not to exceed 4'-0" 3%" min. These details apply to cantilevers with uniform loads only. bearing It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC° software. Ili 11 !!1!¢!l'1•asiawll/! I I!!!•I 11l II•r!!=p See Web StiffenerSmall Gap: Nallln( V." min., 2" max.L Schedule Web chartStiffener 2" min Width 4" max. ainch Nails2" min. 4" max. axTightFit Web Stiffener required when concenVatedload exceeds 1000 lbs Web stiffeners applied to both sides of the joist web Stiffener,Sptcifications For Structural Lateral o BCI JoistCapacity Restraint Minimum Series Min. Thick) in Hanger Width 4500s 1 8 W 25/16" 5000s 1 8 Y." W. 25/16' 6000s 1. 8 W, 25116" 6500s 1 8 r '/.• 1" or 1'A." 25/16' 60s 2 0 W W 25/16" 9Os 2. 0 2x4 lumber (vertical) A* . . . Minimum 1% Times Cantilever Length Back Span b_S. tiffener_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 required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14 Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top Flange in this situation Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI° 90s only). For Structural Capacity: Web stiffeners needed to increase the BCI' Joist's reaction capacity at a specific bearing location Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top Flange (e.g., adjustable height hangers) Web stiffeners may be of multiple thickness e.g, BCI° 6500s, double y2" 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 2/ 3 Back Span not to exceed 4'.0" BCI• Joist Series Sliffener Nailing Joist Depth e& le Bearing Location End Intermediate 4500s 1. 8 9M." I 2-8d 2-8d 11'/a 2-8d 3-8d 14" 2- 8d 5-8d 16" 2- 8d 6-8d 5000s 1. 8 9'/2' I 2-8d' 2-8d 11Y' 2- 8d 3-8d- 14" 2- 8d 5-8d 6000s 1. 8 9'% 2- 8d 2-8d 11Y." 2- 8d 3-8d 14" 2- 8d 5-8d 16" I 2-8d 6-8d 6500s 1. 8 9'/z' 2-8d 2-8d 11% 2- 8d 3-8d 14" 2- 8d 5-8d 16" 2- 8d I 6-8d 60s 2. 0 117/6" I 2-8d 3-8d 14" 2- 8d 5-8d 16" 2- 8d 6-8d 90s 2. 0 117/:' 3- 16d 3-16d 14' 5- 16d 5-16d 16" 6- 16d I 6-16d Foist Casc, aoe [VIA' • Eastern Spaci,ier Guile • OW0412015 Load Tabli Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 4500s 1.8 Series 13/" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9'/" BCI® 4500s 1.8 11'/a BCI® 4500s 1.8 14" BCIe 4500s 1.8 16" BCI® 4500s 1.8 9'/" BCI® 5000s 1.8 11 %:' 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 A 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 F 24 25 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascxla EINP • Eaatenr 2i:,e ;dyer Gj.de • 09 04'L015 Load Tab Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', •.• • BCI® 6000s 1.8 Series BCI® 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 9'/2' BCI® 6000s 1.8 11'/a' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9%' BCI® 6500s 1.8 11'/." BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 320 333 346 353 320 I 333 1346 353 7 274 285 297 302 274 1285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 208 212 11 141 174 181 189 192 153 174 181 189 192 12 112 160 166 173 176 121 160 166 173 176 13 89 147 144 153 160 163 97 147 153 160 163 14 73 129 117 142 148 151 79 137 129 142 I. - 148 151 15 60 112 97 133 138 141 65 124 106 133 138 141 16 50 98 81 125 117 130 132 54 109 89 125 127 130 132 17 42 84 68 112 99 122 124 46 92 75 1117 107 122 124 18 58 100 84 . 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111, 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 68 104 90 106 21 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 51 88 69 96 23 42 72 56 83 45 80 60 92 24 49 76 40 74 53 84 25 44 70 47 77 26 J 42 72 27 28 29 30 Go sr Caswde LVAP . L-aslerr. SF•aciher ,uide • 08104/201 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 T/2' Flange Width 11' a BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11 Me" BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 9 244 I 244 244 300 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 157 157 157 192 194 195 15 128 146 146 146 180 181 182 16 107 137 137 137 152 168 170 171 17 90 129 129 129 129 158 160 161 18 77 122 110 122 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 144 20 57 110 82 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 129 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 55 95 74 95 56 112 79 118 105 119 24 49 91 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 105 27 47 81 50 100 67 101 28 42 78 45 91 61 97 29 41 82 55 94 30 50 1 91 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and 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 CALCIO 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 Bcise Cas.ade EN.P • Eaete•n Speedier Guide • 03'04'2015 Roof Framing BCI° Rafters 1 • Structural ridge VERSA -LAM* or FOR INSTALLATION STABILITY, load -bearing wall required. Temporary strut lines - (1x4 min.) 1 8 ft. on center ma at each joist with two 8d nails maximum. Fasten Blocking or other lateral minimum. I support required at end supports. When installing Boise Cascade EWPENP products with treated u,'ood, use only connectors/ fasteners that are approved for use with the corresponding Blocking not shown ' 1 wood treatment for clarity. Wz/ZZ10 BCI* Rafter Header 0 Vr U "'—Multiple BCI* Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON BCI'b JOISTS UNTIL ALL HANGERS, BCI° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCIv 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 Y2 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 lx4 Nailer ® Max. 4'-0" o.c. 2'6" o.c. or BCI.4500s) 3'-0" o.c. or BCI. 5000s) Minimum Heel Depth F(Sea table at tight) 12 LMIn. 6 Rafter Strut — 9%", 11'/." or 14" Web BCI.4500s/50003/60009/6500s Filler Ceiling Joist ® 24" o.c. Maximum 31 Minimum Bearing 2x4 Well) Each End Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2X11 Blocking 7 Maximum Span Lengths Without Roof Loads 9W BCI* 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" 11 Y." BCI* 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI.4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6- If roof loads present, see Notes 2 & 3 at right) Minimum Heel Depths Joist Depth End Wall " 2 x 4 2 x 6 9w, 2 % " 11/i' 11%11 31W 2Y:' 14" 41/1 ' 3Y2' Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI* ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. ' 5) Nail roof rafter to BCI* top flange with 1 -10d (3" long) box or larger nail. 6) 1x4 nailers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI* Joist at beveled ends. Nall roof rafter to BCI* Joist per building code requirements for ceiling joist to roof rafter connection. Coist C.iscdde U: W'-,L"aslern S )eClher Cuide • 08104/201', ing_Deta.i.l Additional roof framing details available with BC FRAMER® software Q 2x beveled plate for slope 1 Rimboard / VERSA -LAM* blocking. V" G greater than Ventilation cut: 3 of length,'/x of depth Rimboard / VERSA4AM• blocking. Ventilation "V" cut: 3 of length, '/x of depth 2x4 bloc* blocking Tight fit Flange of BCI• Joists may for for lateral be birdsmouth cut onlyat supportt. 2'i" 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 flange must bear fully on plate, web stiffenerbeusedinlieuofbeveledplateforslopesfromthelowendoftheJoistBirdsmouthcutBCI• Joist 2-6 max reoulred each side. 3/12 to 12/1.2. flange must bear fully on plate, web stiffener required each side. Bottom flange shall be fully supported. 1 10d 1 Simpson or USP LSTA24 strap, nailing per 1 , Simpson or USP LSTA24 strap where slope nails 2z4 one side for 135 PLF max. at 6" o.c. governing building code. exceeds 7/12 (straps maybe required for lower 2x6 one side for 240 PLF max. BCI• blocking slopes in high -wind areas). Nailing per governing VERSA-LAM• LVL Holes cut buildAD support beam. for ventilation. VERSA LAM LVL suppor Backer block. Thickness per correspondingBCI• series. 2x block BCI• blockingHoles cut ouble-beveled ner 4'-0" horiz for ventilation. wood plate. Blocking on both sides of ridge may be required for 2 4i^ horizti shear transfer per design professional of record. Simpson ISSUI or USP 7MU hanger. r^ st may Backer block Lhen L exceeds i minimum 12" wide). 21-0"ing. i Joist Nailwtthl0-10dnails. max i Hanger g as required. Nail i outrigger I through BCI• Moutriggerweb, DO NOT bevel -cut joist iller block. Nail beyond Inside face of wall, except with 10 -10d nails. for specific conditions in details z outrigger shown on pages 6 and 13 of theBackerblockrequiredwheretopflangechedaroundBCI• Eastern Specifier Guide. joist hanger load exceeds 250 lbs. flange. Outrigger Install tight to top flange. cing no greater n 24" on -center. LATERAL SUPPORT BCI• Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers, rimboard, or blocking (VERSA -LAM*, BOISE CASCADE* Rimboard or BCI• Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCI• Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCI` JOISTS Minimum end bearing: 1%" for all BCIm Joists. 31h" is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC• software. NAILING REQUIREMENTS BCI° rim joist, rim board or closure panel to BCI• joist Rims or closure panel 1% 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. BCIw 6500s/90s rim joist: Toe -nail top Range to rim joist with 2-10d box nails, one each side of flange. BCI• rim joist, rim board or BCI• blocking panel to support: Min. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI• joist to support: 2-8d nails, one on each side of the web, placed 1% inches minimum from the end of the BCI• Joist to limit splitting. Sheathing to BCI• joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacing for minimum lateral stability: 18" for BCI° 4500s and 5000s, 24" for larger BCI• joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series tiacker Rlock Thickness Filler Block Thickness 4500s 1.8 f'y4" wood anels Two %" wood panels or 2 x 5000s 1.8 wood '/'" °fa'/'"nels Two %' wood panels or 2 x 6000s 1.8 1%" Of tnelswood 2 x-+ Y,r" or %" wood panel 6500s 1.8 w"o od or tawone%1s" wo 2 x _ + W or 1'4" wood panel 60s 2.0 1'/i" or two %" wood aneis 2 x +'/„" or %" wood panel 90s 2.0 2 x lumber Double 2 x Jumber Cut backer and filler blocks to a maximum depth equal to the web depth minus'/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCIa JOISTS FROM THE WEATHER BCI' Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI' Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 1% inch, pre -stamped knock -out holes spaced at 12 inches on center along the BCI• Joist may all be knocked out and used for cross ventilation. Deeper jolsts that what Is structurally needed may be advantageous in ventilation design. Consult local building official and/or ventilation specialist for specific ventilation requirements. BIRDSMOUTH CUTS BCIm Joists may be birdsmouth cut only at the low end support. BCI• Joists with birdsmouth cuts may cantilever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the Inside face of the support. High end supports and intermediate supports may not be birdsmouth cut. Boise, Casca(le EVP • Eastern Specifiel Glide - C K,141201S pan Tables Maximum clear span in feet and inches, based on horizontal spans. BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 1%" Flange Width 2" Flange Width 9'/2" 1117811 1 14" 16" 9'/i11 %:' 14" BCIm 4500s 1.8 BCIm 4500s 1.8 BCIO 4500s 1.8 BCIm 4500s 1.8 BCI° 5000s 1.8 BCIm 5000s 1.8 BCI° 5000s 1.8 Live Load psf] Dead Load psf] 4/ 12 14/12 or to Less 8/12 18/12 to 12/ 12 4/ 121 4/12 or to Less. 8/12 8/ 12 to 12/ 12 4/ 12 4/12 or to Less' 8/12 8/ 12 I to 12/ 12 4/ 12 4/12 I or to Less, 8/12 8/ 12 to 12/ 12 4/ 12 or Less 4/ 12 to 8/ 12 8/ 12 to 12/ 12 4112 or Le 4/ 12 8/12 to to 4/ 12 or ess 4112 to 8/ 12112/12 8/ 12 to Non- 10 23'-10" 22%6" 20AT 26'-5" 26'-9" 24AT 37-3" 1 30'-5" 28'-3" 36-9" 33'-8" 31' 3" 4'-10' 23'-5" 21' 9" 29'-7" 2T-11'125'-11' 33'-8" 31'-9" 29'-5" Snow15 P20122'-T' 2l'-3" 19'-T' 26'-11" 25-3' 234' 30%7" 26-99" 16'-6" 33'S" 31'-10" 29'-4" 23'-6" 22'-1" 20%5" 28'-0,, 26'A" 24'-4" 1'-10' 29--11" 27'-7" 125% 20 21'.7" 20' 2" 115-T 25-8" 24'-0" 27 1" 29' 2" 2TA" 26-l" 31'-4" 30'-3" 27-10 22'-5" 21'-0" 19'-4" 26'-9" 25'-0" 23'-0" 30'-5" 28'-5" 26'-2" 25 1 10 22'-8" 21'-5" 19AV 26-11" 26S" 2S-8" 30'-2" 29'-0" 26-11" 32'-3" 31'-T 29'-10" 23'-7" 22'-4" 20'-9" 28'-1" 26'-7" 24'-9" 1'-11"'30'-2" 28'-1" 2— 25 15 21'-T' 20'A" 18'-10" 26-9" 24'-2" 22'-5" 26'-2" 2T-5" 25'-F 39-1" 29'-4" 26-3" 22'-0" 21'-2" 19'-7" 6'-10" 25'-T- 23'4" 30'-3" 28'-8" 26'-7" 12" O. C. 30 10 21%$" 29-6" 19'-1" 25-T 24'-5" 27-9" 26-T 2T-9" 25-11" 39-2" 29'-8" 28'-8" 22'-T' 2V-4" 19'-11' 6'-10' 25'-5" 23'-9" 30'-4" 28'-11, 27'-0" Snow 30 15 29-9" 19'-7' 19-2" 245" 23'A" 21'-8" 26-T 25-11" 24'-7' 29-5" 2T-9" 26-10" 21'-T' 20'-5" 18'-11 25-9" 24'4" 22'-7" 28'4" 2T-8" 25-8" 115% 40 10 19'-8" 16-11" 1T-10" 23'-2" 275" 21'-3" 26-3" 24-11' 24'-2" 2T-0" 26-T 26'-l' 20'4" 19'-8" 18'-T' 24'-5" 23'-5" 22'-2" 2T-2" 26-8" 25'-2" 40 15 1T-1" 27-1" 21'S" 2174" 24-1" 23-7" 22'-11" 25'-8 26-2" 24S" 20'-2" 19'-1 11T-10' 23'-8" 22'-9" 21'-3" 5'-10" 254" 24'-1" 50. 1 10 18'-3" 175" 16-7" 21'-2" 29-10" 19-9" 23'-1" 22'-10" 27-5 24'A 24' 4" 24'-0" 19'-0" 18'-3" 17'-3" 22' 8" 21'-9" 20'-T' 4'-10" 24'-0" 23'-5" 50 . i 15 1T-11"i 1TA" 16-T 217-0" 29-0" 19-4- 27-2" 21'-9" 21'-3" 23'- 23'-3" 27-9" 0 19'" 18'-1"i16'-11 1'-10121'-5- 20' 2" 23'-9" 2i-4" 22'-10' s Non- 20 1 10 21' 7" 20'-5" 18'-11" 25'-9" 24'-3" 22'S" 29'-3" 27-7 25' T 31'-5' 30' T' 28'-0" 22'-6" 21'-3" 19'-8" 6A0' 25'-4" 23'-6" 30'-6" 28'-9" 26'-8" Snow Snow20 15 ro 20'' 19'-3" 1T -9" 24'4" 27-11" 21'-l" 2T-2" 26'-0" 24'-0" 29'-0" 28' 2" 26' 7" 21'-4" 20'-0" 18'-6" 25-5" 23'-10'] 22'-0" 8'-11' 27' l" 25'-0" 20 1 20 19'S" 18'-3" 16-10" 23'-T 21'-9" 20'-0" 25'A" 24'-5" 22'-9" 2T-1" 26-2" 24'-11" 20'4" 19'4" 17'4" 24' 3" 22'-8" 120'-10' 2T-2" 26-10' 23'-9" 25 10 29-6" 19'-5" 16-1" 24'-0" 23'-1" 21'-6" 26-1" 26-T 24'-5" 2T-11" 2T4" I 26'-T' 21'-4" 20'-2"'18'-10' 25'-0" 24'-1" 22'-5" 28,4, 2TA" 25'-6" 25 15 19'-7" 18'-5" 1T-1" 27A" 21'-9" 20'A" 244" 23'-9" 22'-11" 26-0" 26 4" 24-5" 20'-5" 19'-2" 17'-9" 24'-0" 22'-10" 21'-2" 26-2" 26-6" 24'-1" 16" O. C. 30 10 17-T' 18'-7' 1T-0" 27-5' 27-0" 29-T' 24'-5" 24-0" 23-T 26-1" 25-8" 26-0" 20'-5" 19'A" 18'-1" 24'-1" 1 23A" 21'-6" 26-3" 25'-9" 24'-5" Snow 30 15 18'-7" 17-9" 16-6" 21'-l" 20'-7" 19'-7" 23'-0" 27-5" 21'-9- 24'-7' 24'-0" 23-3" 19'-T' 18'4" 17'-2" 22'-0" 27-0" 20'-5" 24'-0" 24'-1" 23'-3" 115% 40 10 1T-8" 17,-l" 16-2" 29-1" 19'49 19'-3" 21'-10" 21'-7' 21'-l" 23'4 23'-0" 27-T 18'-T' 1T-10"16'-10 21'-T' 21'-3" 20'-l" 23-6" 23'-2" 22'-8" 40 50 15 10 WAY' 16'- 2" 16' S" 16- 10" 15'- 6" 15'- 0" 19- 1" 18- 0" 16- 8" 18'- 1" 19- 2" 1T- 9" 20'. 10" 19'- 11" 20'- 5" 19'- T NAY' 19'- 5" 27- 3" 21'- 0" 21'- 10" 21'- 1" 21'- 3" 20'- 9" 18'- l" 17'- 2" 17' 4" 16'- 0" 16- l" 16- 8- 20' 4" 19'- 8" 20'- 1" 19'- 5" 19'- 3" 18'- 0" 22' 4" 21'-11 2 j1 21'- 5" 21'-2" 20'-10' 50•. 1 15 15'-6" 15-0" 14'-8" 17,-7' 1T-3" 16-10" 19-2" 19-10" 16-5" 20'-5" 1 20'-1" 19-8" 16-8" 16'4" 164" 18'-10", 18'-0" 18'-1" 20'-7,, 20'-2': 19'-9,, Non- 20 L10 20'4" 19' 2" 1T-9" 24-2" 22'-10" 21'-2" 26-10" 25-11" 24'-1" 28'-B" 28'-0" 26-8" 21'-2" 19'-11' 18'-6" 25'-2" 23'.9" 22'-1" 28'-8" 2T-0" 25'-1" Snow 20 1 15 19' 3" 16-1" 16'-8" 22'-9" 21'S" 19'-10" 24'-9" 24-T 22' T' 26' 5" 25' B" 24'-8" 20'-0" 18'-10' 1T-4" 3%10' 22'-5" 20'-8" 26'-7" 25'-6" 23'-6" 125% 20 20 18'A" 1T-2" 15'-9" 21' 2" 29-5" 16-9" 23' 1" 22'A" 21'-3" 24'-8" 23'-10" 22'-9" 19--1" 17'-10' 16'-5" 22'-9" 21'A"119'-7" 4'-10',23'-11' 22'-3" 25 10 19'-3" 18'-3" 1T-0" 21'-10' 21'-5" 29-2" 23'-10" 23'A" 27 r 25-0" 24'-11" 24'-3" 20'-1" 19'-0" 1 17'-8" 23'-0" 22'-T- 21'-1" 254" 25-1"12T-11' 25 15 18'-0" 1TA" 16-9' 20'-5" 19'-10" 19A" 22'-3" 21'-8" 20'-10" 23'-9" 23'-l" 22'4" 19'-2" 18'-0" 16'-8" 2l'-11" 21'-4"119'-11' 3'-10 23'-3" 22'-5" c. O.C. 1 30 10 18'-0" 1T-5" 15-3" 20'-5" 29-1" 15-5" 27-3" 21'-11' 21'4" 23'-10" 23'-5" 27-10" 19'-2" 18'-2" 16'-11' 22'-0" 21'-7" 20'-2" 3'-11' 23'-6" 22'-11' Snow 30 15 16-11" 16-7" 16-6" 19-3" 19-9" 19-2" 20'-11" 29-5" 19'-10" 27-5" VAT 21'-2" 18'-3" 1T-4" 16-1" 20'-8" 20'-2"i19_-2-2" 22'-0" 22'-0" 21'-3" 115% 40 10 16'-2" 16-11" 16-2" 19-3" 18'-0" 1T-8" 19'-11" 194r 19-T 214' 21'-0" 29-7" 17'-4" 16'-9" 15'-10' 19'-8" 19'4" 1 8'-10' 21'-5" 21'-1" 20'-8" 40 15 164" 15'-0" 14'S" 1T-5" 1T-1" 16-T' 187-11" 18'-T' 18'-1" 20'4" 19'-10" 19'A" 16'4" 16-2" 15-2" 18'-8" 18'A"IT-10' 20'4" 20'-0" 19'-5" 50% 10 14-9" 14-6" 14-l" 16-8. 16-6" 16-2" 187-2" 18'-0" 1T43" 19'-5" 19'-3" 18'-11" 15'-10" 16-6" 14'-8" 17'-11-11T-9" 1T-5" 19'-7" 19-4" 19'-0" 50 15 144" 13'-1T 13'-7" 16-0" 15-9" 1641" 17-5" 1T-2" 16-9" 19-8" 1B'A" 1T-11" 16-7'04-11" 14'4" 17'-2"116'-11'116-6" 18'-9" 18'-5" 18'-0" Non- 20 10 18'-10" 17'-9" 16'S" 27-0" 21'-1" 19'-7" 24'4" 23'-T 22'4" 25T 25' 0" 24'-3" 19'-7" 18'-6" 17'-2" 23'A" 22'-0" 20'-5" 25'-9" 25-0" 23'-3" Snow 20 15 17-10" 16-9" 15-5" 20'-3" 19'-8" 18'A" 22'-l" 21'-5" 20'-7" 238" 22'-11" 22' 0" 18'-6" 17%5" 16'-1" 1'-10' 20'-9" 19'-2" 23'-9" 23'-l" 21'-9" 125% 20 20 16'-8" 15-11" 14'-7" 18'-11" 18'-3" 17-5" 20'S" 19'-11" 19'-0" 22'-1" 21'-T 20'A" 17'-8" 16' 7" 15-3" 20'4" 19'-8" 18'-2" 22'-2" 21'-5" 20'-5" 25 10 17'- 3" 16-10 15-9" 19-6' 19'-2" 19-7" 21'-3" 20'-10" 29-3" 27-9" 27-3" 21'-8" 18'-6" 17'-T' 16A.. 21'-0" 20'-7" 19'-6" 2'-10' 22'-5" 21'-9" 25 15 16- 1" 15'-7" 14'-10" 18'-2" 1T-9" 17-1" 19-10" 19'4" 19-9- 21'-3" 29-6" 19'-11" 1T-3" 16-8" 16-5" 19'-7" 19'-l" 18'4"VV-4" 20'- 9" 20'-0" O.C. 30 30 10 15 16'- 1" 16- 2" 15'- 10" 14'- 9" 16- 1" 14'- 0" 19- T 1T- 2" 1T- 11" 16'- 9" 1T5" 16'-3" 19'- 11" 19- 9" 19'- T' 19- 3" 19'- 1" 1T- 9' 21'- 3" 20'- 0" 20AV 19-6" 20'- 5" 18'- 11" 17' A"116'- 10'115'4" 3" 14'-11' 19'-T' 18'- 5" 19'- 3" 18'- 0" 18'- 9" 17'- 5" 21'- 0" 19'- 8" 20'- 6"Snow 19'-0" 115% 40 10 14'S" 14'-2' 13AV 15A" 16'-1" 16-9" 1T-10" 1T-T: 1T-2" 19'-0" 19-9" 18'-5" lIZ-4- 6" L5-3'* 14'-7" 17'-7" 1T-4" 16'-11 19'-2"118'-10"118'-6" 40 15 13'- 0" 13'-5" 13'-l" 155" 15'-3" 14'-10" 16'-11" 16'-T 16'-2- 19-1" 17-9" 1T-3" 14'-0' 16'-8" 164" 15'-11' 18'- 1712 0' 1TA 501013- 2" J 13'-0". 17;9" 14-11" 14-9" 14-6" 16-3" 16-l" 15-9" 1T4" 1T-7' 16-10" 14'-2" 13'-11" 13'-7" 16'-0"1,16-10"116-7" 1T-5" 1712 17:-2" 16'- T' 50 15 12'- 7" 12'4" 12'-1" 14'-0" 14' 0" 13'-9 15-T' 15-4" 1,F11" 16- 16'-0" 15'-3" 13'-6" 131 13'-0" 15'-4 114'-11"t 14'-3" 16'-2" 16-8" 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. Go,se Cascade EVAI • Eastern Sp,zafier r uidr - 08/0412015 Roof Span. Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load psf] [psf] 115% and 125%-Load Duration BCI® 6000s 1.8 Series " 25/16" Flange Width z BCIo 6000s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 BCI! 6000s 1.8 4/12 4/12 8/12 or to to Less 8/12 12/12 BCI° 6000s 1.8 4/12 4/12 8/12 or I to to Less 8/12 12/12 BQ0 6000s 1.8 4/12 4/12 8/12 to toorI-- Less 8/12 ! 12/12 Non- 20 10 26'-0" 24' 6" 22'-9" 30' 11" 29'-2" 27--0" 35'-2" 33'-2" 30'-9" 38'-10" 1 36'-7" 34' 0" Snow 20 15 24'-7" 23'-1" 21'-4" 29'-3" 27'-6" 264" 33'-3" 31'-3" 28'-10" 36'-9" 34'-6" 1 31'-10" 125% 20 20 23'-6" 22'-0" 20'-2" 27'_11" 26'-1" 24'-0" 31'-9" 29,-9" 27'-4" 35'-1" 32'-10" 30'-2" 25 10 24'-8" I 23'-4" 21'-8" 29'-4" 27'-9" 25'-10" 33'-4" 31'-6" 29'-4" 36-10" 34'-10" 32'-5" 25 15 23'-6" 22'-2" 20'-6" 28'-0" 26'-4" 24'-5" 31'-10" 29'-11" 27'-9" 34'-11" 33'-1" 30'-8" O.C. c. 30 10 23'-7" 22'-4" 29-10" 28'-0"". 26'-7" 24'-9" 31'-11" 30'-2" 28' 2" 35'-1" 33'-5" 31'-2" Snow 30 15 22'-7" 21'-4" 19'-9" 26'-11" 25'-4" 23'-6" 30'-7" 28'-10" 26'-9" 33'-0" 31'-11" 29'-T' 115% 40 10' 21'-5" 20'-T' 19'-5" 25'-6" 24'-6"' 23'-1" 29-0"' 2T-10" 26'-3" 31'-4" 30'-9" 29'-0" 40 15 21'-1" 20'-0', 18'-T' , 25'-1" 23'-9" 22'-2"- 2T-11" 1 2T-1" 25'-2" 29'-10" 29'-3" 2T-10" 50 10 19'-10" 19'-1" 18'-1" 23'-T' 22'-8" 21'4" 26'-9" 25'-9" 24'-6" 28'-8" , 28'-3" 2T-1" " 50 15 19'-10" 18'-11" 1T-8" 23'-T' 22'-6" 21'-0" 25'-8" 25'-3" 23'-11" 2T-5" 27'-0" 26'-5" Non- 20 10 23'-6" 22'-2" 20'-7" 28'-0" 26'-5"' 24'-6" 31'-10" 30'-0" 27' 10" 35' 2" 33 2" 30'-10" Snow 20 15 22'-3" 20'-11" 19'-4" 26'-6" 24'-11" 23'-0" 30'.2" 28'-4" 26'-2" 33'-4" 31'-4" 28'-11" 125% 20 20 21'-3" 19' 11" 18'-4" 25'-3" 23'-8" 21'-9" 28' 9" 26'-11" 24'-9" 31'-5" 29'-9" 2T-Y 25 10 22'-4" 21'-1" 19'-8" 26'-T' 25'-1" 23'-5" 30'-3" 28'-7" 26'-7" 32' 5" 31'-7" 29'-5" 25 15 21'-4" 20'-1" 18'-T' 264" 23'-10" 22'-1" 28'-3" 2T-2" 25'-2" 30'-3" 29'-5" 2T-9" 16" O.C. 30 10 21'-4" 20'-3" 18'-10" 25-5" 24'-1", 22'-5" 28'-4" 27'-4" 25'-0" 30'-4" 29'-9" 28'-3" Snow 30 15 20'-6" 19'-4" 1T-11" 24'4" 23'-0- 21'4" 26'-8" 26'-0" 24'-3" 28'-6" 27'-10" 26-10" 115% 40 10" 19'-5" 18'-7" 1T-7" 23'-1" 22'-2" 20'-11" 25-5" 25'-0" 23'-10" 27'-2" 26'-9" 26'-2" 40 15 19'-1" 18'-1" 16'-10" 22'-2" 0'-6" 20'-1" 24'-2" 23'-8" 22'-10" 25'-10" 25'-4" 24'-8" 50 10 18'-0" 17'-3" 16'-4" 21'-3" 20'-0" 19'-0" 23'-2" 22'-11" 22'-2" 24'4" 24'-6" 24--1" , 50 15 1T-11" 1T-1" 16-0" 20'4" 20'-0" 19'-0" 22'-2" 1 21'-10" 2V-4" 23'-9" 23'-4" 22'-10" Non- 20 10 22'-1" 1 20'-10" 19'-4" 26'-3" 24'-10" 23'-0" 29'-11" 28'-3" 26'-2" 33'-1" 31'-2" 28'-11" Snow, 20 15 207-11" 1 19'-8" 18'-2" 24'-11" 23'-5" 21'-7" 28'-4" 26'-7•' 24'-7" 30'-8" 29'-5" 27'-2" 125%1 20 20 19'-11" 1 18'-8" 17'-2" 23'-9" 22' 3" 20' 5" 26-10" 25'4" 23'-3" 28' 8" 27' 8" 25'-9" 25 10 21'-0" 19'-10" 18'-6" 24'-11" 23'-7" 22'-0" 2T-8" 26'-10" 25'-0" 29'-7" 28'-11" 27'-8" 25 15 20'-0" 18'-10" 17'-5" 23'-8" 22'-5" 20'-9" 25'-9" 25-1" 23'-T' 2T-7" 26%10" 25-11" 19.2" O.C. 30 10 20'-1" 19'-0" 17'-9" 23'-9" 122'-T' 21'-1" 25'-10" 25'-5" 24'-0" 2T-8" 2T-2" 26-6" Snow 30 15 19'-3" 18'-2" 16'-10" 22'4" 21'-T' 20'-0" 24'4" 23'-9" 22'-10" 26'-0" 25'-5" 24'-7" 115% 40 10 18'-3" 1T-6" 16'-6"_ 21'-3" 20'-10'•' 19'-8" 23'-2" 22'-10" 22'4" 24'-9" 24'-5" 23'-11" 40 . 15 17'-10" 1 T-0" 15-10" 20'-2" 19'-10" 18'-10" 22'-0" 21'-T' 21'-0" 2T-6" 23'-1" 22'-0" 50 10 16'-10" , 16'-2" 15'-4" 19'-5" 19'-2" 18'-3" 21'-1" 20'-10" 20'-6" 22'-T' 22'4" 21'-.11" 50 1 15 16'4" 16-1" 15'-0" 18'-7: 18'-3" IT-10" 20'-3" 19'-11" 19'-5" 21'-8" ' 217-3" . 20'-10". Non- 20 1 10 20'-6" 19'-4" 17'-11" 24'-4" 23'-0" 21'-4" 27'-9" 26'-2" 24'-3" 29'-9" 28'-11" 26-10" Snowl 20 1 15 19'4" 18'-2" 16-10" 23'-0" 21'-8" 20'-0" 25'-8" 24'-8" 22'-9" 27'-5" 26'-7" 25-2" 125%1 20 1 20 18'-6" 17'-3" 15-11" 22'-0" 20'-7" 18'-11" 23'-11" 23' 1" 21'-7" 25'-7" 24'-9" 23'-7" 25 10 19'-5" 18'4" 1T-1" 22'-8" 21'-10" 20'4" 24'-8" 24'-2" 23'-2" 26'-5" 25-10" 25'-2" 25 15 18'-6" 1 T-5" 16'-2" 21'-2" 20'-7" 19'-3" 23'-0" 22'-5" 21'-8" 24'-8" 24'-0" 23'-2" 24" O.C. 30 10 18'-7" 1 T-7" 16'-5" 21'-2" 20'-10" 191-6" 23'-11 22'-8" 22'-2" 24'-9" 24'-3" 23'-8" Snow 30 15 1 T-7" 16'-9" 15'-T' 19'-11" 19'-6" 18'-T' 21'-9" 21'-3" 20'-6" 23'-3" 22'-8" 21'-11" 115% 40 10. 16'-9" 16'-2" 15'-3" 19'-0" 18'-8" 18'-2" 20'-8" 20'4" 20'-0" 22'-1" 21'-9" 21'4" 40 15 15'-11" 15'-T, 14'4" 18'-0" 17'4' 1T-2" 19'-8" 19'-31, 18'-9" 21'-0" 20'-T' 19'-8" . 50 10 15'-3" 14'-11" 14'-3" 1T4" 1T-1" 16-10" 18'-10" 18'-8" 18'4" 19'-10" 19'-5" 18'-9", 50 15 14'-T' 14'4" 1SAV ' 16-T" 16'4" 15-11" 17'-11" 1T-4" 16'-6" 18'-3" 1T-0" 16'-10" E"1P - raswn S•)ec,dier Guide - 09104!2015 Maximum clear span in feet and inches, based on horizontal spans. BCI® 6500s 1.8 Series 29/16" Flange Width 9XV, BCIO 6500s 1.8 1134" BC 10 6500s 1.8 14" BCIO 6500s 1.8 16" BCIO 6500s 1.8 Live Load psfj Dead Load psf] 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 8112 to to 8/12 12/12 4/12 or Less 4112 to 8/12 8/12 to 12/12 4112 4/12 or to Less 8/12 8/12 to 12/12 Non- 20 10 26'-10" 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" I 34'-1" 31'-8" 40'-0" I 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'-7" 26'-7" 34'-4" 32'-6" 30'-3" 37'-11" 35-10" 33'-5" T 25 15 24'-3" 22'-10" 21'-2" 28'-10" 27'-2" 25'-1' 32'-9" 30'-10" 28'-7" 36'-2" 34'-1"31'-7" 12' O.C. 30 10 24'-4" 23'-0" 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 31'-1" 29'-0" 36'-3" 34'-4" 32'-1" Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-7" 34'-8" 32'-10" 30'-6" 115% 40 10 22'-2" 21'-3" 20'-0" 26'-4" 25'-3" 23'-10" 29'-11" 28'-8" 27'1" 33'-0" 31'-8" 29'-11" 40 15 21'-9" 20'-7" 19'-3" 25'-11" 24'-6" 22'-10" 29'-5" 27'-10" 25'-11" • 31'-5" 30'-9" 28'-8" 50 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" 1 15 ` 20'-6" 19'-6" 18'-3" 24'-4" 23'-2" 21'-8" 27'-0" 26'-4" 24'-8" 28'-11" I 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" 26-11" 24,-1" 31'-2., 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" t 25 15 22'-0" 20'-8" 19'-2" 26'-1" 24'-7" 22'-9" 29'-8" 27'-11" 25'-11" 31'-10" 30'-11" 28'-7" 16, O.C. 30 10 22'-0" 20'-10" 19'-6" 26'-2" 24'-9" 23'-1" 29'-9" 28'-2" 26'-4" 31'-11" 31'-2" 29'-1" Snow 30 15 21'-1" 19'-11" 18'-6" 25-1" 23'-8" 22'-0" 28'-1" 26'-11" 25'-0" 30'-0" 29'-4" 27'-7" 115% 40 10 20'-0" 19'-3" 18'-2" 23'-10" 22'-10" 21'-7" 26'-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" r 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" 2F-7" 23'-9" 30'-10" 29'-1" 27'-0" 34'-0" 32'-1" 1 29'-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-1.11 22'-3" 29'-2" 27'-5" 25'-4" 32'-3" 30'-3" 27'-11'- 125%1 20 1 20 20'-7" 1 19'-3" 17'-9" 24'-6" 22'-11" 1 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'-1" 30'-6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-1" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0" 28'-3" 26'-11" 19.2" 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.C. 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" I 15'-6" 19'-7" 19'-3" 18'-5" 21'-4" 21'-0" 20'-6" 22'-10" 22'-2" 21'-2" ' Non- L20 L10 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 1 20 1 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%1 20 1 20 19'-1" 1 17'-10" 16'-5" 22'-8" 21'-3" 19'-6" 25-3" 24'-2" 22'-2" 26'-11" 26'-0" 24'-6" 25 10 20'-0" 18'-11" 17'-8" 23'-10" 22'-6" 21'-0" 26'-0" 25'-6" 23'-10" 27'-10" 27'-3" 26'-4" 25 15 19'-1" 18'-0" 16'-8" 22'-3" 21'-5" 19'-10" 24'-3" 23'-7" 22'-6" 25'-11" 25'-3" 24'-4" 24" O.C. 30 10 19'-2" 18'-2" 16'-11" 22'-4" 21'-7" 20'-1" 24'-4' 23'-11" 22'-11" 26'-0" 25'-7" 24'-11" Snow 30 15 18'-4'" 17'-4" 16-1" 21'-0" 20'-6" 19'-1" 22'-10" 22'-4" 21'-7" 24'-5" 23'-11" 23'-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" r 40 15 16'-9.' 16'-2" 15'-1" 19'-0" 18'-7;' 18'-0" 20'-8" 20'-4" 19'-3" 21'-7" 20'-9" 19'-8" r:5;O 10 16'-1" 15'-5" 14'-8" - 18;-3" 18'-0" 17'-5" 19'-6" 19'-0" 18'- f' 16'-6" 19'-10" 18'-3" 19'-5" • 18'-9" 50 15'" 15'-5" 15'-2" 14%4" 17'-3" 16'-8" 15'-11" 17'-11" 17'-4" 17'-8" 16'-10"' Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC" software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade LVW • Easlern Specifier GUlde • C-G/0412015 Roof Span Ta Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load BCI® 60s 2.0 Series 25/,6" Flange Width Duratio'n BCI® 90s 2.0 Series 3'/i' Flange Width 11 V." 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 Live Load psf] Dead Load psf] 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4112 or Less 4112 to 8/12 8/12 to112/12 4112 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 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'- F34'- 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" 1 32'-1" 41'-11" 39'- 46'-5" 43'-7" 40'-3" 125% 20 20 30'-10" 28'-10" 26'-6" 35'-1" 32'-10" 30'-2" 38'-10" 36'-4" 33'-5" 35'-3" 33'-0" X-C 39'-11" 37'- 44'-3" 41'-5" 38'-1" 25 10 32'-5" 30'-7" 28'-6" 36'-10' 34'-10' 32'-5" 40'-10' 38'-7" 35'-11" 3T-1" 35'-0" 32'-7" 42'-0" 39'- 46'-6" 44'-0" 40'-11" 25 12 O.C. 15 30'-11" 29'1" 29'-4" 26'11" 35'-2" 33'-1" 30'-7" 38'-11" 36'-8" 33'-11" 35'-4" 33'-3" 30'-10' 40'-1" 37'- 44'-4" 41'-9" 38'-8" 30 10 31'-0" 27'-4" 35'-3" 33'-4" 31'-1" 39'-0" 36'-11" 34'-5" 35'-5" 33'-7" 31'-4" 40'-2" 38'-0" 35'-6" 44'-6" 42'-1" 39'-4" Snow 30 15 29'-8" 28'-0" 26'-0" 33'-9" 31'-10" 29'-7" 37'-5" 35-3" 32'-9" 34'-0'. 32'-1" 29'-9" 38'-6" 36'-4" 33'-9" 42'-8" 40'4" 37'-4" 115% 40 10 28'-2'; 27'-0" 25'-6" 32'-1" 30'-9" 29'-0" 35'-6" 34'-1" 32'-2" 32'-3" 30'41" 29'-2" 36'-6" 35'-0" 33'-1" 40'-6" 38'-10" 36'-8" 40 15 27'-9" 26'-1" 26'-3" 24'-6" 31'-7" 29'-10' 27'-10' 34'-11" 33'-1" 30'-10' 31'-9" 30'4: 28'-0" 36'-0" 34'-0" 31'-9" 397-10" 37'-9" 35'-2" 50 10 25'-0" 23'_9 29'-8" 28'-6" 27'-0" 32'-11" 31'-6" 29'-11" 2g'_10„ 28'-8" 27'-2" 33'-10" 32'-5" 30'-10' 37'-6" 35'-11" 34'-2" 50 15 26'-1" 24'-10" 23'-3" 29'-8" 28'-3" 26'-5" 32'-11" 31'-4" 29'-3" 29'-10"I 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" 1 33'-4" 31'-0" 40'-1" 3T-10" 35'-1" 44'-5" 41'-11" 38'-11" Snowl 20 15 29'-3" 27'-6" 25'-5" 33'-4" 31'-3" 28'-10' 36'-11" 34'-8" 32'-0" 33'-6" 31'-6" 29' 1" 37'-11" 35'-8" 32'-11" 042'" 39'-6" 36'-6" 125% 20 20 27'-11" 26'-2" 24'-1" 31'-9" 29'_g" 27'_4" 35'_2" 32'-11" 30'-4" 31'-11"i29'-11" 27' 6" 36'-2" 33'-11" 31 2" 40'-1" 37'-7" 1 34' 7" 25 10 29'-4" 27'-9" 25'-10" 33'-5" 31'-7" 29'-5" 37'-0" 34'-11" 32'-7" 33'-7" 31'-9" 29'-7" 38'-1" 36'-0" 33'-6" 42'-2" 39'-10" 37'-1" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35'-3" 33'-2" 30'-9" 32'-0" 30'-2" 27'-11" 36'-3" 34'-2" 31'-8" 40'-2" 37-10" 35'-1" 16"30 O.C. 10 28'-1" 26'-7" 24'-10" 31'-11" 30'-3" 28'-2" 35'-4" 33'-6" 31'-3" 32'-1" 30'-5" 28'-4" 36'-4" 34'-5" 2" 40'-3" 38'-2" 35'-8" Snow 30 15 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10" 32'-11" 7" 30'4' 38'-7" 36'-5" 33'-10' 115% 40 10 25'-6" 24'-6" 23'-1" 29'-0" 27'-10' 26'-4" 32'-2" 30'-10' 29'-2" 29'-2" 28'-0" 26'-5" 33--1" 31'-9" 36'-8" 35'-2" 33'-3" 40 15 25'-1" 23'-9" 22'_2" 21'-6" 28'_7" 27'-1" 25'-3" 31'-8" 30'-0" 27'-11" 28'-9" 27'_2" 25'_4" 32'-7" 30'-10" 28'-9" 36'-1" 34'-2" 31'-10' 50 10. 23'-7" 22'-8" 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" 50 15 23'-7" 22'-6" 21'-0" 26'-10' 25'-7" 23'-11" 28'-7" 27'-8" 26'-5" 27'-0.' 25'-9" 24'-1" 30'-7" 29'-T' 2T-3" 33'-11"i 32'-4" 30'-3" Non- 20 10 29'-1" 27'-5" 25'-5" 33'-0" 31'-2" 28'-11" 36'-7" 34'-6" 32'-0" 33'-3" 31'-4" 29'-1" 37'-8" 35'-6" 33'-0" 41'-8" 39'-4" 36'-7" Snow 20 15 27'-6" 25'-10' 23'-10' 31'-3" 29'-5" 2T-1" 34'-8" 32'-7" 30'-1" 31'-5" 29'-7" 27'-3" 35'-B" 33'-6" 30'-11" 39'-6" 37'-1" 34'-3" 125% 20 20 26'-3" 24'-7" 22'-7" 29'-10' 27'-11" 25'-8" 33'-0" 30'-11" 28'-6" 30'-0" 28' 1" 25'-10.. 34'-0" 31'-10" 29'-3" 37' 8" 35'-3" 32'-5" 25 1, 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10' 30'-7" 31'-6" 29'-10" 27'-9" 35'-9" 33'-10" 31'-6" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24'-9" 22'-11" 29'-11" 28'-2" 26'_1" 33'-1" 31'-2" 28'-11" 30'-1" 28'4" 26'-3" 34.1" 32' t30'- 37'-9" 35'_7" 32'_11" 19.2 o.c. 30 10 26'-4" 25'-0" 23'-4" 30'-0" 28'-5" 26'-6" 33'-2" 31'-5" 29'-4'.' 30'-1" 28'-7" 26'-8" 34'-2" 32'- 37'-10" 35'-10" 33'-6" Snow 30 15 25'-3" 23'-10' 22'-2" 28'-9" 27'-1" 25'-2" 31'-10" 30'-0" 27'-11" 28'-10" 27'-3" 25'-4" 32'-9" 30'- 36'-3" 34'-3" 31'-10' 115% 40 10 24'-0" 23'-0" 21'-9" 27'-3" 26'-2" 24'-8" 30'-2" 29--0" 27'-4" 27'-5" 26'-3" 24'-10" 31'-0" 29'-10" 28'-2" 34'-5" 33'-0" 31'-2" 40 50 15 10 23'-7" 22'-2" 22._4" 21'-3" 20'-10' 20'-3" 26'-10' 25'-3" 25'-5" 24'-2" 23'-8" 23'-0" 28;-1" 25'-10" 27'-0" 25'-3" 25'77 24'-5" 26'-11" 25'-4" 25'-6" 24'-4" 23'_10" 2371" 30'-7" 28'-8" 28'-11" 27'-7" 27'-0" 26'..2" 3310" 31 '-10" 32'_1" 30'-T' 29'_11" 29'-1" 50 15 1 22'-2" 21'-2" 19'-9" 23'-9': 2—TO " 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- 120 l 10 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10' 32'-11" 30'-7" 38'-7" 36'-5" 33'-10' Snow 20 15 25' 6" 23' 11" 22' 1" 28'-11" 27'_2" 25'-2" 32'_1" 30'_2" 27'-10' 29'-1" 2T-4" 25' 3" 33' 0" 31' 0" 28'-8" 36'-7" 34'-4" 31'-9" 125% 20 20 24'-3" 22'-9" 20'-11" 27'-7" 25'-10" 23'-10' 30'-7" 28'-8" 26'-4" 27'-9" 26'-0" 23'-11" 31'-5" 29'-6" 27'-1" 34'-10" 32'-B" 30'-1" 25 1 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" 21.4' 27'-B" 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 24'-5" 23'-1" 21'-7" 2T-9" 26'-3" 24'-6" 30'-9" 29'-1" 27'-2" 2T-11" 26'-5" 24'-8" 31'-7" 29'-11" 28'-0'; 35'-0" 33'-2" 31'-0" Snow 30 15 23'-4" 22'_1" 20'-6" 26'-7" 25'_1" 23'_4" 27'_4" 26'-1" 24'-5" 26'-9" 25'-3" 23'-5" 30'-3" 28'-7" 26'-7'-' 33'-7" 31'-8" 29'-5" 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" 1 30'-11" 30'-0" 28'-10' 40'. 15 10 20'-8" 1T-3" 22'-5" 21'-6" 20'-5" 22'-5" 21'-6" 20'-5': 24'-11" 23'-7" 22'-0" 27'-9" 26'-8" 25'-0" 28'-0" 26'-11" 25'-6" 50 10 12120'-6" 19'-8" 18'-9" 20'-8" 20'-2" 197 20'-8" 20'-2" 19'-6" 23'-5" 23'-4" 22'=6" 21'-5" 25'-7" 4 23'-6" 24'-11" 24'-1" 21'-8" 25'-9" 25'-2'; 24'-4" 50 15 19'-0" 16'-4" 17'-6" 19'=0" 18'-4" 17'-6" 19'-0" 18'-4" 17'-6" 22'_4,', 20'-11" 22'-9" 23'-8" 27-11"121'-10' Boise Cascade EV.P - Eastern Speca6et Gjitle • 08/04;2315 of Load Tab Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 4500s 1.8 Series 13/" Flange Width 91/2" BCI® 4500s 1.8 11'/a" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect. Total Load i Deflect. Span Length9 Snow 115% ' Non- , Snow 125% j U240 Snow 115% Non- Snow 125% I L/240 Snow 115% Non- j Snow I 125% j L/240 Snow 115%) Non - Snow 125% ! L/240 6 315 1 343 ,j - 338 367 - 353 383 - 356 j 387 - 7 270 294' - 289 315 - 302 329 - 305 332 - 8 236 257 I - 253 275 j - 264 287 I - 267 290 j - 9 210. 228 225 245 - 235 255 j - 237 258 j - 10 189 205 - 202 220. - 211 230 - 214 232 - 11 172 187 - 184 200 j - 192 209 i - 194 211 I - 12 147 160 - 169 183 - 176 191 - 178 193 ( - 13 125 136 - 156 169 - 162 177 j - 164 179 - 14 108 118 1 107 139 151 j - 151 164 - 152 166 - 15 94 102 t .88 121 131 - 141 f 153 - 142 155 j• - 16 83 1 90 73 106 115 - 126 137 i - 133 145 - 17 73 1 80 61 94 102 - 111 121 - 125 136 - 18 65 67 f 51 84 91 - 99 108 j - 113 123 19 58 58 ! 44 75 82 73 89 97 102 111 20 49 49 'f 38 68 74 63 80 87 92 100 21 43 43 33 61 67 54 1 73 79 83 90 22 56 61 j 47 66 72 76 82 j - 23 51 54 42 61 66 69 75 24 47 48 37 56 60 54 64 69 43 43 32 51 56 48 59 6425 _ 26 j 47 51 42 54 1 59_ 27 44 48 38 50 54 28 41 44 34 47 51 46 29 i 43 47 41 30 1 1 1 1 1 1 40 44 37 Total Load values are limited by shear, moment, or deflection equal to L1180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span Slope roof joists at least %4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less This table was designed to apply to a broad range of applications It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Casca'e EVW • Eastern Speciher Gwde • 0&'04 2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 1,15% and 125% Load Duration Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 5000s 1.8 Series 2" Flange Width 9'/2' BCI® 5000s 1.8 11Ma" BCI® 5000s 1.8 14" BCI® 5000sf 1.8 Total Load { Deflect. Total Load Deflect. Total Load I Deflect. Span Length Snow 115% Non -Snow 125% ! U240 Snow 115% Non -Snow 125% L/240 Snow 115% Non -Snow 125% U240 6 315 343 338 367 353 383 ( - 7 270 294 289 j 315 302 329 - 8 236 257 253 275 264 287 - 9 210 228 225 j 245 235 255 - 10 189 205 202 220 211 230 - 11 172 187 184 200 192 209 I - 12 157 171 169 183 17.6 191 - 13 145 158 156 169 162 177 - 14 125 136 120 144 157 151 164 15 109 118 98 135 147 141 153 16 95 104 81 122 133 132 143 17 85 89 68 108 118 124 135 18 75 76 58 96 105 114 124 65 65 49 87, 94 82 103 11219 20 56 56 42 78 85 1 71 93 101 21 48 48 37 71 77 61 84 91 22 42 1 42 32 64 70 54 76 83 ' 23 59 62 47 70 76 68 24 54 54 41 64 70' 60 25 48 48 I 37 59 64 54 26 43 I 43 33 55 59 48 27 51. 1 55 43 28 I t— I 47 1 50 38 Boise Cascade EVIP • Ease" lipdci ia, Guide • 03/04'-1015 Roof Load Tables Allowable Uniform Roof toad in pounds per lineal foot [PLF]) and 125% Lbad, 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® 6000s 1.8 Series 25/16" Flange Width 91/2" BCI® 6000s 1.8 11%" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load. I Deflect. Total Load Deflect. Total Load t Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- now 125% . L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non - Snow 125% L/240 6 360- 392 375 408 390 424 - 398 432 7 309 336 322 350 334 364 341 371 8 270 294. 281 306 293 318 298 324 9 240 261 250 272 260 283 - 265 288 10 2.16 235 225 245 234 254 238 259 11 196 213 204 222 213 231 ' 217 236 12 180 196 187 204 195 212 199 216 13 166 180, 173 188 1 - 180 196 183 199 14 145 158 135' 161 175 167 182 170 185 15 126 137 111 150 163 i - 156 169 159 173 16 111 121 92 140 153 146 159 149 I 162 17 98 101 78 126 137 137 149 140 152 18 86 86 66 112 122 I 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 1 42 83 90 69 98 107 112 122 22 48' 48 36 75 79 60 89 97 88 102 111 23 42 42 1 32 69 70 53 82 I 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 43 43 33 59 63 48 67 73 6527 28 _ 55 57_ 1 44 63 1 68 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least 1/4 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. Gorse Cascade EVOP • Eastern Speaher Guide • 08104,2,0.15 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 125% Load Duratiori 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" BCI® 6500s 1.8 ll%" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% . Non- Snow 125% L/240 Snow 1150/6 Non - Snow 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 154 168 147 161 175 167 182 170 185 15 140 152 121 150 163 156 169 159 173 16 123 132 101 140 153 146 159 149 162 17 109 111 85 132 144 137 149 140 152 18 94 94 72 125 135 118 130 141 132 144 19 80 80 61 112 122 101 123 134 125 136 20 69 69 53 101 110 87 117 127 119 129 21 60 60 46 91 99 76 108 118 113 123 22 52 52 40 83 87 66 99 107 96 108 118 23 46 46 35 76 76 58 90- 98 84 103 112 24 41 41 31 67 67 51 83 90 74 95 103 60 1 60 45 76 83 66 87 9525 26 53 1 53 40 71 77 59 81 88 79 27 47 47 36 65 69 53 75 81 71 28 43 43 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 51 51 39 60 66 52 31 46 46 35 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 47 1 47 1 36 35 43 1 43 1 33 Boise Cascade LN.'F' • Fastens Speafia, Guide • OT04l2015 Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 60s 2.0 Series 25/16" Flange Width BCI® 90s 2.0-Series 31/z" Flange Width 11%" 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 Totalloadleflect- Total Load nefiect. Total Load Deflect, I Total Load D ThNI I nad. 1n&LL I Total Load Deflect. Span Length Snow o Non- Snow 0 Snow 0 Non- Snow 0 Snow 0 Non- Snowlo I i Snow o I Non- Snow f 0 I II 1 Snow 0 Non- Snow 0 Snow 0 Non - Snow 0 6 413 449 413 449 413 449 507 f 551 1 - 510 555 514 559 7 354 385 354 385 354 385 434 472 1 - 437 476 441 1 479 8 309 336 309 336 309 336` 380 413 383 416 385 419 9 275 299 275 299 275 299 338 340 370 343 372102472692472692472693041:R367 306 333 308 335 11 225 245 225 245 225 245 276 300 278 302 280 305 12 206 224 206 224 206 224 253 275 255 277 257 279 13 190 207 190 207 190 207 234 254 235 256 237 258 14 177 192 r r- 177 192 177 192 217 236 218 238 220 239 15 165 179- 165 179 165 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 206 191 208 192 209 17 145 158 145 158 145 158 178 194 180 196 181 197 18 137 149 137 149 137 149 169 183 170 185 171 186 19 130 141 123 130 141 130 141 160 174 161 175 162 176' 20 123 134' 106 123 134 123 134 152 165 153 166 154 167 21 118 121 92 118 128 118 128 144 157 1 134 145 158 147 159 22 106 106 81 112 122 112 122 138 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82 82 63 103 112 91 103 112 120 120 92 127 138 128 139 25 73 73 56 99 106 81' 99 107 107 107 82 122 133 117 123 134 26 65 65 50 94 94 72 95 103 96 96 73 117 128 104 118 129 27 58 58 44 85 85 65 91_ 99 87 86 86 65 113 123 94 114 124 28 52 52 40 76 76 58 88 96 78 77 77 59 109 110 84 110 119 29 47 47 36 69 69 52 85 92 71 70 70 53 100 100 76 106 115 102 30 43 43 32 62 62 47 82 84 64. 63 63 48 91 91 69 102 111 93 31 56 56 43 76 76 58 57 57 44 82 82 63 99 108 85 32 51 51 39 69 69 53 52 52 40 75 75 57 96 101 77 33 47 47 36 63 63 48 48 148 36 69 69 52 92 92 71 34 43 43 33 58 58 44 44 44 33 63 1 63 48 85 1 85 65 35 E 53 53 41 40 40 31 58 1 58 44 78 78 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. V Both the Total Load and Deflection - columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Bo -se Cascade CNAJ • EFstern Speciher Guide • 08104'2015 Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least '/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALL° software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. BCIm Joist Series Depth inches] Weight plf] Moment ft-Ibs] 6Elx10 lb-in21 6Kx.10 Ibs] Shear Ibs] End Reaction [Ibs] Intermediate Reaction [Ibs] 1'/2" Bearing 3'%" Bearing 3'%" Bearing 5'%" Bearing No WSI') WSI2j , No WSO) WSI2j No WSJ') WSjz No WSI') WSM 9'/2 2.1 2360 155 5 1475 950 1125 ' 1125 1275 2100 1 2350 2525 2750 4500s 11% 2.4 3025 260 6 1625 950 1425 1425 1475 2250 { 2850 2525 1 3000 1.8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 13050 2525 3200 16 3.0 4090, 515 9 1975 950 1625 1475 1975 2400 13200 2525 3350 9'/2 2.3 2725 175 5 1475 950 1125 1125 1275 2100 1 2350 2525 2750 5000s 11Y. 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 13050 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 ' 3200 2525 3350 9'/2 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 i 2650 2700 2750 6000s 11% 2.8 4060 335 6 1675 1175 1425 1425 1475 2500 12850 1 2900 3000 1.8 14 3.1 4815 490 8 1925 1175 1525 1525 1725 2600 3150 1 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 2950 13350 9'/2 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 1 2700 2750 6500s 11%. 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 1 2850 12900 3000 1.8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 1 3150 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 1 3350 F950 3350 11'/8 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 1 2850 i 3200 3250 2.0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 1 3450 3200 ! 3650 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 1 3650 1 3200 13750 1179 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 4350 2 0 14 4.6 11390 980 8 2350 1450 1950 1850 1 2150 3400 3850 4100 4450 16 4.9 13050 1330 1 9 1 2550 1475 2150 1900 1 2350 1 3425 1 4000 4200 ; 4650 NOTES. 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) 0 _ Swl' + w11 384 EI K 0 = deflection [in] w = uniform load [lb/in] I = clear span [in] E[ = bending stiffness [lb-in2] K = shear deformation coefficient [lb] BCI° Closest.Allowable-Nail_S.pacing Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) Nail Size All BCI° Joists Nailing Perpendicular to Glue Line Wde Face Nailing Parallel to Glue Line (Narrow Face O. C. Spacing inches End of Joist inches O. 0 Spacing inches End of Joist inches 8d Box 0.113"e x 2.5" 2 1'/2 4 1'/2 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 & 16d Sinker- (0.148'0 x 3", 3.25") 3 2 6 4 16d Common 0.162"e x 3.5' 3 2 1 6 1 4 BCI° DiaDhraam Table (1) Dia hra m Capacity (2)(3) Ib/ft pBCI° Series Unblocked , Blocked 4500s, 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edges inbuildingcode6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered @ panel edges inbuildingcode60s, 90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code spacing no closer than 3" o.c. NOTES If more than one row of nails is used, the rows must be offset at least inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI* 60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306. 3.1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade EVhP • Eas'ern tipea0ei Glide • 03/04/2015 ise Cascade Rimboa. Boise Cascade Rimboard Product Profiles st/2" 1 1 7/art 14" I i 16" i 1" 1'/art lot 15/,s t 13411 BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARD® OSB BOARD * 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. Perpendicular See chart for vertical loadcacapacity- p y Z Parallel See chart for vertical load capacity. Wdtathrough belts(ASTM A307 Grades A&B, SAE heathing 1429 Grades 1 or 2, or higher with washers and nuts) ickness orWdial:gScrews (full penetration),staggered Min. connection for 40/10 lost deck loading. BCI•/- PerpDeck lout Length Connection 01aor paral112'.0' & law 2 rows W boh or lag screw, 24' o.c. (300 plf max.)112'- 1'— IN-O" 2 rows %* bolt or lag screw, INote:: For snow bads greater than 40 Pat, andlor dead bads greater than 10 psi, size connection per max plf values shown above. Y Ueated Ledene)UsconlyIastcneisthvt rt- aapro edfor use Wth conespondmR wood troatmentOISE CASCADERrmboardNot Design of moisture control by others (only structural components shown above). For information on deck lateral bad connections to meet the 2009/2012 IRC, contact Boise Cascade EWP Engmeenng. Min. Bd nails at 6" o.c. per IRC. Connection per design professional of record' s specification for shear transfer. Min. 8d nails at 6' o.c. per IRC. Connection per design professional of record' s specification for shear transfer. For use of proprietary screws to attach ledger, consult screw manufacturer literature. For further information on residential deck design, see AWC DCA 6, Prescriptive Residential Wood Deck Construction Guide Boise_ Cascade-Rimboa r"d_Properties. Vertical Load Allowable Design Values Capacity Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product If[ lb) Ib/ft Ib/in lb/in lb/in Ib/in 1" BC RIM BOARD° (2) 3300 3500 180 Limited span capabilities, see note 2 1" BC RIM BOARD° OSB (2) 111a" BC RIM BOARD" OSB (2) 4400 3500 180 Limited span capabilities, see note 2 Vhe" VERSA - LAM" 1.4 1800 (11 6000 4450 Permitted per building code for all nominal 1800 1,400,000 225 525 2" thick framing floor diaphragms 1W VERSA - LAM" 2.0 3100 (1) 5700 4300 Permitted per building code for all nominal 2" thick framing floor diaphragms 3100 2, 000,000 285 750" Closest Allowable Nail Spacing - Narrow Face [ 6] Product 1" BC RIM BOARD" (2) 1" BC RIM BOARD" OSB (2) 1%" BC RIM BOARD" OSB ( 2) 15he" VERSA - LAM 1.4 1800 0) 1W VERSA - LAM" 2.0311000) 8d Box ( 0.113"o x 2.5") 3 3 3 3 8d Common ( 0.131"o x 2.5") 3 3 3 3 10d & 12d Box (0.128"o x 3", 3.25") See publication in note 2 for further nailing information 3 3 16d Box ( 0135"o x 3 5") 10d 8 12d Common & 16d_Sinket_( 0.148'e x 3', 3.25') 16d Common ( 0.162'o x 3.5") 3 3 4 4 6 6 Notes 1. See ICC ESR 1040 for further product information. 2. See Performance Rated Rim Boards, APA EWS W345K for further product information. F' o; ar. Casca.^.e FOX, • Easlern Specitier C 11de • 08,0412015 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_Ar_chitectural_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 anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/2 , 3/„ 7'/4" 1" 9%" and greater 2" I I ' Depth O 1 p'/a Depth14,,/. 1/3 Depth V" '/a Span '/a 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 Specificationm for Wood Construction. 7 Beams deflect under load. Size holes to provide clearance where required 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering Boise Cascade EV17 - Cdstem Speedier Glide . 03,04'2015 LAM° Ream_Deta.i Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide Strap per code if top plate is moisture barrier and not continuous over header. Verify hK h" air caplateralrestraintspace hap eryatbearing. required manufa between VERSA -LAM* concrete column and wood. oeo! umn connector design rofessional 1® Trimmers : 1® : f record Slope seal cut Bevel cut i Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush I with inside of wall Strap per code if Sloped seat cut I Hanger top plate is not Not to exceed i continuous Inside face t of bearing. DO NOT bevel cut VERSA AM• y beyond inside face of wall without approval from Blocking not Boise Cascade EWP Engineering Moisture barrier between shown for clarity. or BC CALC• software analysts. concrete and wood VERSA -LAM' Installation Notes Minimum of 'A" air space between beam and wall pocket or adequate barrier must be VERSA -LAM* beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry as possible during construction. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or top bearing framing). your region's Specifier Guide. Multiple_Member_C.onnector-s Side-Ldaded Applications Maximum Uniform Side Load (pig Nailed iH W Dia. Through Bolt i'i 1 M." Dia. Through BoIt40 Number 2 rows 16d of Sinkers @ Members 12" o c. 3 rows 16d Sinkers @ 12" o.c. 2 rows 24" o c. staggered 2 rows @ 12" o cIstaggered 2 rows @ 6" o c staggered 2 rows @ 24" o c staggered 2 rows 12" c c. stagla,red 2 rows 6" o.c sta ered 1%" VERSA -LAMB (Depths of 18" and less) 2 470 705 505 1 1010 1 2020 1 560 1 1120 2245 air 350 525 375 755 1 1515 1 420 1 840 1685 4t'i use bolt schedule 335 670 1 1345 1 370 1 745 1495 3%2" VERSA -LAM• 2l3i use bolt schedule 855 1 1715 1 N/A 1 1125 2250 N/A 1%" VERSA -LAM* (Depths of 24") Number Nailed (') Dia. Through BoIN'i Y." 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 3i2) 525 705 565 755 1135 630 840 1260 4 (4) use bolt schedule 505 670 1010 560 745 1120 1. Design valuesppto common bolts that conform Co ANSI/ASME standard 818. 21-1981 (ASTM A307 Grades Al' B, SAE J42 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the bole head and between the wood and the nut The distance from the edge of the beam to the bolt holes must be at least 2' for W bolts and 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 = 0135' diameter x 3 5' length, 16d sinker nails = 0148" 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°L of opposite side) Top -Loaded A6plicitions For top - loaded beams and beams with side loads with less than those shown Plies Depth Nailing M aximum ni orm Load From One Side Depths 11'/." 6 less 2 rows 16d box/sinker nails 12" o.c 400 pit 2) 1%" plies Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c 600 pit Depth = 24" 4 rows 16d box/sinker nails 12" o.c. 800 plf Depths 11Y." R less 2 rows 16d box/sinker nails @ 12" o.c. 300 pit 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 pit Depths 18" & less 2 rows 'A' bolts @ 24' o.c., staggered 335 pit 4) 1'/." plies Depth = 24" 3 rows 'IV bolts @ 24' o.c., staggered eve 8' 505 pff Depths 18" S less 2 rows'b" bolts @ 24' o.c., staggered 855 plf 2) 31A" plies Depth 20" - 24" 3 rows 'A' bolts @ 24' o.c., staggered eve 8" 1285 pit 1 The nail schedules shown apply to both sides of a 3-member beam 2 16d box nails = 0135' diameter x 3 5' length, 16d sinker nails = 0148' diameter x 3 25' length 3. Beams wider than 7' must be designed by the engineer of record 4 AN values in these tables may be increased by 15%for snow -bad roofs and by 25% for non -snow bad roofs where the budding code allows 5 Use allowable load tables or BC CALC• software to size beams 6 An equivalent specific gravity of 0 5 may be used when designing specific conngctions with VERSA -LAM 7 Connection values are based upon the 2012 NOS S. FastenMaster Trussi.ok, Simpson Strong -Tie SD W or SDS, and USP WS screws may also be used to connect multiple member VERSA- LAM•beams contact Boise Cascade EWa Engineering for further information. Designing Connections for Multiple VERSA - LAM® Members When using multiple ply VERSA -LAM* beams to create a wider member, the connection of the plies is as critical as determining the beam size When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly. The following is an example of how to size and conned a multiple -ply VERSA -LAM' floor beam. Given Beam shown below is supporting residential floor load 40 psf live load, 10 psf dead load) and is spanning 16'-0" Beam depth is limited to 14" _ n Find A multiple 1%" ply VERSA -LAM" that is adequate to support the design loads and the member's proper connection schedule. 1 Calculate the tributary width that beam is supporting 14'/2+ 18'/2= 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC• to size beam. A Triple VERSA -LAM' 2 0 3100 1'/." x 14" is found to adequately support the design loads 3. Calculate the maximum pit load from one side the right side in this case) Max Side Load = (18' / 2) x (40 + 10 psf) = 450 pit 4 Go to the Multiple Member Connection Table, Side -Loaded Applications, 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 pit OK Bolts. %" diameter 2 rows @ 12" staggered. 755 plf is greater than 450 plf OK Goise Cascade E> / ' • r-astern 5pzaher Guide • 08104/2015 RSA -LAM° Floor Lc VERSA -LAM® 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] SpanS P ft] 1'/.' VERSA -LAM' 2.0 3100 Double Ply 1'/.' VERSA -LAM• 2.0 3100 or 3%" VERSA -LAM 2.0 3100 Triple Ply 1''' ' VERSA -LAM• 2.0 3100 or 51/.' VERSA -LAM 2.0 3100 Quadruple Ply 1'/." VERSA -LAM' 2.0 3100 or 7" VERSA -LAM 2.0 3100 71/." 91/." 11'Y." 14" 7V' 9%" 11V." 14" 16" 18" 24" 9%i' M. 14" 16" 18" 20" 24" 11%i' 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 1 10463 10459 110451 6 762 1525 1.8/4.4 2.4/6.1 3.3/8.2 4.1110. 1.814.4 2.416.1 3 3/8 2 4 104 5112.E 1 6/15 1 6/15 2.4/6.1 3.3/8.2 4.1/10.3 5112.E 1 6/15 6I15 6115 3 3/8.2 4.1/10.3 5/12.6 6/15 6/15 6/15 479 746 979 1207 957 1492 1957 2414 ( 288E 1 3402 1 3913 2237 2936 3622 4328 5103 5876 5870 394 4829 1 5771 6803 7834 7826 8 322 724 643 1447 217112.3/5.71, I - 1.5/3.7 2.3/5.7 317.5 3.7/9.3 1.513.712.315.7 3175 3.7/9.3 4.4/11.11 S.2/13 6/15 3/7.5 3.7/9.3 4.4/11.1 5.2/13 6/15 1 6/15 317.5 13.719.3.4.4/11.115.21131 6115 1 6115 243 551 745 909 487 1 1102 1 1489 1817 2148 2502 3126 1653 2234 2726 3222 3753 4322 1 4688 2978 3635 429E 5003 5763 6251 10 165 370 724 329 741 1447 flit 2171 28943, 12.9/7.113.5/8.74.1110.315/3 2.115.3 2.9/7.1 3.5187 1.513 2.1/5.3 2.917.1 3.518.74.1l10.4.8I121,6/15 2.1/5.3 2.9/7.1 3.518.7,4.1/10.34.8/125.5/13.8 6115 4.8/12 '5.5/13.8 6115 182 413 665 1 808 364 825 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 i631 2175 1.5/3 1.7/4.4 2.8/7 3.4I8.5 1.513 1.7/4.4 2.817 3.4/8.5 4/10.1 4.7111.7, 6/15 1.7/4.41 2 817 13418.514110.1 4.7/11.7,5.4/13.4 6/15 2 817 3 418 S 4/10.1 4.7/11 75.4/13.4 6115 139 728 I 1 7 1709 1977 2601 950 1755 2564 2965 3390 3901 2340 3418 3953 4519 5201 12 217 489 198 463429 1J56 125E 2184 2912745 1.513 1.5137 2.716.8 3.4/8.4 1.513 1.5/3.7 2.7/6.8,3.418.4 3.9/9.94.6/11.4, 6/15 1.5/3.7 2.7/6.8 3418.4 3.9l9.9I4.6111.4 5.2113 6115 2.716.813.418.4 3.919.94.6/11.4 5.2113 6/15 109 248 488 1 662 217 496 976 1324 1550 1789 2399 1,744 1464 1986 2326 2683 3059 3598 1952 2647 3101 3577 4078 4797 13 75 169 329 1 540 150 337 659 1079 506 988 1619 131712.4 2159 1.513 1.5/3.1 24/6.1 3.318.3 1 2.4/6.1 3.3/8.313.919.74.5111.21 6/15 15/3.112.4/6.1 3.3/8.3 3.919.7,4.5111.25.1/12.71 6115 6.1 3.318.3 3.9I9.7,4.5/1125.1/12.71 6/15 86 198 390 585 173 395 779 1171 1418 1633 222E 1 593 1169 1756 2128 2449 1 278E 1 3338 1558 2342 2837 3265 3715 4451 14 60 135 264 1 432 120 270 527 864 1290 405 791 1296 1935 1055 1728 2580 1.5/3 1 1.5/3 2.1/5.3 3.217.9 1.5/3 1.513 2.115.313.2/7 9.3.8/9.6 4.4/11 6/15 1.5/3 2.1/5.3 3 2/7.9 3.8/9 6 4.4/11 5l12.5 6/15 2.115.313.2/7.9 3 819 6 4 4l11 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 1.8/4.6 2.9I7.4 1.5/3 1.5/3 1.8/4.6i2.9/7.4 3.8/9.54.3/10.9 6/15 1.5/3 1.8/4.6 2.9/7.4I3.8/9.5,4.3110.44.9/12.3, 6/15 1.814.E 2.917.4 3.8/9.543/10.94.9112.3 6115 57 131 1 259 427_ 173 262 518 854 1151 7J90 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 129E 184E 707 1158 1728 2467 1.5/3 1 1.5/3 1 1.6/4 126/6.6 1.513 1 1.513 1 1.6/4 12.616.6:3.6/8.9,4.3/107, 6115 1 1.5/3 1.6/4 2.616.E 3.6/8.9,4.3/10.7,4.9/12.2 6/15 1.6/4 12.6/6.6 3.618.94.3/10.7,4.9/12.2 6/15 I 108 215 355 93 217 430 710 1 1018 1274 1826 325 645 1065 1527 1911 2196 2739 860 1 1420 2036 2547 2929 3652 17 75 147 241 67 151 295 483 720 1026 - 226 442 724 1081 1539 2111 589 965 1441 2052 2814 1.513 l.5l3.6 2.3/5.9 1.5/3 1.5/3 1.5/3.6 2.3/5.9.3.3/8.4,4.21f0.5 6115 1.5/3 1.5/3.6 2.3/5.9 3.318.4,4.2110.5 4.8/12 6I15 1.5/3.6 2.3/5.9 3.318.4,4.2/10.5 4.8/12 6/15 180 298 77 181 360 596 894 1134 1701 271 540 1 894 1 1341 1701 2051 2552 720 1191 1788 2268 2735 3402 18 15/ 124 203 56 127 248 407 607 864 191 372 610 910 1296 1778 496 813 1214 1728 2371 1.5/3.2 2.115.2 1.5/3 1 1.513 1.5/3.2 2.1/5.2 3.1 / 7.81 419.9 5.9/14. 1.513 1.513.2 2.115.2 3.1/7.8 4/9.9 4 8/11.95.9/14 8 1.513.212.115 2 3.1/7 81 4/9 9 4 8/11 95 9/14. 76 152 252 65 152 304 1 504.1 758 1 101E 1 1592 229 457 757 1137 1524 ' 1863 2388 609 1009 151E 1 2032 1 2484 3184 19 54 105 173 48 108 211 1 346 1 516 1 735 162 316 519 774 1102 1512 - 422 . 691 1032 1 1470 201E 1 - 1.5/3 1 1.5/3 1.9/4.7 1.5/3 1 1.5/3 1 1.513. 1.9/4.7 28/7' 3.719.45.8114.A 1.513 1 1.513, 1.914.7 2.8/7 3.7/9.446/11.45.8114 6 1.513 119/4.7 2817 3.7/9.4',4.6111.45.8114. 65 130 215 54 129 1 259 1 430 1 647 1 915 1496 194 389 646 971 1373 1678 2243 519 1 861 1 1295 1830 2237 2991 20 46 90 148 41 93 181 296 442 630 1493 139 271 445 664 945 129E 1 2240 362 593 885 1260 1728 2987 1.5/3 1 1.5l3 1.7/4.2 1.513 1.5/3 1.5/3 1.7/4.2 2.5/6.3 3.6/8.9 5.8114. 1.513 1.5/3 1.714.2 2.5/6.3 3.618.9 4 3/10 85 8/14 1.5/3 1.7/4.2 2.516.3 3.6/8.914.3/10.85.8/14. 96 160 95 192 320R2A/55.2 692 1304 142 288 480 724 1038 1382 1956 384 640 965 1383 1842 2608 22 68 111 70 136 22347311.5/3.5I7.4 1122 104 204 334 499 710 974 1683 272 445 665 947 1299 2244 1.5/3 1.5/3.5 1.5/3 1.513 5.6/13.9 1.513 1.513 1.513.5 2.1/5.2 3/7.4 3.9/9.9 5.6113. 1.513 1.513.5 2.115.2 3/7.4 3.9/9.9 5.6/13. 72 122 71 145 1 243 368 529 1092 106 217 365 552 793 f095 1638 290 486 736 1057 1460 1 2184 24 52 86 54 105 1 172 1 256 1 365 864 80 157 257 384 547 1 750 1 1296 209 343 512 729 1000 1728 1.513 1.5/3 1.513 1 1.5/3 1 1.513 1.8/4.4 2.5/6.3 5.1/12. 1.513 1.513 1 1 5/3 1.814.4 2.5/6.3 3.418.E 5.1/12. 1.5/3 1.S O 1 8U.4 1114/8.65.1112.101/12. 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 1 1020 165 270 403 574 787 1359 1.5/3 1.513 1.513 1.513 1 1.513 11.513.7 2.1/5.3 4.7/11. 1.5/3 1 1.513 1 1.513 1.5/3.7 2.115.3 2.9/7.3,4 7111. 1.513 1 1.5/3 1.5/3.7 2.115.3 2.9l7.J 4.7/11. 74 87 1 148 1 226 326 1 792 1 222 338 489 678 1188 174 296 451 652 1 904 1584 28 54 66 108 161 230 54499 162 242 344 472 816 132 216 322 459 630 1081.5/3 1.5/3 1.5/3 11.5/3.2 1.814.E 4.4/10. 1.5/3 1.5/3 1.5/3.2 1.8/4.6 2 516.3,4 4/10 1.5/3 1.5/3 1.513.2 1.814.E 2 5/6.3 4 4/10. 59 I 68 118 180 262 639102d6l130 176271 393 546 959 137 235 361 523 728 1279' 30 44 54 88 131 187 44280 132 197 280 384 664107 176 262 373 512 885 1.513 15l3 15l3 1.513 1.614 3.8/9.51.513 1.5/3 1.5/3 1.6/4 2.2/5.5 3.8/9.5 1.513 1 1.5/3 1.513 t.614 2.215.5 3.8l9.5 Total Load values are limited by shear, moment or deflection equal to L/240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U360 Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC• software it the length of any span is less than half the length of an adjacent span Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on [he allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams, double, triple or quadruple Allowable Total Load and Allowable Live Load values Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC'software. Boise Cascade --V1P • Easeem Specifies Gjide • 091C4;2015 LAM° Roof Load Ta VERSA -LAM® 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports (inches) S anP ft] 1'%" VERSA -LAM' 2 0 3100 3%" VERSA -LAM 2 0 3100 Double Ply 1'/." VERSA -LAM' 2 0 3100 o; 2 41 Triple Ply 1'%" VERSA -LAM' 2.0 3100 or 5%4" VERSA -LAM 2.0 3100 Quadruple Ply 1 %' VERSA -LAM' 2 0 3100 or 7" VERSA -LAM 2.0 3100 11%" 14" 71/4" 19%i' 111'/" 14" 16" 18" 9%" 11Y." 14" I 16" 1 18" 1 20" 1 24" 11%" 14" I 16" 1 18" 1 20" 1 24" 878 1223 1639 2065 1755 1 2446 j 3278 4130 15047 5232 5226 3669 4917 1 6195 7570 7848 7845 1 7838 6556 8260 1 10094 10463 110459 10451 6 1 I I I 215 2817 3.8194,4.7/11 2/5 1 2.817 3.BI9.44.7I11.B58I145' 6I15 6115 2.817 3.8/9A4.7/11.85.8I14.5, 6/15 6I15 6115 38/9.44.7/11.BS.B/145; 6115 6I15 6/15 598 1 858 1 1126 1389 1197 1717 2252 1 2779 1 3321 3915 3913 2575 3379 4168 1 4981 5872 587E 5870 4505 1 5558 [ 6642 7829 7834 7826 8 482 965 I 1 1 J.5/8.84.JI10.65.1112.7j 6/75 6/15 61151.8/4.6 2.616.E 3.5/8.6;4.3110. 1.8/4.6,2.6/6.6 3.518.643/10.65.1/12.7i 6/15 16I15 2.616.E 35I8.64.311065.1/127 6I15 6115 8115 10 326 247 1.513.1 637 556 2.416.1 L 857 1 - 3.318.21 1046 4/10 651 494 1.513.1 1 1274 1111 2.4/6.1 1 1714 3.3/8.2 J 2092 j 2472 1 2880 3126 4/10 4.7111.95.5113.8, 6/15 1912 1667 2.4/6.1 1 2571 3 3/8.2 1 3138 IT 3709 4 I 4695 j( 4/10 4.7/11.95 5/13 8 6115 4688 CM 3429 3./8.23 4184 4945 5759 -6259 I}]-_ 4/10 4.7/11.95.5113.8 6115 6251 6/15 244 526 765 1 931 487 j 1052 1531` 1861 1 2192 12543 2839 1577 229E 2792 3288 3814 4265 4259 3062 3723 j 4383 5085 15687 5679 11 186 418 371 835 1253 j - 3.9/9.8'4.6/11.65.4/13.4 6/15 6115 3.2I81 L - 3.919.8,4.6111.654113.4 6115 6/151.513 2.215.E 3.218.1 3.919.8 1.5/3 2.215.E 3.218.1 39/984611165.4113.41 6/15 2.215.E 3.2/8.1 187 1 424 1 674 j 838 374 848 1 1347 1 1676 1968 12276 2601 1 1272 2021 2514 2952 j 3414 1 3903 1 3901 2694 3353 3936 4552 5203 5201 12 143 1 322 1 628 1 - 286 643 1 125E 1 - - - 965 214.9 1884 I /7.8 3.9/9.7;4.5/11.35.2/13T 6115T6/15 2512 3.117.8+3.9/9.745111.J5.2/13.1 j - - 6/151.5/3 214.9 3.1/7.813.9/9.7 1.5/3 2/4.9 3.117813 919.7,4.5/11.35.2/13.1 6115 61 55 146 332 573 762 292 665 1146 1524 1785 12060 2399 997 1719 2287 2678 3089 1 3522 1 3598 2292 1 3049 13571 1 4119 1 4696 4797' 13 112 1.513 11 253 1.7/42 494 2.917.2 3.8/9.5 225 1.513T1.7/4. 506 988 2.9/7.2l38/9.54.5/11.25.1/1-2- 6/15 759 1.7/42 1482 2.9/72 3.8/9.5,4.5/11.25.1/1295.9/14.71 1976- 6/15 2.9/7.2 3.8/9.5;4.5/11.25.1/12.95.9/14.7 6/15 116 265 1 493 674 233 530 1 987 1 1349 1634 C 1880 2226 796 11480 2023 1 2450 1 2821 3208 3338 1973 2697 13267 3761 14278 j 4451 14 90 1.5/3 203 1.S13.6 2.716.7 3.619.1 396 648 180 1.S13 405 1.513.6 2.716.7 791 1 1296 3619.1 4.4I11 51112.7i 6I15 608 1.513E 1187 1944 I - 1582 2593 - - - 27/6.7 3.6/9.1 44/11 5.1/12.75.8/14.4 6115 2.716.7 3.6/9.1j4.4/11;5.1112.75.8/14.4 6115 i 15 94 215 423 586 188 429 846 1173 1505 1730 2076 644 1 1261 965 1759 1581 2258 2595 294E 3113 1691 1 2346 13011 3459 3928 4151 73 165 322 527 146' 329 643 1054 494 128E 1 2108 1.5/3 1.5/3.1 2.516.1 3.4/8.5 1.5/3 1.5/3.1 2.516.1 3.4/8.5,4.3/10.9,5/12.5 6/15 1.513.1 2.516.1 3.4/8.54.3/10.9,5112.5,5.7114.2 6/15 2.5/6.1 3.4/8.54.3/10.9,5/12.55.7114.2 6/15 18 77 176 347 1 515 153 1 352 271 530 695 1029 1327 1601 868 129E 1944 528 407 j 1042 I 795 1544 1303 1990 2402 2723 2917 1944 1389 2058 2653 3202 3630 3889 60 136 265 434 121 1060 1737 2593 1.5/3 1.5/3 2.2/5.4,3.2/7.9 1.5/3 1.513 2.2/5.4 3217.941/10.249/12.3 6/15 1.513 2.2/5.4 3.2/7.94.1/10.24.9/12.3 5.6114 6/15 2.2/,4 3.217.94.1110.24.9112.3 5.6/14 6115 17 63 1 146 289 455 362 127 1 292 1 577 1 910 1173 1468 1829 438 ,I 866 1 1365 1 1760 1 2201 2531 2743 1154 1 1820 1 2346 2935 3374 1 3657 50 113 221 101 226 442 724 1081 339 663 1 108E 1621, 1 884 1448 J 2161 1.5/3 1.5/3 1.9/4.8 317.5 1.5/3 1 '1 5/3 11.914.81 317.5 3.9/9.6 4 8/12 6/15 1 513 1.9/4.8 3/7.5 3.919.E 4.8/12,5.5/13.8 6/15 1.914.8 3/7.5 3.9/9.6 4.8112 5.5/13.8 6/15 53 122 242 399 106 I 244 j 484 799 1 1045 1307 1726 367 726 1198 1 1567 j 1961 2364 2588 968 1 1598 j 2089 1 2614 3151 3451 18 42 95 186 305 85 191 372 610 910 1296 286 558 915 136E 1944 744 1220 1821 2593 1 1.5/3 1.5/3 1.7/4 31 2 817 1 5/J 1 1.5/3 1.7/4.3 2 8/7 3.6/9.1 4.5/11.4 6/15 1.5/3 11714.31 2.8/7 3.6/9.1 4.5/11.45.5/13.7 6115 11.7/4.31 2.817 13 6/9.1 4.5/11.45.5113.7, 6/15 103 1 205 1 339 89 1 206 410 677 936 1 1171 1634 1 310 1 615 1016 j 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 1.5/3.8,2.516.3 1.5/3 1 1.513 1.5/3.8 2.5/6.3;3.4/8.64.3/10.8; 6115 1.5/3 11.5/3.8 2.5/6.3 3.4/864.3/10.853/131 6/15 1.5/3.8 2.516.3 3.418.64.3/1085.3113.1, 6/15 88 175 289 75 176 350 579 j 843 1 1055 1 1551 263 1 525 868 1265 j 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 1.S13.4 889 2.3/5.6 3.318.24.1/ 1327 1890 - - id. 25/12.5 6/151.5/3 1.5/3.412.3/5.6 1.5/3 1.513 11.5/3.4 2.3/5.6 3.3/8.24.1110.2I 6/15 15/3 1.5/3.4 2.3/5.6 3.318.2411MO.215/12.5 6/15 65 130 216 54 130 260 431 I 649 1 869 1407 194 390 647 973 1303 1593 2111 520 862 1297 1738 2124 2815 22 52 1.S13 102 1.513 167 11.9/4.7 46 1.513 104 1.5/3 204 1.5/3 334 499 1.914.7 2.817 710 13.719.3 6/15 157 1 513 306 1.513 Wl 1.914 7 748 2.8/7 1065 1461 - 3.719.3,4.5/11.3 6I15 408 668 997 1420 1948 - 1.513 1.9/4.71 2.817 3.719.3,4.5/11.3 6/15 99 164 98 197 1 329_1 496 1 711 1259 146 1 296 1 493 744 106E 1334 7889 395 L658 1 992 14221779 1 2518 24 79 129 80 157 1 257 1 384 1 547 121 1 236 1 386 576 1 820 1 1125 34-1 515 768 1094 1500 15/ 3 16/3.9 1.513 15/3 1.6/3.9,2.3/5.913.3/8.35.9/14. 1.5/3 1.5/3 1.6/3.9 2.3/5.913.3/8.342/10.45.9/14. 1.5/3 16/3.9 2.3/5.9 33/83,4.2/10.45.9/14. 76 128 75 153 256 387 I 555 1069 112 229 383 580 833 1132 1604 305 511 773 1110 1510 2139 26 62 101 63 124 202 302 430 7020 95 185 304 453 645 885 1529 247 105 604 860 1180 2039 1. 5/3 1.5/3 3 1.513 1 1.5/3 1.5/3.3 2/5 12.817.1 5.4/13. 1.513 1 1.5/3 11.5/3.31 215 2.817.1 3.8/9.6 5.4/13 5 1.5/3 1.513.31 2/5 2 817.1 3.819.E 4113. 60 I 101 58 120 202 1 306 441 919 87 I 190 303 1 459 661 914 1378 240 404 j 612 882 1 1219 1 1837 28 49 81 51 99 162 1 242 344 816 76 148 1 243 1 363 517 709 1224 198 324 484 689 1 945 1 1633 1. 513 1.5/3 1 1.5/3 1.513 1.5/3 1 7/4.3.2.4/6.1 5/12.6 1.513 1 1.513 1 1.5/3 1.7/4 3 2.416 1 3.4/8 4 5/12.6 1.5/3 1 1.5/3 11.714.3 2.416.1 3.4/8.! 5112.6 81 I 95 161 1 246 1 355 1 797 1 68 143 1 242 369 1 533 738 1 1196 190 3123 j 492 710 . 984 1 1594 30 66 80 132 197 280 664 62 121 198 295 420 576 996 161 263 1 393 1 560 768 1327 1. 5/3 1 1 1.5/3 1 1.513 1.5/3.7!2.1/5.3 4.7/11. 1 513 1 1.5/3 1 1.5/3 11513.712 115.3 2.917.3,4.7111. 1.5/3 1 1.5/3 1.513.7 2.1/5.3 2.9/7.3 4.7/11. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U240 Check the local budding code for other deflection limits that may apply Where a Live Load value is not shown, the Total Load value will control Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to gram for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam For 2-ply, 3-ply or 4-ply beams, double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC'software BDIse Ca4Da0e Evt,I' • Castem Specifier Guide - 03104/201, ERSA-LAW Roof Load Tab VERSA -LAM° 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load (plf] Bottom Figures Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1'/." VERSA-LAM'2.0 3100 Double Ply 1%" VERSA-LAM•2.0 3100 or 31/S" VERSA -LAM 2.0 3100 Triple Ply 1%" VERSA -LAM' 2.0 3100 or 51/." VERSA -LAM 2 0 3100 Quadruple Ply 1%' VERSA -LAM' 2.0 3100 or 7" VERSA -LAM 2.0 3100 71/." 91/V 111V." 14" 71/." 191/i' 11V." 1 14" 16" 1 18" i 24" 91%" 11Y." 1 14" 16" 1 18" 1 20" 24" 11%" 14" 16" 18" 20" 24" 954 1330 1 1782 2245 1908 2660 3564 4491 5234 5232 5226 3990 5346 6736 7851 7848 7845 7838 7128 8981 10467 10463 10459 10451 6 2.2/5.513.1/7.64.1/10.25.1/12. 2.2155 3.1/7.6,4.1I10.25.1112.9 6/15 6/15 1 6115 3.1/76,41/1025.1112.9 6/15 6/15 6/15 6/15 1110.251/12.9 6115 6/15 6115 6/15 640 933 ( 1225 1511 1279 1 1867 1 2449 3022 3611 3919 3913 2800 1 3674 1 4532 5417 1 5879 5876 5870 4899 1 6043 . 7222 7838 7834 7826 8 482 965 2149 12917.1 3.8/9.4,4.6111. 2/4.912.917.1 3.819.4,4.6111.65.5/13.8 6115 1 6115 2.917.1 3.819.4,4.6111.65.5/13.8 6/15 6/15 6115 3.B19.4,4.6/11.65.5/13.8 6I15 6I15 6/15 10 326 247 1.5/3.1 1 693 1 932 556 2.7/6.6j3.618.9,4.4/10. 1138 651 494 1.513.1 138E 1111- 2.716.E 1.1864 2275 J 2689 3132 3.6/8.9,4.4110.95.2112.9 6/15 3126 6/15 2079 1667 27I6.613.61894.411095.2112.91 2797 1 3413 4033 4698 1 6115 4695 1 6/15 4688 6/15 3729 4550 5378 6263 6259 r- 3.6/8.94.4110952112.9.6/15 16/15 6251 6115 244 552 833 1012 487 1104 1665 2024 2384 2765 1 2839 165E 2498 3037 3576 4148 4265 4259 3330 41149 4767 5531 5687 5679 11 186 418 815 371 835 1631 1253 1 2446 3262 1.513 2.315.8;3.5/8.8 4.3I10. 1.5/3 2.315.8 3.SI8.8,4.3I10.7 5112.E 5.6114.E 6/15 2.315 813 518.8,4.3110.7, 5112 6 5.8/14.6 6/15 6/15 3.518.8,4.3110.7, 5/12.6 5.8/14.6 6115 6/15 187 424 733 912 374 848 1465 1823 2141 2475 1 2601 1272 2198 2735 3211 3713 3907 3901 2931 1 3647 4281 4951 5209 5201 12 143 322 628 286 643 1256 965 1884 - I - 2512 1.5/3 2/4.9 3.418.4i4.2110. 1.5/3 2/4.9 3.418.44.2110.54.9112.35.7/14.3 6115 2/49 13.4184,4.2/10549112.3571143 6/15 6/15 34/8.44.2/105149/12.357/143 6115 6115 1 146 332 623 829 292 665 1247 1658 1942 2240 1 2399 997 1870 2487 2913 3360 3604 3598 2494 3316 3884 4480 1 4806 4797 13 112 253 494 810 225 506 988 1619 759 1482 2429 1976 3238 1.5/3 1.7/4.2 3.117.8 4.1/10. 1.5/3 1.7/4.2 3.117.8, .1/10.44.8112.1 5.6114 1 6115 1.714.2 3.1/7.8 4.1/10.44.8/12.1 5.6/14 1 6/15 6/15 3.1/7.8 4.1110.44.8112.1,5.6/14 6115 6115 116 265 521 734 233 530 1043 M67 1777 2046 2226 796 1564 2201 1 2666 3068 3345 3338 2085 2934 3554 1 4091 4459 4451 14 90 203 396 648 180 40511.513.61 791 1296 - 608 1187 1944 - 1582 2593 1.5/3 11 513.E 2.817 1 4/9.9 1.513 2817 1 4/9.9 4.8/12 5.5113.8 6115 1.5/3.61 2.817 1 4/9.9 14.8112 5.5/13.8 6/15 6115 2.817 1 4/9.9 4.8112 55113.8 6/15 1 6115 94 215 423 638 188 429 846 1 1276 1 1638 1882 2076 644 1268 1914 2456 2823 3120 3113 1691 2552 3275 3763 4159 4151 15 73 165 322 527 146 329 643 1 1054 1 1573 494 965 1581 2360 - 1286 2108 3146 1.5/3 1.513.1 2.5161 3.719.2 1.5/3 1.5/3.1 2516.1 3.7/9.2,4.7/11.85.4/136 6/15 1.5/3.1 2.5/6.1 3.7/9.2,4.7/11.85.4/13.6 6/15 6/15 2.5/6.1 3.7/9.24.7/11.85.4/13.6 6/15 1 6/15 77 176 347 560 153 352 695 1 1120 1 1443 1 1742 1944 528 1042 1680 1 2165 2613 2923 2917 1389 1 2240 2887 3484 3897 3889 16 60 136 265 4341 121 1 271 1 530 868 129E 407 795 1303 1944 1060 1737 2593 1 513 1.513 2.2/5.4 3.5/8.6 1 5/3 1 1.5/3 2.2/5.4 3.518.6;4.4111.15.4/13.4 6/15 1.513 12.215.4 J 3.5/8.6;4.4/11.15.4/13.4 6/15 1 6/15 2.2/5.4 3.5/8.6 4.4111.15.4/13.4 6/15 1 6/15 63 146 289 476 127- 1 292 577 951 1 1277 1597 1829 438 866 1427 1 1915 2395 2749 2743 1154 1902 2553 3193 3665 3657 17 50 113 221 362 101 226 442 724 1081 1539 339 663 108E 1621 2308 884 1448 2161 3078 - 1.5/3 1 1.513 1914.8 3.117.8 1513 1.513 1.9/48 3.1/7.8,4.2/10.55.2113.1, 6115 1.5/3 1.914.8 3.1/7.8'4.2110.55.2113.1 6/15 6/15 1.914.813.117.84.2110.55.2113.1. 6/15 6/15 53 122 242 1 399 106 244 484 799 1137 1 1422 1 1726 367 726 1198 1705 2133 1 2572 2588 968 1598 2274 2845 3429 3451 18 42 95 186 305 85 191 372 610 1 910 129E 286 558 915 1366 1944 1 - 744 1220 1821 2593 1.5/3 1.5/3 1.714.3 2.8/7 1.5/3 1 1.5/3 11.7/4.31 2.817 1419.9 4.9112.3, 6115 1.513 1 714.3 2.8/7 1 4/9.9 4.9/12.35.9/14. ,, 6/15 1.714.31 2.817 1 4/9.9 4.9112.35.9114.9 6/15 103 205 339 89 206 410 677 1016 1275 1634 310 615 1016 1524 1912 2336 2450 20 1354 2032 2549 1 3115 3267 19 81 158 259 72 162 316 519 774 1102 243 475 T78 1161 1653 2268 - 633 1037 1548 2204 3024 1.5/3 15138 2.516.3 1513 1.513 1.S13.8 2.5/6.3 3.7/934.7111.71 6115 1.513 1.513.8i2.5/6.3i3.719.34.7111.75.7114.3 6/15 1.5/3.8 25/6.3 3.7/9.34.7/11.75.7114.3 6115 88 175 289 75 176 1 350 1 579 869 1149 1551 263 525 868 1 1303 1723 2105 1 2326 699 1157 1737 2297 2807 3101 20 69 136 1 222 62 139 271 445 1 664 1 945 208 407 667 1 996 1418 1944 543 889 1327 1890 2593 1.5/3 1.5134 2.3/5.6 1.5/3 1.5/3 115/3.4 2.315.E 3.4/8.44.4111.1 6/15 1.513 1.513.4.2315.613.4/8.4,4.4/11.15.4/13.6, 6115 1.513.4 2.3/5.6 3.4/8.44.4111.15.4113.E 6115 65 130 216 54 130 260 431 649, 928 1407 194 390 647 973 1 1393 1 1735 1 2111 520 1 862 1297 1 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 1.914.7 1.513 1.513 1.5/3 1.9/4.7 2.8/7 4/9.9 6/15 1.513 1.5/3 1.9/4 7 2 817 4/9.9 4.9/12.3, 6/15 1 5/3 11.9/4.7 2.817 1 4/9.9 4.9/12.3 6/15 99 164 98 197 329 496 711 1288 146 296 493 744 1066 1 1453 1932 395 658 992 1422 1937 2576 24 79 129 80 157 25711.6/3.912.3/5.9 384 547 121 236 386 576 820 1125 314 515 768 1094 1500 1.513 1.613.9 1 1.513 1513 3.318.3 6/15 1.513 1.513 16/39 2.315.9 3.3/8.34.5/11.3 6/15 1.5/3 11.6139 2.3159 3.318.34.5111.3 6115 1 76 128 1 75 153 256 387 1 555 1164 112 229 383 580 833 1150 1747 305 511 773 1110 1533 2329 26 62 101 1 63 124 202 302 430 1020 95 185 304 453 645 885 1529 247 405 604 860 1180 2039 1.513 1.513.3 1.5/3 1.5/3 1.513.3 215 2.817.1 5.9114. 1.513 1.513 1.513.3 215 2.817.1 3.9/9.7 5.9114. 1.513 1.5/3.3 2/5 2.817.1 3.9/9.7,5 9/14. 60 101 58 120 202 306 441 1 1001 87 180 303 1 459 661 914 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 1.513 1.513 1.513 1 1513 1.5/3 1.714.3 2.4/6.155/13. 15/3 1 1.513 1 1.5/3 1.7/4.3 2.416.1 3.418.45.5113. 1.513 1.5/3 1.7/4.3 2.416.1 3.4/8.45.5113. 81 95 161 246 355 861 68 143 242 369 533 738 1291 WO 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 1.513 1 1 1.513 1 15/3 11.513.7121/5.35.1/12. 1.513 1 1.513 1 1.5/3 1.513.7,2.115.3 2.917.35.1/12. 1.513 1 1.513 1.5/3.7 2.1/5.3 2.9/7.35.1/12. Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight Live Load values are limited by deflection equal to U240. Check the local budding code for other deflection limits that may apply Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC'software if the length of any span is less than half the length of an adjacent span Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths Table values assume that support is provided across the full width of the beam For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values Minimum Required Bearing Lengths remain the same for any number of plies. 1'% inch members deeper than 14 inches are to be used as multiple -member beams only This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC'software. Boise Cdsc ide r-WP • Eas'em Specific, i side • 0910412015 ERSA=LAM° Allowable Nailing and_De_sig Closest• Spking Nailing VERSA -LAM® & Nailing Parallel to Glue Lines (Narrow Face)(') Perpendicular VERSA -RIM® to Glue Lines Wide Face) Products VERSA -LAM* 1 4 1800 Rimboard VERSA -LAM- VERSA -LAM• 15/16" 1%11 31/V 8 Wider All Products Nail Size O C End O.C. End O.0 End O.0 End in] in] in] in] in] in] in] in] 8d Box (0.113"e x 2 5") 3 1'Y2 2 1 2 2 2 2 8d Common (0.131"e x 2 Y) 3 2 3 2 2 1 2 1 10d d.12d Box (0.128'o x Y, 3.25") 3 2 3 2 2 1 2 1 16d Box (0.135'e x 3.5') 3 2 3 2 2 1 2 1 10d 812d Common 8 , 4 3 4 3 2 2 2 216dSinker0.148'o x 3" 3.25" 16d Common 0.162"o x 3.5" 6 4 6 3 2--T 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-RIMO. Use nails as specified by Simpson Strong -Tie VERSA=LAM° Design_V.alues Nailing Parallel to 9= Glue Lines Narrow, Face) i Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1%' thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails) Width Depth Weight Allowable Shear Allowable Moment Moment of Inertia Width Depth t Weight Allowable Shear Allowable Moment. Moment of Inertia Grade in in Ib/ g Ib ft-Ib in' Grade in in Ib/ft lb]ft Ib In' 0 0 a N M 1J 1 Y2 i 3'/2 1.5 998 776 5.4 5'/4 8.0 5237 6830 63.3 5'/2 2.4 1568 1821 20.8 5 /: 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'/2 1.8 1164 1058 6.3 9'% 14.5 9476 20937 375.1 5'/2 2.8 1829 2486 24.3 7'% 3.7 2411 4189 55.6 11% 17.1 11222 28814 622.9 5 9% 4.7 3076 6636 115.4 11 Y. 18.1 11845 31913 732.6 13/4 Co0 9'% 4.8 3159 6979 125.0 14 1 21.3 13965 43552 1200.5 11% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0011Y. 6.0 3948 10638 244.2 0 e147.1 4655 14517 4002 18 27.4 17955 70011 2551.5 Mo Q J j QJ N w 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.004 ` 18 91 5985 23337 850.5 24 36.5 23940 120549 1 6048.0 24 12.2 7980 40183 2016.0 9'% 16.6 12303 26544 461.7 5'/2 5.6 3658 4971 48.5 7'% 7.4 4821 8377 111.1 9'/2 17.1 12635 27916 500.1 9% 9.4 6151 13272 230.8 11% 20.2 14963 38419 830.6 9'/2 96 6318 13958 250.1 11% 21.4 15794 42550 976.8 3Y2 711'/. 11.4 7481' 19210 415.3 14 25.2 18620 58069 1 1600.7 117/9 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 18 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 1 31920 160732 8064.0 1 1 1 Equivalent Tension Compression Specific Gravity Modulus of Horizontal Parallel to Compression Perpendicular to for Fastener Elasticity Bending Shear Grain Parallel to Grain Grain . Design E(x 106 psi)(') Fb (psi)(2)(3) F psi)t2jt4' Ft ( si)t2i(5) F.„ (psi)(') F_ L (psi)t1i(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 1 2650 1 285 1 1650 3000 1 750 1 0.5 VERSA -LAM- Columns 1.82750 1.8 1 2750 1 285 1 1825 3000 1 750 1 0.5 1 This value cannot be adjusted for load duration. 5 Tension value shall be multiplied by a length factor, (4/Q111 where L = 2. This value is based upon a load duration of 100% and may be adjusted for other load durations. member length [ft] Use L = 4 for members less than four feet long 3 Fiber stress bending value shall be multiplied by the depth factor, (12M)1FJ 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% Ro,sf Casc.eae 1-- vlj • Eastern Speu'ier r;ut;a • 08i,34.2015 E Allowable Axial Load' Ib) r 31/:" x 31/2" 3%" x 4%" 31/2" x 51 ' 3%' x 51/2" 31/2' x 7" J 100% 115% 125% 100% 1 115% 1 125% 100% 1 115% 125% 100% 1 115% 125% 100% 115% 125% 4 15,265 16,750 17,650 19,100 1 20,950 22,070 22,920 25,150 26,500 24,020 26,350 27,770 30,570 33,545 35,345 5 12,830 13,770 14,320 16,050 17,220 17,910 19,260 20.670 21,505 20,185 21,660 22,530 25,690 27,580 28,680 6 10,580 11,190 11:540 13,240 13,990 14,440 15,890 16,800 17,335 16,645 17,605 18.165 21,190 22,410 23,120 7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13,760 14,120 13,755 14,410 14,795 17,510 18,350 18,835 8 7,295 7,590 7,765 9,120 9,490 9,710 10,950 11,400 11,660 11,475 11,945 12,215 14,610 15,210 15,555 9 6,155 6,375 6,500 7,700 7,970 8,130 9,245 9,575 9,765 9,685 10,030 10.230 12,330 12.770 13,025 10 5.250 5,415 5,510 6.570 6,770 6,890 7,885 8,135 8,280 8,260 8,525 8.675 10,520 10.850 11,040 11 4,525 4,655 4,730 5,660 5,820 5,910 6,795 6,990 7,100 7,120 7,325 7.440 9,065 9,325 9,475 12 3,935 4,040 4,095 4,920 5.050 5,120 5,910 6,065 6,150 6,195 6,355 6,445 7,885 8,090 8,210 13 3,455 3,535 3,580 4,320 4,420 4,480 5,185 5,310 5,380 5,435 5,565 5,635 6,920 7,080 7,175 14 3,050 3,120 3,155 3,820 3,900 3,950 4,585 4,685 4,740 4,805 4,905 4,965 6.115 6,250 6,325 3% ' x 71 ' 51/: ' x 51/: ' 5'/: ' x 51 ' 51/: ' x 7" 51/: ' x 71/: ' 100% 1 115% 125% 100% 115% 1 125% 100% 115% 125% 100% 115% 125% 100% 1 115% 1 125% 4 31,670 1 34.750 36,625 F 5 26,615 1 28,560 29,705 6 1 21,950 23,215 23,950 34.355 37,695 1 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 157135 15,755 16,110 27,095 28,910 29,975 28,390 30.295 31,405 36,160 38,590 40,000 37,450 1 39,960 41,420 9 12,770 13.225 13,490 23,815 25,180 25.980 24,950 26,385 27,220 31,770 33,600 34,670 32,910 34,800 35,910 10 107895 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 1 21,910 22,800 23,320 22,690 23,620 24.150 13 7,165 7,335 7.430 14,640 15,185 15,500 15,340 15,910 16,240 19,540 20,270 20,680 20,230 20,990 21,430 14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 14,490 17,510 18.110 18,460 18,140 18,760 19,110 15 111,820 12,195 12,405 12,385 12,775 13,000 15,770 16,270 16,560 16,330 16,850 17,150 16 10,690 11,005 11,185 11,200 11,530 11,720 14,270 • 14,690 14,930 14,780 15,210 15,460 17 9,715 9,980 10,135' 10,180 10,460 10,620 12,960 13,320 13,520 13,420 13,790 14,010 18 8,860 9,090 9,220 9,285 9,525 9,660 11,820 12.130 12,300 12,250 12,560 12.740 19 8,110 8,310 8,420 8,500 8,705 8,825 10,820 11,090 11,240 11,210 11,480 11,640 20 7.455 7,625 7,720 7,810 7,990 8,090 9.950 1 J 10,300 10,300 10,540 10.670 21 6,870 7,020 7,105 7,195 7,355 7,445 9,170 9,370 9,480 9,490 9,700 9,820 22 1 Allowable Design Stresses Notes 1) Table assumes that the column is braced at column ends only. Effective column'length is equal to actual column length 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by either the column thickness or width (worst case) 4) Allowable loads are based on axial loaded columns using the design provisions of the National Design Specification for Wood Construction NDS), 2005 edition For side or other combined bending and axial loads, see provisions of NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table Modulus of Elasticity: E = 1.8 x 101 psi Bending: Parallel to Gluelines (Beam): F, = 2750-(12/d)19 psi Perp to Gluelines (Plank): Fb = 2500•(12/d)"9 psi Compression Parallel to Grain: Fcii = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): F ii = 750 psi Perp to Gluelines (Plank): F_ L = 450 psi Tension Parallel to Grain- Ft = 1650 psi VERSA_STU.D° 1-..7_2650 Allowable Design Values Product Bending Fb [psi] Compression Parallel to Grain Fc [psi] Modulus of . Elasticity E [psi] Horizontal Shear F [psi] VERSA-STUDm 11.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir North # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 850 1300 1 1,300,000 150 Western Woods # 2 Grade 675 1 900 1 1,000,000 135 Notes: Design values are for loads applied to the narrow face of the studs Dimension lumber values taken from from 2012 NDS Supplement Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. For further design information, please see VERSA -STUD 1.7 2650 Eastern Tall Wall Guide Beise Cascade DAP • Ca; ern SpeaGe, Glide • OS!C4QU15 0,1UtiJ61 + J. Lrn, F.4w KIMC. •.1r •M;+ Ile IFEWIZEK New BC FRAMER® represents a huge technological leap L to help you improve the efficiency and profitability of your engineered wood products business. Boise Cascade will provide you what we believe is now the industry's best design software, offering far greater productivity than even our current version of BC FRAMER®. This new software package will help your design department work faster and accomplish more. You don't get paid to do drawings, but at least now you can do them in less time, and better. Shrink design time with BC FRAMER® model sharing. Save time & prevent mistakes with best -in -industry file integration. Experience the efficiencies of BC FRAMER® whole house modeling. Draw floor and wall plans simultaneously with BC FRAMER": Check the plan every possible way with BC FRAMER" full 3-D viewer. Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes — a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. BC CALC° 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. w 1 +4•.7 0.' t•.a 4• M4dt Y !]Va1D111V a ra cl .Is u aa'tlr,lw iv a]RI7•y1.V li.iw i `i•c1 wrJ'Do=Rio0 MUMP114Rtrt1. s u rx c• oar.e GLLAAM39 camw tcw IaA.i4 Y JSrFVlf117 .aI.T 1W)1l; lNAriI>nJ. ' WT Jf tip.FwI J.•».uv.tJ'.rct r iv; tie,woM O.W. t us•.acl S b+rrw 1V a.r.. a i».»r;.:... • . Lbw.Ir 11 4,4»rwiw Nl- rr Y..1Mw.w wtlti rir 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 1024x768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. 1 Give Us L y 1 Analysis for Engineered Wood Products I 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 la 1m p Of w Il.aal.. f•.rY Orr IY YWhI r. pl, fill (11:1a {14/S 17 Ir. 4rrw W. rIM r1 f i»r IM rwyv1t75t-'a+e—n.Ym a 1:>Gn Gb11.9rY[ nr - - .In Cw 1.wrn I•l Y.,[ ras[. tan llya I la ll nr+.r.+, +Iww,..I.r•Jr M V•.i 4trti >j}a Ii] 1 !D'r.> rw.M\. ••.w.•.1••r» N. waSr ubt flJm t6ft w1 I IbN yz.. ..•,awY, rp Y l+t•..or.. 1R U AT'1 so aaa . C.r n,+rw W. UJa Irn.r .r.n.+•1w..e.•..•a. .. M .Y_:\1. 1117.1 N19 i.• • 4<\ UrwRb. •r••ab••••1•w• W • r.. A 1rnl.W.r J. C1r1». •M aMw,• J1.,f• ta la gfltM.'+w1.5tUMWJ},M. [Maid t1.C.UM 7 9111.3.L80 '>J.YM+•M•.r.•. I\ II<•t<\I r.nr...w.w.w.an ILCY11N 1r IwIM[I A/1f.6YtVM\MFIwY rc cSr.rrYra,rr, 1•a la•.1 wil.,.<R11LL-w... cataurr• ta.at 1.AI.17 I •••••w-• '" - XUYlf ••r1 wrM.aw1 1 MWM1.Y [w.t1 1\JN,NW.r.. 0., 't n.v+.wco. r.wrraw [.q L..1.e..lrrn •.. wo.T...uw <rt.c•.. r.r+....r»a...ww a1;JYu. w..+rr•w a 1 Ib+rwr. ...n.0 c Gold: Cascade UAV • Easler Specifier Guoe SingleJoist -_.Top lange; Single JoISt - Face'Mount -,: FacQ Mount Skewed 45° Joist "rJO TO ITS lus Q> SUR/L Joist Depth BCI° Hanger Capacity fibs] Nan Header oast Joist BCI° Hanger Capacity Nai Header] in joist Joist Depth BCI° Hanger Capacity fibs]eader'Joist ai i 9/i 4500sl ITS1.8119.5 993 1 6-10d Depth--bs I 9h., 4500s 1US1.81/95 950 8-t Od 9%., 4500s SUR/L1.81/9 1081 12-16d 2-10dxl%" 5000s ITS2.06I9.5 993 6-lOd 5000s 6000s IUS2.06/9.5 IUS2 37/9 5 950 950 8-!Od 8-tOd 5000s 6000s SUR/L2 06/9 SUR/L2.37/9 1097 1343 14-16d 14-16d 2-10dxl'/i' 2-tOdx1/i' 6000s ITS2 37/9 5 1225 6-10d 6500s ITS2 56/9.5 1225 6-1Od 6500s IUS2.56/9 5 950 8-10d 6500s SUR/1-2.56/9 1343 14-16d 2-10dx1%" 4500s ITS1.81/11.88 1068 6-10d 11 4500s IUSI 81111.88 1185 10-10d r1l 11 /' 4500s SUR/1-1.81/11 1306 16-16d 2-10dxl%" 5000s ITS2 06111 88 1068 6-1Od 5000s IUS2.06111.88 1185 10-10d 5000s SUR/1-2.06/11 1350 16-16d 2-10dxl%" 6000s 6500s ITS2.37/11.88 ITS2.56/11.88 1237 1237 6-1Od 6-10d 6000s 6500s IUS2.37/11 88 IUS2.56/11.88 1185 1185 10-10d 10-10d 6000s 6500s SURIL2 37111 SUR/L256111 1385 1385 16-16d 16-16d 2-10dx1h" 2-10dxl%" 60s ITS2.37111.88 1237 6-10d 60s IUS2 37111 88 1185 10-10d 60s SURIL2 37111 1385 16-16d I 2-10dxl'A" 90s IITS356/11.88 1518 6-10d 905 IUS3.56/11.88 1420 12-10d 90s I SUR/L410 1906 14-16d I 2-10dx1h" 14 4500sl ITS181/14 1075 6-10d 14 4500s IUS1.81/14 1420 12-1Od 14 4500s SUR/1_1.81/14 1675 20-16d 2-10dx1Yi' 5000s ITS206/14 1081 6-10d 5000s IUS2.06/14 1420 12-1Od 5000s SURIL2.06/11 1693 18-16d 2-10dxl'A" 6000s ITS2 37I14 1262 6-10d 6000s IUS2.37/14 1420 12-1Od 6000s S_UR/L2.37/14 1693 18-16d 2-10dxl'_,T' 6500s ITS2 56/14 1262 6-10d 6500s IUS2.56/14 1420 12-1Od 6500s SUR[/L2.56/14 1693 18-16d 2-10dx1/i" 60s ITS2 37/14 1262 6-10d 60s IUS2.37/14 1420 12-1Od 60s SUR/L2.37114 1693 18-16d 2-10dx1h" 905 I ITS3.56114 1520 6-10d 90s IUS3.56/14 1420 12-1Od 90s SUR/L414 2050 18-16d 2-10dx1%i' 16 ITS1.81/16 1081 6-10d 1fi 4500s IUS1.81/16 1660 14-10d 16 4500s 5000s SUR/L1.81/14 1887 20-16d 2-10dxl/i' 4500sl 5000sl ITS2.06/16 1087 6-10d 5000s IUS206/16 1660 14-10d SUR/L2.06/11 1920 18-16d 2-10dx1fi" 6000s ITS2.37/16 1268 6-10d IUS2.37/16 1660 14-1Od 6000s SUR/L2.37/14 1920 18-16d 2-10dx1'Ii' 6500s ITS2 56/16 1268 6-10d 6000s 0s IUS2.56/16 1660 14-10d 6500s SURIlL2.58/14 1920 18-16d 2-10dxl/V 60s ITS2.37/16 1268 6-tOd sIUS2.37/16 1660 14-10d60s SUR/L2.37114 1920 18-16d 2-10dxlW qn iTcA AAr1A 1sgn A_1nd a tc1A SA/1A 14 A 14_1nd qns quad a14 nsn I 1A_1A 1 I_1nAx1+s" 1 MIT V13 U / HU MIU LSSU Joist BCI° Hanger Capacity t ailma Joist BCI° Hanger Capacity a h Joist BCI° Hanger Capacity i i g Ib fibs ode i t Header I Joist 4500s MIT49.5 2305 8-16d 2-10dxlh" 4500s MIU3.56/9 2305 16-16d 2-10dx1h" 4500s LSSU125 995 9-10d 7-10dx1MV SOOOs MIT4.12/9.5 2305 8-16d 2-10dx1%" 5000s MIU4.12/9 2305 16-16d 2-10dx1%" 5000s LSSU2.08 995 9-10d 7-10dxlh" 9h 6000s MIT359.5-2 2305 8-16d 2-10dx1h" 9b 6000s MIU4 75/9 2305 16-16d I 2-10dx1%" 911q6000sl LSSU135 995 9-10d 7-10dx1h" 6500s MIT39 5.2 2305 8-16d 2-10dx1%" 6500s MIU5.12/9 2305 16-16d 2-1Odx1%" 6500sl LSSUH310 1425 14-10d 7-10dOl/V 4500s MIT411.88 2305 8-16d 2-10dx1h" 4500s M/U3.56/11 2880 20-16d 2-10dxl'A 4500s LSSU125 995 9-10d 7-10dxl'r4" 5000s MIT4.12/11.88 2305 8-16d 2-10dxl'r4" 5000s MIU4.12/11 2880 20-16d 2-l0dxlW SOOOs LSSU2.06 995 9-10d 7-10dx1%" 6000s MIT3511.88.2 2305 8-16d 2-10dx1%" 11/„ 6000s MIU4.75/11 2880 20-16d 2-10dx1h" 5000s LSSUl35 995 9-10d 7-10dx1Y." 6500sM/T311.88.2 2305 8-16d 2-10dx1h" 6500s MIU5.12/11 2880 20-16d 12-10dx1%" 11/i' 60s MIT3511.88-2 2305 8-16d 2-10dx1h" 60s MIU4.75/11 2600 20-16d 2-10dx1h" 6500s LSSUH310 1475 14-10d 7-10dx1h" 90s B7.11/11.88 3800 14-16d 2-1OW14" 90s HU412-2 3275 22-16d 2-10dx1h" 60s LSSU135 995 9-10d 7-10dx1%" 4500s MIT414 2305 8-16d 2-10dxl'A" 4500s MIU3.56/14 3170 22-16d 2-10dx11 90s LSSU410 1625 14-10d 12-10dx1h' 5000s MIT4.12/14 2305 8-16d 2-10dx1A" 5000s MIU4.12/14 3170 22-16d 2-10dxlh" 4500s LSSU125 995 9-10d 7-10dxth" 6000s MIT3514-2 2305 8-16d 2-10dx1'b" 6000s MIU4.75/14 3170 22-16d 2-10dxth" 5000s LSSU2.06 995 9-1Od 7-10dx1/i' 146500sMIT314-2 2305 8-16d 2-10dxlh" 14 6500s MIU5.12/14 3170 22-16d 2-10dx1%4" 6000s LSSUIJS 995 9-1Od 7-10dxth" 60s I MIT3514-2 1 2305 8-16d 2-10dxth" 60s MIU4.75/14 2700 22-t6d 2-10dx134" 14" 1 16" 16" 60s 1 MIT4.75/16 1 2305 1 8-16d I 2-10dxlh" 1 60s 1 MIU475/16 1 2725 24-16d 2-10dx1/i' +`i t11 1+`i] For more information, 90s B7.12/16 3800 14-16d 2-10dx1h" 90s HU414.2 3780 26-16d 2-tOdxlh" call Simpson Strong -Tie e ' at1.800.999.6099 or visit their website at www. strongtio.com General Notes jutirt4 - Bold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions, contact supplier or Simpson Strong -Tie for further information THAI VPA Capacity values shown are either hanger capacity values Joist ° opacity Nai in Joist ° Capacity Ffastener (see support requirements below) or BCI• Joist end reaction ept BCI Hanger b Header Joist Depth BCI Hanger bs To Plate Rafter capacities - whichever is less 4500s THA11.81/22 1181 6-10d 2-10dx1 h" 4500s LSSU125 995 9-10d 7-10dxl/i" All capacity values are downward loads al 100%load duration. Use sloped seat hangers and beveled web stiffeners when 5000s THAl2.06/22 1181 6-10d 2-10dx1%" 5000s LSSU2.06 995 9-10d 7-10dxl/i" BCI• Joist slope exceeds ''/." per foot 9h 6000s THA13522 1393 6-10d 2-10dx1%" 9h 6000s LSSU135 995 9-10d 7-10dxl%" Leave'hi" clearance ('/." maximum) between the end of the 6500s THA1322 1393 6-10d 2-10dx1 h" 6500s LSSUH310 1425 14-1Od 7-10dxl%" supported joist and the head of the hanger. 4500s THA11.91122 1443 6-10d 2-10dx1 h" 4500s LSSU125 995 9-10d 7-10dx1%" At max design capacity shown, hangers may exceed standard deflection by'h:". 5000s THAl2.06/22 1443 6-10d 2-10dx1h" 5000s LSSU2.06 995 9-10d 7-10dxl'A" For proper installation of the VPA, the 2-10dx1'/V joist nails 6000s THAIJ522 1443 6-10d 2-10dxl'A" 6000s LSSU135 995 9-10d 7-10dx1 h" through the bend tabs must be installed at approximately a 6500s THA1322 1443 6-10d 2-10dx1%" 11V.6500s LSSUH310 1475 14-10d 7-10d,,%. 45-degree angle. 60s THA13522 1443 6-10d 2-10dx1h" 60s LSSU135 995 9-10d 7-10dx1%" Support Requirements 905 THAI422 1715 6-10d 2-10dx1h" 90s LSSU410K16255 14- 10d 12-lodxlh" Support material assumodto be Boise Cascade structural 4500s THA11.81/22 1600 6-10d 2-10dx1/i" 4500s LSSU1259-10d 7-10dx1%" composite lumbar or sawnlumber(Douglasfirorsouthem e species). 5000s THA/2.06/22 1600 5-10d 2-10dxth" 5000s LSSU2.069-10d 7-10dxi%" Minimumsupp Minimumsupportwidth for single- and double -joist top mount 6000s THA13522 1600 6-10d 2-10dxth" 6000s LSSU1359-10d 7-10dxi " hangers is3"., 14 6500s THA1322 1600 6-1Od 2-10dx1 h" 14 6500s LSSUH31014-10d 7-10dx1 h" Minimum support width for face mount hangers with 10d and 60s THA13522 1600 6-10d 2-10dx1h" 60s LSSU1359-10d 7-10dx1%" 16d nails is IW and 2", respectively. 90s THA1422 1715 6-10d 2-10dMI/V 90s LSSU41014-10d 12-10dx1%" Boise Cascade EVIP • Casten/ Spacifte, Guide • 09/04^015 Framing Connectors - USP Structural Connectors THO TFL THE SKH Joist gCl• Hanger Capacity Nailin Joist gCl• Hanger Capacity N it n Joist BCI• Hanger Capacity Nailin Depth bs Head r Joist De lh Ibs eader ois Depth bs Header o's 4500sl TH017950 993 6 10d 12 10dxl'S" 4500s THF17925 910 8 10d 2 10dxl'/P 4500s SKH1720L/R 1153 14 10d 10 10dx114" 5000sl TFL2095 993 6 10d 210dx1f!' 5000s THF20925 910 8 10d 210dx1f1' 5000s SKH2O2OLIR 1153 14 10d 1010dx114" 9 4 60005 TFL2395 1225 6 10d 2 1Odx1'/" 9h 6000s THF23925 1275 12 10d 2 10dx1ff 9b 6000s SKH232OLIR 13B4 14 10d 10 10dx1'/V 6500s TFL2595 1225 6 10d 2 1Ddx14" 6500s THF26925 1275 12 10d 2 10dx1r4" 6500s SKH2520L/R 1384 14 10d 10 10dx1r4" 4500s TH017118 1068 6 10d 2 1Odx1'W 4500sl THF17112 910 8 10d 2 10dxl'h" 4500s SKH1720LIR 1434 16 10d 10 1Odx1'/V S000: TFL20118 1068 6 10d 2 1Odx1 N' 5000sl THF20112 910 8 10d 2 1Odx11%" S000s SKH2O2OUR 1434 16 10d 10 1Odx1'N' 11%;' 6000s TFL23118 1237 6 10d (2)10dx14" 11,/„ 6000s THF23118 1300 14 10d 210d 1%" 11„ 6000s SKH2320LIR 1434 16 10d (10)10dx1 2" 6500s TFL25118 1237 (6) 10d 2 10dx1fi" 6500s}— THF26112 1300 14) 10d 2)10d6500s SKH2520UR 1434 L6 Od 10 10dx1'4" 605 TFL23118 1237 6 10d 2 10dxl'N' 60s THF23118 1300 14 10d 2 10d60s SKH2320LIR 1434 16 10d (10 10) dxlh„ 90s TH035118 1589 10 10d 210dx1'4" OS THF35112 1612 1 Od 2110d90s SKH41OLIR 1900 16 16d 10 16d 4500sl TFL1714 1325 6 10d 2 1Odxl'A" 4500s1 THF17140 1075 02 10d (2) 1Odx1'/" 4500s SKH1724L/R 1562 116) 10d (1100 10dx1h' 5000sl TFL2014 1081 1 (6) 10d (2)10dx1W' 5000s THF20140 1081 12 10d 2 10dx1Y:" 5000s SKH2O24LIR 1562 i16)10d 1( 0110dx1/2" 6000s TFL2314 1262 6 10d (2 10dx154" 6000s THF23140 1350 18 10d 2 1Odx1N6DOOs SKH2324LIR 1562 16 10d (10)1Odx111V 14 6500s TFL2514 1262 (6 10d 2 10dxl', 14 6500s THF26140 1350 18 10d 2 1Odx1 A' 14"6500s SKH2524UR 1562 16 10d 10 1Odx116" 60s TFL_2314 1262 6 10d 210dx1%x" 60s THF23140 1350 18 10d 210dxl'/2" 60s SKH2324LIR 1562 16 10d 1010dx1'/2"' 90s TH035140 1625 12 10d 2 10dx1X" 90s THF35140 1650 20)10d 2 10) dx1;S' 90s I SKH414LIR 2050 (22)16d 10 16d 4500s TFL1716 1081 6 10d (?)10dxl'A- 4500s T1F17157 1475 24 lOd 2 tOdxlW' 4500s SKH1724LIR 1690 16)10d 10 10dx1'/2" 5000s TFL2016 1087 6 10d 2 10dxl'/V 5000s THF20157 1465 24 10d 2 10dx1%" 5000s SKH2024LIR 1562 16 10d 10 10dxl'/V 6000s TFL2316 1268 6 10d 2 10dx1%x" „ 6000s THF23160 1362 22 10d (10dx1h" 6000s SKH2324LIR 1690 16 10d (10)10dx1 4" 16 6500s TFL2516 1268 6 10d 2 10dx1 4" 16 6500s1 THF26160 1362 22 10d 2 10dx1/," 16 6500s SKH2524UR 1690 16 10d (10 10dx1/ 605 TFL2316 1268 j6 10d 2 10dx1fi" 60s THF23160 1362 (22 10d 2)10dxl'/ 60s SKH2324LIR 1690 16) 10d (10)10dxl'A" 90s TH035160 1660 12 10d 2 10dX-1-16 90s THF35157 1687 22 10d 2 10dz1 f." 90s SKH414L/R 2250 22 16d 10 16d D. D. THO Double BPH THE Double HD LSSH Joist BCI• Hanger Capacity I whoo Joist BCI• Hanger Capacity aili Joist BCI• Hanger Capacity a in JoistHeader Joist 4500s TH035950 2050 10) 10d 2 10dxl''/V 4500s THF35925 1370 12 10d 2 10dxl''A" 45QQ1 10 t0 7 10 xlW 5000s TH020950.2 2330 10 16d 6 10d 5000s THF20925-2 1390 (12 10d 6 10d 9,A, 0 0 0 7 "' 9 4 6000s TH023950-2 2825 10 16d 6 10d 9 6000s THF23925. 2 1625 14 10d 6 10d 60005 SSH23 1140 10 d 7 10d"' 6500s TH025950-1 2825 10 16d 6 10d 6500s THF25925.2 1390 12 10d 6 10d 6500s LSS 25 1412 10 10d 7 10dx1%," 4500s TH035118 2050 10 10d 2 10dx1h" 45005 THF35112 1825 16 10d 2 10dxth" 4 LH20 1140 10 10d 7 10dx1"' 1140 10 10d 7 10dx1/V 5000s TH020118-2 2330 10 16d 6 10d 5000s THF20112-2 1855 16 10d 6 10d 61140 10 10d 7 IOWA'I1W, 6000s TH023118- 2 2925 LIOE16d Ll6d 6 1Od '"6000s THF23118-2 1855 16 10d 6 10d 6 40 10 QA 7 Od '" 6500s TH025118.2 2925 6 10d 6500s THF25118-2 1855 16 10d 6 10d 60 4 1460s TH023118.2 3212d (6)10 60s THF23118-2 1855 16 10d 6 10d 90s 192Q 14 6d 1 10d' " 90s BPH71118 3455 10 16d 6 10d 90s HD7120 2255 16 16d 6 10d 4 0 s 9 0 0 7 0 ' ' 4500s TH035140 2315 12 10cl 2 tOdx1'/1' 4500s THF35140 2320 16 10d 2 10dx1%i' 6000s L 2 1140 10 10d 7 10dx1'/i' SOOOs TH020140-2 2330 10 16d 6 10d SOOOs THF20140-1 2320 20 10d L 10d 14' 6500s L 23 1675 10 1Od 7 1Oclxl2 6000s TH023140-2 3350 12 16d 6 10d 6000s THF23140-2 2540 20 10d 6 10d 60s L 6d H23 1140 1411210d1M." 14 6500s TH025140-2 3350 12)_16d 6 10d 14,. 6500s THF25140-2 2500 20 10d 6 10d 905 LSSH35 1920 14 16d 12 10dx1'' 60s TH023140-2 3535 12 16d 6 10d 60s THF23140-2 2540 20 10d 6 10d 4500 0 0 10d 7 tOdx1"' 90s BPH7114 3455 10 16d 6 10d 90s HD7140 2820 20 16d 8 10d 10 10 4500s TH035160 2359 12 10d 2 10dxl'fi" 4500s THF17157-2 2425 22 10d 2 10dxI1W 16" 0 0 L 4 d 1 5000s TH020180-2a35355 16d 6 10d 5000s _ 0 s 10 1 "' ijo_ 60s L SH 3 1 0 1-4 1 10d 1' " 16" 6000s TH023160-2 16d 6 10d 16., 6000s THF23160.2 3050 24 10d 6 10d 660ss TH023f60-26) 10d 16d 6 tOd 660s THF2311 0 2 3050 24 10d (6 10d 'USP For more information, 16d 6 10d 90s HI7160 3385 24 16d 8 1Od STRUCTURAL contact Adjustable Height Jo,ist Ranger Variabl Pitch Joist Connector V CONNECTORS' USP Structural Connectors me^°µ--A at 1-800-328-6934 or PTMP General Notes w, w. uspconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or MSH support conditions contact supplier or USP Structural Joist BCI• Hanger R1431 Na tin Joist BCI• Hanger Capacity Fa tener Connectors for further information. D t cider o' st Death Ibs To Plate Rafter Capacity values shown are either hanger capacity values 4500s - 4500s TMP175 112 6 1Od 4 10dx1' " (see support requirements below) or BCI• Joist end 9-. 5000s - 9h„ 5000s TMP21 1125 6 10d 41WOW' reaction capacities— whichever is less. 6000s 6000s TMP23 1375 6j 10d 4 10dz1' " All capacity values are downward loads at 100% load 6500s SSOOs TMP25 1375 6 1_Od 4110dxV%" duration. 4500s 4500s TMP175 1150 6 10d 4 1) 0dxl Use sloped seat hangers and beveled web stiffeners when SOOOs - SOOOs TMP21 1290 6LOd (4)10dx1' " BCI• Joist slope exceeds '/." per foot. 6000s 3126 10d 410dxlh' 11 ,. 6000s TMP23 1425 s)10d 4 10dx1 f." Leave'hd' clearance ('/i' maximum) between the end of 6500s M 22 1431610d41d1' " 6500s TMP 5 1425 6 10d 4 10dx1' " the supported )oast and the head of the hanger 60s 2322 1431 610d410dx1' " 60s TMP23 1425 6 10d 4 10dx1 4" 90s • MSH422 1862 6 10d (6)10d 90s I TMP4 1800 (61 10d 4 10dx1 f," For BCI• Joist applications, consult USP for capacity 4500s MSH1722 1550 6 10d 410dx1' " 4500s TMP175 1150 6 10d 4)10dx1' " reduction 5000s 5000s TMP21 1290 6 10d 4 10dx1'/6° Support Requirements 14" 6000s MSHT322 1550 6)_10d 4)10dx1 4" t4„ 6000s TMP23 1525 6 10d 4j 1Odx1Y- _ Support material assumed to be Boise Cascade 6500s M H322 1550610d410dxl'/2" 6500s TMP25 1525 6) 1Od 4)10dx1IN' Support material to be BoiseCascade lumber 80s 2 550 610d410dxl'/," 60S TMP23 1525 6 10d 4)10dx11 V t r u t ural c or sosite umier or sawn). 90s 90s TMP4 18$ 6 10d 410dxl'/' 4500s MSH1722 1668 6 10d 4 10dx1' " 14500s TMP175 1150 (61 10d 4 10dx1' " Minimum support width for single- and double -joist top 5000s 5000s TMP21 1290 6 10d 4 10dx1' " mount hangers is 3" (11/2' for THO hangers). 16" 6000s MSH2322 1668 6 10d j4)10dx1' 4" 16.. 6000s TMP23 1550 6 10d 4 10dx1y;' Minimum support width for face mount hangers with 10d 6500s ' MSH322 668 6 10d 4 10dxl''h 6500s TMP25 1550 6 tOd 4 10dxl' " and 16d nails is 1'W and 2", respectively. 60s M 23 2 1712 6 10d 410dx1%," 60s TMP23 1550 6 tOd 4 10dx1f." 90s 90s TMP4 1900 6 10 Bo.Se CasCdde LWP - Easierri 502Clfler Gwae • 08/04/201zi 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 atwww.bc.com/inst1l. Boise Cascade Engineered Wood Products j throughout North America can now be ordered FSCO Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEEDO points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes and LEED for New Construction. Boise Cascade' 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. i 7"F Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI® Joist, VERSA-LAMO, and ALLJOISTI products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. If in doubt, ask! n For the closest Boise Cascade EWP _ distributor/support center, call 1-800-232-07881 t BOISE CASCADE, TREE -IN -A- CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates Your Dealer is: If no dealer is listed, call 1-800-232-0788 For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers. visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Great products are only the beginning!, Copyright C Boise Cascade Wood Products, L.L.C. 1014 ESG 0810412015 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: 1113149 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. a a, F 3361 -4115CustomerInfo: Starlight Project Name: Lot 147 Wyndham Preserve Model: 226 Wage Ian Lot/Block: 147 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 21 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 Date No. Seal# Truss Name Date 11 1 T11477446 1 Al 6/28/17 118 1 T11477463 EN2 6/28/17 12 I T11477447 I A2 1 6/28/17 119 1 T11477464 1 HJ7 1 6/28/17 13 1 T11477448 1 A3 1 6/28/17 120 1 T11477465 1 V3 1 6/28/17 14 I T11477449 I A4 1 6/28/17 121 I T11477466 I V5 1 6/28/17 15 1 T11477450 1 A5 1 6/28/17 16 1 T11477451 1 A6 1 6/28/17 17 1 T11477452 1 A7G 1 6/28/17 18 1T11477453 1 Ell GE 1 6/28/17 19 1 T11477454 J B2 1 6/28/17 110 1 T11477455 1 B3 1 6/28/17 11 I T11477456 1 B4 1 6/28/17 112 1 T11477457 1 CJ1 1 6/28/17 113 1 T11477458 1 CJ3 1 6/ 28/17 114 1 T11477459 1 CJ5 1 6/28/ 17 115 1 T11477460 1 EJ7 1 6/28/17 116 1 T11477461 1 EJ7G 1 6/28/17 117 J T114774621 EN 1 G E 1 6/28/ 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek' s customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building des gn per ANSI/TPI 1, Chapter 2 a 1 7 - 2 6 5 6 0 68182 00. TATE OF : 1 0Ft10P N % ONALE?.%% 11111,` Joaquin Vele E No. 68182 MITek U In . FL Cert 6634 6904 Pa t Blvd. Tampa FL 33610 Date: June 28,2017 Velez, Joaquin 1 of 1 Job Truss Truss Type city Ply T11477446 1113149 A1G Hip Girder 1 1 Job Reference (optional) Builder's First Source, Groveland, FL 34736 7 640 s Apr 19 2016 MiTek Industries, Inc- Wed Jun 28 08 04 23 2017 Page 1 t I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-DYo22147UCTIN Er_YL? K6mY64J2MzeTyCKf UOVz 1 q Is r-1-0-0 3-9-14 7-0-0 11-8-9 16.3-7 21-0-0 24-2-2 28-0-0 29 r1-0-0 3-9-14 3-2-2 4-0-9 4-6-13 4-.41 3-2-2 3-9-14 Scale = 1.50.1 5x8 = 2x4 11 3x8 = 4x6 = 5.00 F12 4 24 25 5 26 27 28 6 29 30 7 2 1 9 101.7 o _ o 17 16 31 32 15 33 14 34 13 35 36 12 11 4x6 = 20 I 30 = 3x8 = 4x10 MT20HS = 20 II 3x8 = 2x4 it 4x6 = 3x4 i 3 3x4 8 3-9-74 7-0-0 11-8-9 16-3-7 21-0-0 24-2-2 28-0-0 3-9-14 3-2-2 4-8-9 4-6.13 4-8-9 3-2-2 3-9-14 Plate Offsets (X,Y)-- f4:0-5-120-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.38 13-15 >877 240 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.68 13-15 >497 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight, 141 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 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 No.3 REACTIONS. (lb/size) 2=1906/0-3-8, 9=1906/0-3-8 Max Horz 2=78(LC 8) Max Uplift2=-899(LC 8), 9=-899(LC 9) FORCES. (Ib) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3910/1813, 3-4=-3937/1853, 4-24=-4676/2246, 24-25=-4676/2246, 5-25=-4676/2246, 5-26=-4676/2246, 26-27=-4676/2246, 27-28=-4676/2246, 6-28=-4676/2246, 6-29=-3676/1762, 29-30=-3676/1762, 7-30=-3676/1762, 7-8=-3937/1852, 8-9=-3908/1816 BOT CHORD 2-17=-1664/3547, 16-17=-1664/3547, 16-31 =-1 649/3644, 31-32=-1649/3644, 15-32=-1649/3644, 15-33=-2128/4676, 14-33=-2128/4676, 14-34=-2128/4676, 13-34=-2128/4676, 13-35=-2128/4676, 35-36=-2128/4676, 12-36— 2128/4676, 11-12=-1589/3544, 9-11— 1589/3544 WEBS 3-16=-204/280, 4-16=-99/500, 4-15=-602/1264, 5-15=-472/411, 6-13=0/332, 6-12— 1236/593, 7-12=-379/1093, 8-12=-205/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VLIIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft, 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 grip DOL=1.60 3) Provide adequate drainage to prevent water ponding' 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 899 lb uplift at joint 2 and 899 lb uplift at joint 9. 6) "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) 174 Ib down and 214 lb up at 7-0-0, 87 lb down and 122 lb up at 9-0-12, 87 lb down and 122 lb up at 11-0-12, 87 lb down and 121 lb up at 13-0-12, 87 lb down and 121 lb up at 14-11-4, 87 lb down and 122 lb up at 16-11-4, and 87 lb down and 122 lb up at 18-11-4, and 174 lb down and 214 lb up at 21-0-0 on top chord, and 306 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 306lb down and 137 lb up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). btanciara WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10N3/2015 BEFORE USE. Design valld for use only with Milek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system Before use. the building designer must verity the applicability of design pararneters and properly Incorporate this design Into Ito overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always rec idred for s1ablllty and 10 prevent collapse with possible personal Injury arKi property damage. For general guidance regarding the foblcatlon, storage, delivery, erection and bracing of trusses and IRISS systems, w..eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Wale Institute. 218 N Lee Street, Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ryPly T11477446 1113149 A1G Hip Girder 1 1 Job Reference (optional) umiaers rust source, Uroveiana, FL 34r3ti f 640 S Apr 19 2U16 MI I ek Industries, Inc. Wea Jun 2H 08 04 23 2011 Page 2 I D:75SJ eCO6yO W 2itGVrSnBLly96Pw-DYo22147UCTfN Er_ YL9K6mY64J2MzeTyCK1UOVz 1 qls LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 18-21=-20 Concentrated Loads (lb) Vert: 4=-127(F) 7— 127(F) 16=-306(F) 12=-306(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 - Vrrrlfy deslyn p4rurielen and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mal-7473 mv. 1110312015 BEFORE USE. Design valid for use only with Mllek® connectors This design IS based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, flue building designer must verity the applicability of design parainetois and properly Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of IrxiNkival truss web and/or chord rnembeis only. Additional temporary and pennanenl txacing MiTek' is always required for slabilllly and to prevent collapse wtih possible persor" Injury and properly damage. For general guidance regarding the fab ilcollorl, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iPI I Quality Criteria, DSS-09 and SCSI building Component 6904 Parke East Blvd Safety Information available from lruss Plate Insfllule, 218 N. Lee Slieel, Suite 312. Alexandria, VA 22314 Tampa, FL 33610 1113149 I A2 I Hip 1 1 1 1 1 T11477447 Job Reference (opttonajL er's First Source, Groveland, FL 34736 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 24 2017 Pe I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-ikMOGN 51E W bW_NQA62W Zfz4OHjQAICf 6R_ P i-1-0-0 4-9-14 9-0-0 14-0-0 19-0-0 23-2.2 28-0-0 11-0-0 4-9-14 4-2-2 5-0-0 5.0-0 4-2-2 4-9-14 3x6 = 4x6 = 3x4 = 5 4x6 = 12 10 3x8 = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 70 Lumber DOL 1 25 BC 0.88 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 3x8 = Scale — 1 50 1 3x6 = DEFL. in (loc) 1/defl L/d PLATES GRIP Vert(LL) 0.1910-12 999 240 MT20 244/190 Vert(TL) 0.5510-12 609 180 Horz(TL) 010 8 n/a n/a Weight: 131 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. REACTIONS. (lb/size) 2=1090/0-3-8, 8=1090/0-3-8 Max Horz2=98(LC 10) Max Uplift2=-455(LC 10), 8=-455(LC 11) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2081/874, 3-4=-1812/707, 4-5=-1647/686, 5-6=-1647/686, 6-7=-1812/707, 7-8=-2081 /876 BOT CHORD 2-12=-817/1877, 11-12=-697/1837, 10-11=-697/1837, 8-10=-721/1877 WEBS 3-12= 275/291, 4-12=-114/442, 5-12=-338/250, 5-10=-338/250, 6-10=-114/442, 7-10=-275/293 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 455 lb uplift at joint 2 and 455 lb uplift at joint 8 7) "Semi -rigid pitchbreaks including, heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design panmetem and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MLF7473 nev. M03,201S BEFORE USE R Design valld rot use only with Mllek® connectors This design Is based only upon poramelets shown. and Is for an Indivickial holding component, not p` a truss system. Before use. the building designer must verity tho appllcabllily of design parameters and properly Incorl>orate this design Into the overall building design Bracing Indicated Is to lxeveni buckling of Individual truss web and/or chord members oNy. Additional temporary and permanent bracing Welk' Is always recµdred for stability and to prevent collapse wtih possible personal injury and rxapetty damage. For general guidance regarding the fabrk;albn, storage, delivery, erection and bracing of trusses and tntss systems, seeANSI/TPII Quality Cdteirla, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312, Nexan dda VA 22314 Tantpa, FL 33610 , Job Truss Truss Type Qty Ply T11477448 1113149 ' A3 Hip 2 1 Job Reference (optional) Builder's First Source, Groveland FL. 34736 I 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 25 2017 Page 1 I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-AwwoTl6N?pl McX?Mfm 1 oBBdWc6rq Re6Fge8aSNz 1 qlq 1-0-0, 5-9-14 11-0.0 17-M 22-2-2 28-0-0 29-0-0 t-0-0 5-9-14 5-2-2 6-0-0 5-2-2 5-8-14 qt 0 3x4 = 5x8 = 20 4x6 = 13 12 10 9 2x4 11 3x4 = 3x4 = 3x8 = 2x4 II Scale = 1.50.1 3x4 = Idl 6 5-9-14 5-2-2 6-0-0 5-2-2 5-9-14 Plate Offsets (X,Y)-- f2:0-1-10 0 0-OI,f4 0-5-12 0-2-8 f7:0-1-10,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.12 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.26 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 136 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 2=1090/0-3-8, 7=1090/0-3-8 Max Harz 2=-1 18(LC 11) Max Uplift2=-452(LC 10), 7=-452(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2074/785, 3-4=-1630/615, 4-20=-1464/615, 5-20=-1464/615, 5-6=-1631/616, 6-7=-2074/788 BOT CHORD 2-13=-743/1863, 12-13=-743/1863, 11-12= 466/1463, 10-11=-466/1463, 9-10_ 628/1863, 7-9=-628/1863 WEBS 3-12=-459/308, 4-12=-76/364, 5-10=-66/365, 6-10=-459/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=5.Opsf, h=15fh Cat. II, Exp C; Encl., GCpl=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 & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 2 and 452 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE 11,1II-7473 rev. laV3/2015 BEFORE USE. Design valld (or use only vAt) MBekO connectors. IMs design Is based only upon parameters shown, and is for an Indlvldral building component, not a truss system Before use. the building designer must verity The appllcabOlty of design parameters and properly klcoq orate this design Into the overall txAcling design. Bracing Indicated is to prevent buckllrlg of Individual truss web and/or chord members only Additional Temporary and permanent bracing MiTek' Is always required for stablllly and to p(evenl collapse with possible personal Injury and property darnage For general gukknce tegardlrlg the fabrication, storage, delivery, erection and Lxacing of misses and truss systems, seeANSI/TPI I Quality Crlterla, DSB-a9 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty ply T11477449 1113149 ' A4 Hip 2 i Job Reference (optional) Builder's First Source, ' Groveland, FL. 34736 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 25 2017 Page 1 I D:75SJeCQ8yQ W 2itG Vr5nBL Iy96Pw-AwwoTl6N?pIMcX?Mfm 1 oBBdXl6r P RZaFge8aSNz 1 q Iq 1-0-0 6-9-14 13-" 15-0-0 21-2-2 28-0-0 6-9-14 6-2-2 2-0-0 6-2-2 6-9-14 1 0 4x6 = 4x6 = 20 3x4 i 13 .- 11 10 9 2x4 II 3x4 = 3x4 = 2x4 II 3x4 3x4 = i 6-9-14 13-0-0 15 -0-0 21-2-2 28-0-0 6-9-14 6-2-2 2-0-0 6-2-2 6-9-14 Scale - 1:50 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.17 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 056 Vert(TL) -0.32 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 133lb FT=0%6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 7=1090/0-3-8 Max Horz 2=137(LC 10) Max Uplift2=-449(LC 10), 7— 449(LC 11) FORCES. (lb) - Max. Comp /Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-2034/759, 3-4=-1453/540, 4-20=-1284/538, 5-20=-1284/538, 5-6=-1453/539, 6-7=-2034/761 BOT CHORD 2-13=-728/1820, 12-13=-728/1820, 11-12=-728/1820, 10-11=-352/1284, 9-10=-593/1820, 7-9=-593/1820 WEBS 3-13=0/253, 3-11=-645/414, 4-11=-103/336, 5-10=-103/336, 6-10=-645/416, 6-9=0/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces R MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 449 lb uplift at joint 2 and 449 lb uplift at joint 7 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII.7473 rev. 16D3r2015 BEFORE USE. Design valid for use only wlrh MllekO connectors lnls design Is based only upon parameters shown. and Is for an Individual LxrNdlng component nor BetatrusssystemBeforeuse, the building designer must verily the appllcutAity of design paramelois and properly Incorporate this design Into tho overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to rxevent collapse with possrbie personal krlury and property damage. For general guklarce regarding tt>e fabricatkxt storage, delivery, erection and bracing of muses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314 Tampa. FL 33610 Job Truss russ ype Ply11477450I71. 13149 , ASCommon 1 Job Reference (optional) T Builder's First Source. ' Groveland, FL 34736 , 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 26 2017 Page 1 I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-e7UAh36Om7rDEhaYDTZ1 k09hLW 7yA5YOul u8?qz 1 qlp 1-0-07-3-14 14-" 20.8-2 28-0-0 29-0-0 r1- 0-0 7-3.14 6-8-2 6-8-2 7-3-14 1-0-0 1 0 4x6 = 500 F12 Scale = 1 49 3 3x4 = 3x4 = 3x4 = 3x6 = 3x6 = to 09- 6-10 8-10-13 9-6-10 ' Plate Offsets (X,Y)-- 2:0-0-10Edgel, (8.0-0-10,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.25 10-12 >999 240 MT20 244/190 TCDL 7. 0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0 50 10-12 >675 180 BCLL 0. 0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.08 8 n/a n/a BCDL 100 Code FBC2014fTP12007 Matrix-M) Weight: 122 lb FT = 046 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/ size) 2=1090/0-3-8, 8=1090/0-3-8 Max Horz 2=147(LC 10) Max Uplift2=- 448(LC 10), 8=-448(LC 11) FORCES. (lb) - Max Comp /Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1967/764, 3-4=-1737/669, 4-5=-1661/689, 5-6=-1661/690, 6-7= 1737/670, 7-8=- 1967/765 BOT CHORD 2-12=-738/1755, 11-12=-340/1176, 11-19=-340/1176, 19-20=-340/1176, 10-20=-340/1176, 8-10=- 592/1755 r WEBS 5- 10=-273/607, 7-10=-380/384, 5-12=-273/607, 3-12=-380/384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C, Encl., GCpl=O 18, MW FRS ( 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 & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2 and 448 lb uplift at joint 8. 6) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 0 WARNING - Verify design parnmafers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. IOM32015 BEFORE USE R Design valld for use only with Mllek®connecfois This design Is based only upon parameters shown, and Is for an Individual building component, nor p` a truss system. Botoie use, the building designer must verify Iho, alopllcablilty of design paiamelers and properly Incorporate this design Into The overall tuNding design. Bracing Indicated Is to revent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing M iTek' is always required for stability and to prevent collapse wllh russlble personal Injury and property darnage For general guldarice regardlril the fabrkafkxt storage- delivery, erection and bracing of trusses and truss systems, seeANSI/TPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd r: Safety Information available frorn Truss Plate Institate. 218 N. Lee Street, Sulte 3 1 Z Alexandria VA 22314. Tampa, FL 33610 JobTruss runs Type Oty Ply Ti 1477451 1113149 , A6 Roof Special 1 1 Job Reference (optional) Builder's First Source, Groveland, FL 34736 7 640 s Apr 19 2016 MiTek Industries. Inc Wed Jun 28 08 04 27 2017 Page 1 I D:75SJeCQ8yO W 2itGVr5nBLly96Pw-6J2YuP7eXRz4rr9lnB4GHcilywT3v V W 7ydhXGz 1 qlo 1 1.0-0 5-5-14 10-4-0 11-8-0 19-0.0 23-2-2 28-0-0 ,29-0•q 1-0-0 5-5-14 4.10-2 1-0 7-4-0 4-2-2 4-9-14 1-0-0 4x6 = 5x12 = 4x6 = Scale = 1:51.0 IT7 0 12 10 3x4 3x4 3x6 = 3x4 3x8 = 3x6 = r 6-1-14 11-8-0 19-0-0 28-0-0 6-1-14 5-6-2 7-4-0 9-0-0 Plate Offsets (X,Y)-- 2:0-3-00-1-8 8:0-3-0Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.15 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 074 Vert(TL) -0.33 10-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 136 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-5 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1089/0-3-8, 8=1091/0-3-8 Max Horz 2=111(LC 10) Max Uplift2=-406(LC 10), 8=-489(LC 11) FORCES. (Ib) - Max Comp /Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2081/729, 3-4=-2003/763, 4-5=-2042/904, 5-6=-1646/774, 6-7=-1808/786, 7-8=-2055/954 BOT CHORD 2-13=-655/1871, 12-13= 409/1497, 11-12= 552/1827, 10-11=-552/1827, 8-10=-790/1852 WEBS 3-13=-248/264, 4-13=-268/467, 4-12=-565/1134, 5-12=-942/592, 6-1 0=-35/41 1, 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 Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 406 lb uplift at joint 2 and 489 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 101,1232015 BEFORE USE. Design valid for use only with MITekO connectors This design Is based only upon parameters shown, and Is for an Individual building componeni, not a truss system. Before use, the building designer must verity the arrAlcoblllly of design parameters and Ixoperly Incorporate this design Into the overall building design &acing Indicated Is to prevent Ixickllng of Individual truss web and/or chord members only Additional lempoiary and permanent bracing MiTek' It always required far stabiitty and io rxevent coilgxe wllh possitAe personal Nihiry cin d property carnage For general guldance regarding the fabilcallon• storage- delivery, erection and bracing of trusses and truss systems, soeANSI/TPI I Quality Criteria, DSB-89 and 6CSI building Component 6904 Parke East Blvd Safety Information avalc"e from Truss Plate Institute- 218 N. Lee Street, Sulle 312, Alexcinci a, VA 22314. Tampa, FL 33610 , Job Truss Truss ype ry ly T11477452 1113149 A7G Roof Special Girder 1 1 Job Reference (optional) Builder's First Source, Groveland, FL 34736 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 28 2017 Page 1 I D:75SJeCO8y0 W 2itGVr5nBLly96 Pw-aVbx518G1 k5xT9kxLubVppFz3KnoesGhMcN E3iz 1 q In 1-0-0, 5-5.14 10-4-0 13-8-0 17-4-0 21-0-0 24-2-2 28-0-0 29.00 10-05-5-14 4-10-2 3-4-0 3.8-0 3-8-0 3-2-2 3-9-14 1-0-0 4x6 = 17 16- 14 13 12 11 4x6 = 2x4 II 5x8 = 6x8 = 2x4 11 3x8 = 10x12 = 2x4 II i 5-5-14 10-4-0 1317-4-0 21-0-0 24 Scale = 1 51 0 5x8 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.35 13-14 949 240 MT20 244/190 TCDL 7. 0 Lumber DOL 1.25 BC 0.83 Vert(TL) 0.65 13-14 519 180 BCLL 0. 0 Rep Stress Incr NO W B 079 Horz(TL) 0.14 9 n/a n/a BCDL 10. 0 Code FBC2014/TP12007 Matrix-M) Weight: 165lb FT= 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP N0.2 *Except* 9-15: 2x6 SP M 26 WEBS 2x4 SP No 3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc purlins. BOT CHORD Rigid telling directly applied or 5-5-4 oc bracing. WEBS 1 Row at micipt 5-16 REACTIONS. (lb/ size) 2=1565/0-3-8, 9=2478/0-3-8 Max Horz 2=111(LC 8) Max Uplift2=- 631(LC 8), 9=-1131(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-3516/1351, 3-4=-3040/1279, 4-5=-3005/1265, 5-6=-5199/2342, 6-7=-5199/2342, 7-8=- 5692/2579, 8-9=-5868/2640 BOT CHORD 2-17=-1264/3219, 16-17=-1264/3219, 15-16=-1889/4732, 14-15=-1889/4732, 13-14=- 1887/4733, 12-13=-2277/5334, 11-12=-2360/5395, 9-11=-2360/5395 WEBS 3- 16— 520/344, 4-16_ 837/2059, 5-16=-2608/1240, 5-13= 449/712, 7-13=-503/598, 7-12=- 903/2065 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=5 Opsf; h=15ft, Cat. II, Exp C; Encl., GCpi=0.18; MW FRS ( envelope) automatic zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding.' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 631 lb uplift at joint 2 and 1131 lb uplift at joint 9. 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) 97lb down and 92 lb up at 21-0-0 on top chord, and 1558 lb down and 714 lb up at 20-9-8, and 265 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: 1- 4_ 54, 4-5= 54, 5-7= 54, 7-10=-54, 2-9_ 20 Q WARNING- Vedfy design Perimeters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. I&MV2015 BEFORE USE. Design valld for use only with MI lek®conrlectors. lnls design Is based only upon parameters shown. and Is for an individual building component, not a truss system Before use, the building designer musl verity Ore u"Aicabllity of design pararnelers and property Incorpoiate this design Into ire overall building design & acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary end permanent b tactng MiTek' is alwaystectuiredforslabllttyandtoprevenlcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance tegaxdirng the fatxk:alion, storage- delivery, erection and bracing of tenses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss ['fate Institute. 218 N. Lee Street. Suite 312. Alexandda- VA 22314 Tampa, FL 33610 Job runs Truss Type Oiy- Ply T17477452 1113149 • r A7G Roof Special Girder 7 1 Job Referencejopuonaq Builder's First Source, Groveland, FL 34736 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-40(B) 12=-1823(B) 7 640 s Apr 19 2016 MiTek Industries, Inc. Wed Jun 28 08 04 28 2017 Page 2 I D:75SJeCQByQ W 21tG Vr5nBLlyg6Pw-aVbx518G I k5xT?kxLubVppFz3KnoesGhMcN E3iz 1 ql n 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev, 142103V1015 BEFORE USE R Design valid for use only with Mllek® connectors. This design Is based only upon parameters shown, and Is for an in dlvldual building component. not q` a truss system. Before use. the building designer must verify the applicability of design paraineters and properly Incorporate this design Into the overall building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for slablilty and to prevent collars wilh possible personal Injury and property carnage. For general gtAdance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Cr la, DSB-89 and BCSI Building Component 6904 Pmke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tempe, FL 33610 Job Truss Truss Type Oty Ply T11477453 1113149 . B1 GE Common Supported Gable 1 1 Job Reference (optional) Builder's First Source, Groveland, FL 34736 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 29 2017 Page 1 I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-219JJ59u32Do59J 7ub6kM 1 nH FkKONVB rbG6oc8z 1 q Im 1.0.0 10-4-0 20-8-0 1 _0 10-4-0 10-4-0 Scale = 137.0 4x6 = I'7 a 3x4 = 22 2120 19 18 17 16 15 14 13 3x4 = 3x4 = I LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.08 Vert(LL) 0.00 1 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 004 Horz(TL) 0.00 12 n/a rl/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 96 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-8-0. Ib) - Max Horz 2=120(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 12, 2, 18, 19, 21, 22, 16, 15, 14 except 13=-115(LC 11) Max Grav All reactions 250 lb or less at joint(s) 12, 2, 17, 18, 19, 21, 22, 16, 15, 14, 13 FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psF BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 2, 18, 19, 21, 22, 16, 15, 14 except (jt=lb) 13=115. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12, 2 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily deslyn p4nme1e18 and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE MX7473 rev. 1 dD32015 BEFORE USE. Design valid for use only with Mllek®conneclors. 1Ns design Is based only upon paameters shown, and Is for an Individual building component, not R p` a Truss system Beforo use, the building designer must verify The applicability of design parameters and properly Incogxaale this design Into the overall cling design. &achg Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary aid permanent bracing WOW Is always required for stablllty and to prevenl collapse w11h possible personal Injury and property damage For general guddance regarding the fab locitim storage. delivery, erection arid bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Street, Sulte 312, Alexandria VA 22314. Tampa, FL 33610 Truss russ Type ty Ply T11477454 13149 , ob B2 Common 1 1 Job Reference (optional) Builder's First Source, Groveland, FL 34736 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 29 2017 Page 1 I D:75SJeCQ8yQW 2itGVr5nBLIy96Pw-2i9JJ59u32Do59J7ub6kM 1 nEBkDzNTCrbG6oc8z 1 q Im 1-0-0 5-5-14 10-4-0 15-2-2 20-8-0 1-0-0 5-5-14 4.10-2 4-10-2 5-5-14 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = Scale = 1 35 6 30 = to 7-1-4 6-5-7 7-1-4 Plate Offsets (X,Y)-- 2:0-1-6,Edgej, (6:0-1-6,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.07 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0 17 7-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.17 Horz(TL) 004 6 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix-M) Weight: 89 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or a-0-12 oc bracing WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=764/Mechanical, 2=819/0-3-8 Max Horz2=120(LC 10) Max Uplift6=-302(LC 11), 2=-341(LC 10) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) 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=-255/86117-8=-255/861, 6-7=-439/1270 WEBS 4-7=-198/437, 5-7=-273/278, 4-9=-195/434, 3-9= 272/276 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; BCDL=5.0psF h=15ft; Cat. II; Exp C; Encl , GCpi=O 18; MWFRS ( envelope) automatic zone and C-C Intedor(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L=1 60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=302, 2= 341. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MR-7473 rev. 10/032015 BEFORE USE. Design valid for use only with Milek® connectors. iNs design Is based only upon parameters shown, and Is lot an individual building component, not a truss system Belore use, the building designer must verity the aptAicatAlty, of design paamoters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent tackling of Individual truss web and/or chord members only. Additional temporary and permanent tracing MOW Is always tectiAted for stability and to prevent collapse wllh possWo personal InJury afld property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available front Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tempe, FL 33610 Job Truss Truss Type Qly Ply T11477455 1113149 B3 Common 1 1 Job Reference (optional) Builder's First Source, Grovelend, FL 34736 7 640 s Apr 19 2016 MTek Industries. Inc Wed Jun 28 08 04 30 2017 Pege 1 I D.75SJ eCQ8yQ W 2ilG Vr5nBL I y96Pw-W u1h W QAW gMLf it tKSJdzuEKPx7ZC6wS_pws L8bz 1 q I I 1-0-0 5-5-14 10-4-0 15-2-2 20-" 1-0-0 5-5-14 4-10-2 4-10-2 5-5-14 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = Scale = 135.6 3x4 = to 714 657 71-4 Plate Offsets (X,Y)-- 2:0-1-6,Edgel.l6:0-1-6,Ec1ge1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 0.27 Vert(LL) 0.07 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.17 7-9 >999 180 BCLL 00 ' Rep Stress Incr YES WB 0.17 Horz(TL) 004 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 89 lb FT = 090 LUMBER- 1 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. 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/Mechanical, 2=819/0-3-8 Max Horz 2=120(LC 10) Max Upllft6=-302(LC 11), 2=-341(LC 10) FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (lb) 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=-273/278, 4-9=-195/434, 3-9=-272/276 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; BCDL=5 Opsf; h=15ft, Cat II; Exp C; Encl , GCpi=O 18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=302, 2=341. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily design peremefers end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 11110312015BEFOREUSE Design valid for use only with MI1ek8 connectors. This design Is based only upon parameters shown, and Is for an Individual [wilding component. nol a truss system Before use, The building designer must verify the arAAlcc"lty of design parameters and property Incorporate this design Into The overall twllcling design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' - Is always required fastabilityandtopreventcollapsewithpossiblepersonalk1Ayyandpropertydamage. For general guidance regarding the fabxlcatlon, storage, delivery, erection and bracing of Trusses and iniss systems, seeANSI/TPI I Quality Criteria, DSE-89 and SCSI Wilding Component 6904 Perk@ East Blvd Safety Information available fran Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314 Tampa, FL 33610 Job Truss Truss Type City Ply T11477456 1113149. B4 Common 1 1 Job Reference (optional) Builder's First Source, Groveland, FL 34736 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 30 2017 Page 1 I D:75SJeCO8yOW 2ilGVr5nBLly96Pw-W ujh W QAW gMLfil tKSJdzuEKPx7ZC6wS_pwsLBbz 1 ql I L7 0-0 5.5-14 10-4-0 15-2-2 20-8-0 1-0-0 5-5-14 4-10-2 4-10-2 5-5-14 8 3x4 = 4x6 = 3x4 = 3x4 = 3x4 = Scale = 1:35 6 30 = Io 7-1-4 6-5-7 7-1-4 ' Plate Offsets (X,Y)-- f2.0-1-6,Edgej, (6:0-1-6,Edd el LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.07 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 045 Vert(TL) -0.17 7-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 004 6 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight- 89 1b FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins 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/Mechanical, 2=819/0-3-8 Max Horz 2=120(LC 10) Max Uplift6=-302(LC 11), 2=-341(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) 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=-255/661, 7-8=-255/861, 6-7=-439/1270 WEBS 4-7=-198/437, 5-7=-273/278, 4-9= 195/434, 3-9=-272/276 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; BCDL=5.Opsf, h=15fh Cat. 11, Exp C, Encl , GCpi=0.18; MW FRS (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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live loati of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=302, 2=341. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Vedly design Peremef. end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rov. 1"3/2015 BEFORE USE. Design valid for use only with Mllek0 connectors This design Is based only upon parameters shown. and Is for an lndlvkkual building component, not p` a truss system Before use, the txullding designer must verity The applicability of design paramelers and property Incorporate this design Into The oveiall building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. AddIllonal temporary and permanent bracing M iTek' Is always rec"red for slatAtty arxd to prevent cWlapse with passible personal Injury and property damage. For general guidance tegaiding the fabilcalkxt storage, delivery, erection and bracing of trusses and truss syslems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria- VA 22314 Tampa, FL 33610 Job Truss Truss Type oty Ply T11477457 1113149 - CJ1 Jack -Open 6 t Job Reference (optional) Builder's First Source, Groveland, FL 34736 1-0-0 2x4 = 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 31 2017 Page 1 I D:75SJeCQ8yQ W 2itGVr5nBLly96Pw-_4H3kmABbtU W KSS W OO8CRStdIXOKrPl72abvg 1 z 1 ql k Scale = 1.6 6 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 000 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-3-8, 4=4/Mechanical Max Horz 2=42(LC 10) Max Up1rft3=-9(LC 10), 2=-74(LC 6) Max Grav3=1 O(LC 1), 2=113(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=5 Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed , end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Vsrlfy dsslyn psremeters end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 nv. laV312015 BEFORE USE. Design valid for use only vAth Mllek® connectors. TNs design Is based only upon parameters shown. and Is lot (in Individual txrAcling component, not a truss syslern. Before use. The building designer must verify the appllcatAlty of design parameters and rxopoiiy Incogxaole this design Into the overall building design. &acing Indicated Is to prevent buckling of Individual Truss web and/or chord members only Additional temporary and permanent bracing M iTek' Is always required tof stability and to prevenl coilapse wtlh possblo personal In)ury and property dcrnage For general guidance regarding the labrk;atbn, storage, delivery, erection and txacing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 6CS1 building Component 6904 Parke East Blvd Safety Information avaliatNe from Truss Plate Institute, 218 N Lee Street, Sulle 312. Alexandria, VA 22314 Tampa, FL 33610 , Job Truss Truss Type Qty Ply T11477458 1113149. CJ3 Jack -Open 6 1 Job Reference (optional) Builder's First Source, Groveland, FL 34736 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 31 2017 Page 1 I D:75SJeCQ8y0 W 2itG Vr5nBL Iy96Pw-_4 H3kmA8bf U W KSS W OOBC RStdIXOfrPl72abvg 1 z 1 g l k 1-0-0 3-" Scale = 1 10.9 2x4 = LOADING (psf) SPACING- 2-0-0 CST. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0 01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 000 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=59/Mechanical, 2=184/0-3-8, 4=29/Mechanical Max Horz2=86(LC 10) Max Uplift3=-56(LC 10), 2=-89(LC 10) Max Grav3=59(LC 1), 2=184(LC 1), 4=45(LC 3) 1 FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind- ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=5.Opsf; h=15ft, Cat. 11; Exp C; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed , end vertical left and right exposed,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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. 0 WARNING - Vorlly design Ps1amet.1v snd READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 114II.7473 rev. 1TW314015 BEFORE USE. Design valid for use only with Mllek® connectors ]his design Is based only upon parameters shown, and Is for an Individual building component, not a Truss system. Before use. the building designer must verity IN- al)pIlcabplty of design parameters and fxoperly Incorporate this design Into the overall bulldtrlg dosign Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only Additional temporary and permanent bracing MOW Is always required for stablllly and to prevent collapse wllh possible personal Injury and property darnage. For general outdone regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Nexandda. VA 22314 Tampa, FL 33610 Job Truss Type Oty Ply T11477459 1113149 • CJS ITruss Jack -Open 6 t Job Reference (optional) Builder' s First Source, Groveland, FL 34736 7 640 s Apr 19 2016 MTek Industries, Inc Wed Jun 28 08 04 32 2017 Page 1 I D:75SJeCOByO W 2itGVr5nBLly96Pw-T Hr Rx6BmMzcNyc 1 iakg R_f PmGxK4asYH H ELSCTzl ql1 1- 0-0 5-" 1- 0-0 5-" 2x4 = LOADING ( psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES WB 000 BCDL 10.0 Code FBC2014lf P12007 Matnx-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 REACTIONS. ( lb/size) 3=100/Mechanical, 2=274/0-3-8, 4=45/Mechanical Max Harz 2=131(LC 10) Max Uplift3=-98(LC 10), 2=-125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. ( lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. Scale = 1 15 1 5- 0-0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert( LL) 0.02 4-7 >999 240 MT20 244/190 Vert( TL) -0.04 4-7 >999 180 Horz( TL) 0.00 2 n/a n/a Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=5.Opsf; h=15ft, Cat. II; Exp C, Encl., GCpi=O 18, MW FRS (envelope) gable end zone and C-C Interior(1) zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) % This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ) 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2= 125. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev. f OM3120f5 BEFORE USE. Design valid for use only Win Mllek® connectors. this design Is based only upon parameters shown. and Is for an Individual building component not a truss system Before use. the building designer must verity the ol:,piicability of design parameters and properly Incogwrale this design Into the overall ding design Bracing Indicated Is to revent tackling of Individual truss web arid/or chord mernbeis only. Additional temporary and permanent tlraclrtg M iTek' isalwaysrectuiredforstabilityandtopreventcollapsewithpossiblepersonalIn"y and properly darnage, For general guidarae regarding the fabilcallon, storage, delivery, erection and bioclnq of trusses and buss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 312, Alexandria- VA 22314 Tampa, FL 33610 Job Truss Truss Type oty Ply T11477460 1113149 . EJ7 Jack -Open 8 1 Job Reference (optional) Builder's First Source, Groveiand, FL 34736 7 640 s Apr 19 2016 M7ek Industries, Inc Wed Jun 28 08 04 32 2017 Page 1 1 I D.75SJeCQByQ W 21tG Vr5nBL Iy96Pw-T HrRx6BmMzcNyc 1 iakg R_t PITXHBaSYH H ELSCTz 1 q It 1-0-0 7-0.0 J 1-0-0 7-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 70 Lumber DOL 1.25 BC 036 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1 4 1 /Mechanical, 2=366/0-3-8, 4=6 1 /Mechanical Max Horz2=170(LC 10) Max Uplift3=-123(LC 10), 2— 164(LC 10) Max Grav3=141(LC 1), 2=366(LC 1), 4=105(LC 3) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1 19 1 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.06 4-7 >999 240 MT20 244/190 Vert(TL) -0.16 4-7 >537 180 Horz(TL) 0.01 2 n/a n/a Weight- 23 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-2 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=15f1; Cat 11; 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=123, 2=164. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design paramafers and READ NOTES ON THIS AND OVCLUDED MITEK REFERANCE PAGE MII-7473 rev. IGV32015 BEFORE USE. Design valid lot use only with MITek5 connectors. 11-iis design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design paraineleis and properly Incorporate his design Into Ihu overall cling design. Bracing Indicated Is to prevent buckling of Individual truss web and/of chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal In"y and property darnage. for general guidance iegaralng the fabrication, storage, delivery, erection aril Lxacing of trusses and tmss systems, seoANSi/TPt I Quality Critoria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information avaliabie from Truss Plate Instihtle. 218 N. Lee Street. Sulte 312. Alexandria. VA 22314 Tampa, FL 33610 Job Truss Truss Type Oty Ply T11477461 1113149 . ' EJ7G Jack -Open Girder 1 2 Job Reference (optional Builder's First Source, Groveland, FL 34736 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 33 2017 Page 1 I D:75SJeCQSyQ W 21tGVr5nBLl y96Pw-xTPg9SCP7 HkEZmcv7R Bg W tytiLaYJJ SQVu4?lwz 1 ql I 3-8-2 3-3-14 2x4 11 2 3 2x4 II Scale = 1:21.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl LJd 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 048 Vert(TL) -0.28 3-5 >298 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) 0.01 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 63 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1163/0-3-8, 3=1578/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-474(LC 8), 3=-694(LC 8) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together with 1 Od (0 131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distnbute only loads noted as (F) or (B), unless otherwise indicated 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft, Cat. II; Exp C; Encl., GCpi=O 18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gnp DOL=1 60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=474, 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/selection 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=l 25 Uniform Loads (plf) Vert. 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 7=-744(F) 8=-744(F) 9=-746(F) Q WARNING - Vr rlly design paramatars and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MB-7473 mv. 1MIW I5 BEFORE USE. Design vdld for use only wllh MITek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not metatrusssystem. Before uso. the building designer must verity the applicability of design parameters and properly Incorporate this cleslgn Into the overall b uilding design Bracing indicated Is to prevenl buckling of lndlvIdud Truss web and/or chord members only. Additional lotnporary and permanent bracing M iTek' is always required for slablllly and to prevent collapse wllh possible personal Iflfery and fxoperfY damage For general guidance regarding the fabrIcatlom storage, delivery- erection and bracing of tnisses and tntss systems, see#NSI/TPI I Quality Crltarla, DSB-89 and BCSI Building Componorlt 6904 Parke East Blvd Safrty Information available from Tans Plate Institute, 218 N Lee Street, Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 b Truss Truss Type ty Ply T11477462 Jobrio,13149 , EN1GE Monoprtch Supported Gable 2 1 Reference (optional) Builder's First Source, Groveland, FL 34736 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 33 2017 Page 1 ID dZtYQHLaatAtc_8cUS?Fa5z4Ss9-xTPg9SCP7HkEZmcv7RBgWtyp4LYrJJnQVu4?twzlgll i -1-0-0 6-10-0 1-0-0 6-10-0 Scale 3/4`=l' 1 2x4 I 3 3 50 F12 2x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.03 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) 0.02 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES W B 000 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 25 lb FT = 0°6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=243/6-10-0, 2=305/6-10-0 Max Horz2=123(LC 9) Max Uplift4=-125(LC 10), 2=-182(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C 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 D0L=1 60 plate grip D0L=1 60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord beanng. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 4=125, 2=182 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. laV32015 BEFORE USE. Design valld for use only with MITek® connectors this design Is based only upon parameters shown, and Is for an IndlAdual building component, riot a Truss system. Before use. the twllding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss wet) and/or chord members only. Additional lemporary and permanent biacirlg WOW6alwaysrequiredforstabilityarldiorxevenlcoliq-,se wilh posstAe persorxA Inpay arld fxoperty damage For general guidance regardirly the fabrlcatbn- storage- delivery, erec ton and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSb-e9 and SCSI building Component 6904 Parke East Blvd Salety Information available from Truss Plate Institute, 218 N Lee Street, Sulte 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply T11477463 1113149 " EN2 Monoprich 10 1 Job Reference (optional) Builder's First Source, Groveland, FL 34736 1-0-0 6-6-8 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 34 2017 Page 1 ID dZtYOHLaatAtc_8cUSvFa5z4Ss9-PfzCMoDluas5BwB5h9iv34V3ftyB2mlakYgZHMzlglh Scale = 1 16 6 2x4 11 3x4 = 4 2x4 11 6-10-0 6-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.13 4-7 >598 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=197/Mechanical, 2=352/0-8-0 Max Horz2=123(LC 9) Max Uplift4=-100(LC 10), 2=-205(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=5 Opsf; h=15ft, Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=100, 2=205. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7173 rev. 1411,003WIS BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design pararnefers and properly Incorporate this design Into The overall building design. Bracing Indicated is to prevent buckling of individual Truss web and/or chord memtxns only. Additional femporary and permanent bracing M iTek' Is always required for slab8ey and to prevent collapse with possible personal klk+y and property damage Fcr general giicance regarding the fabrication, sloiage, delivery, erection and braclrlg of trusses and puss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSf Bullding Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 33610 Job Truss Truss Type Oty Ply T11477464 1113149 ` HJ7 Diagonal Hip Girder 3 1 Job Reference (optional) Builder's First Source, Groveland, FL 34736 i -1-5-0 1-5-0 7 640 a Apr 19 2016 MiTek Industries, Inc Wed Jun 28 08 04 34 2017 Page 1 ID:75SJeCQ8yQW2i[GVr5nBLly96Pw-PfzCMoD1 uas5BwB5h9iv34V4glwV2ikakYgZHMz 1 qlh 5-2-9 9-10-1 5-2-9 4-7-8 Scale = 1 21.1 2x4 = "` 5 1 5-2-9 i 4-6-15 o-d-9 LOADING(psf) SPACING- 2-0-0 1 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.04 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 049 Vert(TL) 0.10 6-7 999 180 BCLL 00 ' Rep Stress Incr NO W B 0.28 Horz(TL) 0.01 5 n/a n/a BCDL 100 Code FBC2014/TP12007 Matrix-M) Weight. 40 lb FT = 0°6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No 2 1 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=116/Mechanical, 2=481/0-4-9, 5=293/Mechanical Max Horz 2=180(LC 4) Max Uplift4=-94(LC 4), 2=-267(LC 4), 5=-116(LC 8) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11 =-782/303,11-12=-753/306, 3-12= 722/312 BOT CHORD 2-15=-402/723, 15-16=-402/723, 7-16=-402l723, 7-17=-402l723, 6-17=-402/723 WEBS 3-7=0/264, 3-6= 773/430 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 9-2-9 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed , end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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 Ot=lb) 2=267 5=116. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 lb down and 14 lb up at 1-4-15, 14 lb down and 14 lb up at 1-4-15, 27 lb down and 54 lb up at 4-2-15, 27 lb down and 54 lb up at 4-2-15, and 44 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 down and 0 lb up at 4-2-15, and 24 lb down at 7-0-14, and 24 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert. 13=-48(F=-24, B=-24) 15=3(F=1, 13=1) 16=-12(F=-6, B=-6) 17==34(F=-17, B=-17) Q WARNING - Virdry design parnmabrc and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1dD=15 BEFORE USE. Design valid for use only with Milek® connectors, lhls design Is based only upon parameters shown, and Is for an Individual building component, not a truss syslern Before use. the Wiling designer must verify the appllcablilty of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated Is to Ixevenl buckling of Individual truss web and/or chord members only. Additional temporary and permanent txacing MiTek' is always (e µlied for slotlllty and to prevenl collapse with rx>sslble personal Injury and property darnage For general gukkrrce tegardng the larxlcallon, storage, delivery, erection and bracing of Inisses and buss systems seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Inks Plate Institute, 218 N. Lee Street- Sulte 312, Alexandria VA 22314. Tampa, FL 33610 Job — Truss Truss Type ty Ply T11 77 65 11131 9 ' Valley t 1 Job Reference (optional) 2x4 nVl rage I D:75SJeCQByQ W 2itGV r5nBLly96Pw-ts W aZ8 Dff u_yp4 m H Fs DBbI1 Jp8NcnDHIzCZ6pozl q Ig 3-1-8 3-1-8 2x4 II 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 d BC 0.05 Vert(TL) rVa n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 000 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=82/3-0-14, 3=82/3-0-14 Max Horz 1=55(LC 9) Max Upliftl=-34(LC 10), 3=-45(LC 10) FORCES. (Ib) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0°6 Structural wood sheathing directly applied or 3-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft, Cat II, Exp C; Encl , GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intenor(1) zone, cantilever left and right exposed ; end vertical left and nght 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 beanng. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 3 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. I01U3IZ015 BEFORE USE. Design valld for LW only with MllekD connectors This design Is based only upon paramelers shown, and Is for an Individual building component. not q` a truss system Before use. the building designer must verify the applicability of design parameters and properly Incorporale this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members oily. Additional temporary and permanent lxacing M iTek' Is always required far slablltiy and to prevent collapse wilh possible personal Irifury and property damage For general guidance regarding the labilcatlon. storage, delivery, eiectlon and tracing of trusses and Inrss systems seeANSI/TPI I Quality Criteria, DSB--B9 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11477466 1113149• • ' V5 Valley 1 1 Job Reference (optional) 5-1-8 ow s Apr le ZVI C MI I ex Inauslnes, Inc. woo Jun eu uu u9 l evi / rage 1 ID 75SJeCQ8yQW2ilGVr5nBLly96Pw-lsWaZ8Dffu_yp4mHFsD8bllGV8K3nDH)zCZ6pozlglg 2x4 11 2 Scale = 1:14.5 3 2x4 i 2x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1 25 BC 0.22 Vert(TL) n/a n/a 999 BCLL 00 ' Rep Stress Incr YES W B 000 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17 lb FT = 046 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD -2x4 SP No.2 WEBS 2x4 SP No 3 BOT CHORD REACTIONS. (lb/size) 1=156/5-0-14, 3=156/5-0-14 Max Horz 1=103(LC 7) Max Upliftl=-66(LC 10), 3=-86(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 5-1-8 oc putlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=5 Opsf; h=15ft, Cat. 11; Exp C; Encl., GCpi=O 18, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord beanng 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parnmefens and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 0111/I.7479 rev. IOM3,2015 BEFORE USE. Design valid for use only with MITek D conneclors This design Is based only upon parameters shown, and Is for an kndMdual building component, not NitatrusssystemBeforeuse. the building designer must verify the appxicalAl fy of design prnametois and properly Incorporate this design Info the overall brliding design Bracing indicated is to prevent buckling of Individual miss web and/or chord members only. Addmonal temporary and permonenf txacing M iTek' Is always required for slabllBy and 10 prevent collapse with posstAe personal Injury aril property darnage For general gukiance iegading ffne fabrication, storage, delivery, erection and tracing of trusses and truss systems seeANSI/TPI I Quality Criteria, DSB-a9 and BCSI Building Component 6904 Parke East Blvd Safety Information avcilc"e from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandtla. VA 22314. Tompa, FL 33610 Symbols Numbering System f General Safety Notes PLATE LOCATION AND ORIENTATION 3/ ' Center plate on joint unless x, ya offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss j 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer. For0_1/ 1 dr WEBS ca 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I TI c m ,y p O 3 bracing should be cons ere O n j 3 Never exceed the design loading shown and never inadequately braced trusses. a ° u stock materials on o 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 ' csv BOTTOM CHORDS designer, erection supervisor, property owner and plates 0-1ad' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1, connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads In the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings 10 (supports) occur. Icons vary but 2012 MITekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16 Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 40 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: lei project engineer before use. ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: BuildingComponent Safety Information, P v 20. Design assumes manufacture in accordance withg Guide to Good Practice for Handling, ek® ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Products Plot -ID Length Product Plies Net 0L FJI 47-00-00 16' BCI 6000s-18 l 6 FJ2 25-00-00 16 BCI 6000s-18 l 6 FJ3 22-00-00 16 BCI 6000s-1 8 1 8 FJ4 21-00-00 16' BCI 6000s-1 8 2 2 FJ5 20-00-00 16- BCI 6000s-18 1 3 FA 18-00-00 16' BCI 6000s-18 l 2 FJ7 7-00-00 16" BCI 6000s-18 l 1 FJ8 4-00-00 16- BCI 6000s-18 l 1 BM I 21-00-00 1-3/4- x 16" UERSB-LFM 2 0 3100 3SP 3 Rm 1 16-00-00 1 1 /8- x 16- TJ Rim Board — l 3 28-0-0 2B 0 0 F- Rml m m m m m m IF In In I FJ8 w N 111 K 1 N F D K K IN A P A 7-4-020-8-0 28-0-0 DEMN6 HE16HT 5GHEDULE NOTE5: L) KEFER TO NO 91(KECOWENIArION5 FOR NMDLN6 WKTALLATION AND TEWOKAKY DRACNG) XEFEK TO ENSINEEXED DXAWMS FOX FEKMANENT DXACNG XEOUIRED ALL TRUSSES (OYLLODI6 TXU55E5 LFUEK VALLEY FXAMN6) MIST DE COWLETELY DECKED OK KEFEK TO PETAL V105 FOX ALTERNATE DKACN6 KEMKEMFMT5 5) ALL VALLEYS AKE TO DE CONVENTIOULLY FKALED DY 0"EX ALL TDIIS5E5 AKE DESIGNED FOX 2 11 MAXDUN 5FACN4 UMLE55 OTHEME NOTED 5) ALL WALLS SHOWN ON PLACEMENT FUN ARE COAMPEKED TO DE LOAD DEAKDG ULE55 OTFEKWTSE NOTED i) SY42 TKU55E5 MU5T DE WALLED WITH THE TOF DEN6 OF 7) ALL KOOF TA155 HA1f M TO DE SDR50N KIU26 IW -h OTIEXWISE NOTED ALL FLOOR MIS51WKEK5 TO DE SW5014 TMA422 tME% OTIEXWTSE NOTED O) DEAWHEADEXILINTEL fM1X) 70 DE FUMAD DY DUILDEIItt SHOP DRAMN6 APPROVAL TIPS LAYOUT 5 THE SCALE SPUME FOX FADXYATION OF TIV9%5 AW FM ALL MVM AUTECTUXAL Ot OIIEt TM LAYOUTS CEVIEW AV AMMAL OF TN5 LAYOUT MIST DE KECEM OEFOXE ANY TMEs L OE MILT VE6Y ALL OHDTTION TO N'Alt£ A6AN510NN6E511Ni WLL ESLLT N EXTRA MIES TO YOU bgmw IryrrJ R hla VMBuilders aFirstSource Orlando PHONE 407-651-2100 FAX 407-051-7111 Plant City FHONE 613-759-5951 FAX 613-752-1532 XAU-PEK Ashton Woods WU 2260 Magellan S LEA MiDri If1151 f1 Lot xx 1 i NT5 AT[ KE / YII 10-13-17 Josh i RECORD COPY D City of Sanford Building and Fire Prevention Product Approval Specificatio orm NG 1# 1 7 2 6 5 6 SPNF0Permit #Ft0 OFPAR-(` Project, Location Address c2L440 I 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 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 CorpRoofing_CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation r Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category/Subcategory 1 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 Stren th 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 4/28/2017 Florida Building Code Online BC1S Home I Log In I User Registration I Hot Topics 11 Submit Surcharge ( Stats h Facts Publications FBC Staff i BCIS Site Map Links Search rlcxida • cf Product Approval USER: Public UserdDprJ Product Approval Menu > Product or Application Search > Annkcation Lis > Application Detail FL # FL158-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer CAST-CRETE USA, Inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Authorized Signature Craig Parrino cparrino@castcrete.com Technical Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Quality Assurance Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Category Structural Components Subcategory Products Introduced,as a Result of New Technology Compliance Method Certification Mark or Listing Certification Agency Miamf-Dade BCCO - CER Validated By Miamf-Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year ACI318 2011 i ACI 530 2011 Equivalence of Product Standards Certified By i1P Product Approval Method Method 1 Option A Date Submitted 1 04/29/2016 https:/twww.floridabuilding.orglpr/pr ppp dtl.aspx?param=wGEVXQwtDquegl`/o2bT71%2tFI92gnRzHNulcgj5pqLXkU6g`/`3d 112 0 4/28/2017 Date Validated Date Pending FBC Approval Date Approved Florida Building Code Online 05/06/2016 05/06/2016 Suinina of Products, FL #. Model, Number or Name Description .- 158.1 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 R8 C CAC NOA 14-0903,03.odf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126,03.odf Impact Resistant: N/A 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 FL158 R8 II NOA 16-0126.03.Ddf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-467-1824 The State of Florida Is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement I Under Florida law, email addresses are public records. If you do rat 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 hone or traditional mail. I! you have an questions, please contact 7.1 5. -Pursuanttybypyyyq , p a w 850.4E 39 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 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 h . Product Approval Accepts: iCrxt Credit Card Sate littps:l&vww.floridabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwIDquegl%2bT71%2fF192gnRzHNulcgj5pgLXkU6ga/aid 212 M I AM I•DADE 511AMI-DADE COUNTY PRODUCT CONTROL, SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADI IINISTRATION DIVISION Miami, Florida 33175-2474 T(786)315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) iviviv.miamidade.eov/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) 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.F., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12' Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Perrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. , RE, NEWAL of this NOA.sfrall be considered after a renewal application has been filed and there has been no ' change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or'change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed. by the expiration date may be displayed in advertising literature. . If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the'manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA N 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document'mentioned above. The submitted documentation was reviewed by Helmy A. Malcar, P.E,, M.S. r NOA No. 14-0903.03 MIAMI DADE COUNTY 1—'' r '€C^ Expiration Date: 09/11/2018 Approval Date: 10/09/2014 y ,' Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-060.5.04 A. DRAWINGS 1. Drawing Ato. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.B., dated 14arch 24, 2003 and Drenving No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", streets I through 3 ql'3, prepared b1, Craig Parrino, P.E., dated Alarch 24. 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on 4 ", 6" & 12 " PrecastConcrete Lintels Filled and Ui f lled 1lodels, total of (13) concrete lintel specimens, per AST11 E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Flamotr, AE. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared b1, Craig Parrino, P.E., signed and sealed bP Craig Parrino, P.E. 2. Calculations for Cast -Crete Lintels, tels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D, MATERIAL CERTIFICATION: 1. Quali!Y System klarntal for Cast -Crete Machine ,llade Precast Lintels revised on rllal, ], 2002. 2. Cast -Crete Qttalio, S' )stem dlanual for Prestressed, Products dated 2002. 2, EVIDENCE SUBMITTED UNDER PREVIOUS. APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drmving No. L774612, titled Cast - Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared b1, Craig Parrino, P.E, dated dlarph 24 2003, Iasi revision"dated March 11, 2008. B. TESTS 1. None. C. CALCULATIONS I. Notte. D. QUALITY ASSURANCE L Bp Aliand-Dade County Building Code Compliance O#ce. E. MATERIAL CERTIFICATIONS 1. ] Alone. HiWiy A. Makar, I',E., M.S. Product Conh•ol Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 B - I Cast -Clete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9,12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Detalls", sheet 1 of 1, prepared by Craig Parrino; P.E., dated kfarch 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4 ", 6" Ce 12 " Lintel Safe Load Tables ", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E.-, dated Harch 24, 2003, last revision dated March 11, 2008, all signed and sealed by Craig Parrino, P. F,., on Alarch 22, 2012. ' B. TE_ ST'S 1. None. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE r 1. By it iami-Dade Coruny Department of Permitting. F.nvirorunent, and Regulaloq'i(fairs. 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 compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A,' DRAWINGS 1. Alone. B. TEST'S 1. None. , C. ( CALCULATIONS 1. Arol1c. A QUALITY ASSURANCE 1. By ATianri-Dade Cornrly Department of Regulator, and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. kf,Rft1y A. lV)akar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expirittion Date: 09/11/2018 Approval Date: 10/09/ZOI{ E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, AE., dated A larch 24, 2003 and Draining No. LT4612, tilled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated June 12, .2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations, for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.23,6, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Mianri-Dade Cornrn Department of Regulator), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter front Cast -Crete USA Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., cerfifiiing compliance with the Florida Building Code, 2014 Edition. Hel . Makar, l'.E., M.S. Product Control Unit Supervisor NOA No. 1 d-0903.03 Expiration Date: 09/11/2018 Approval Date: l0/0912014 E - 3 H r HIGH STRENGTH' PRECAST AND 4"T" RE TYPE "ISTIRRUPS PRESTRESSED CONCRETE LINTELS TYPE ' A' STIRRUPS TYPICALi a" STEEL LENGTH 5" - SPAC C" SPACING.[ LENGTH 6" & 12' PRECAST LINTEL REINFORCING CAGE FABRICATION MODEL tY / RC[ ST U-L_ [L M[C11T f' tC 1 c,V L- 01, _Soup LM[L n[[ S[tR I K' 1 161 3 \' 1 r I• I W M/L p[ aY [ Rrt t/ 1[Y W f111Y[ Y Y Y [ iYr 1/!• , rtr Nlti Y u1Wt trtW.. mG A, , a1„I„ f 1/f IMr Idl 4b M r % . [_. Ma d ItUR\ IRty. Dp_5 D.,rLP- L rlttM- 5 t2' MKeAS1 r/ ]' L%9s D LIKTL ti' MECAs V-[NT[L 4" SOLID LINTEL DATA TABLE ff m.L f••-.® lo® LTT ti F{ aGYrt113t..n n.aE]Gii 1i[ f17]]TID i I. a n.r.ItrTec>a Q'( eLlr3rm. 6" PRECAST U-LINTEL DATA TABLE k'" e 0&1ON! Lam' "—Rn M r ED®vno ma ®rruLr om D Tr>a>ivao momw arsetr o D®voo io®r2 M • traar7EmnRse va FEMi^ rar> aFs inr avao s lri rar>aFns>riTTr arra>ao 17r7ITTl J• r$5ir3oTTTnriLr.Sii7a9<t!• nan®r rr.>asr>areaalr r e»r rF nrsmr rrr mur.rr r,>•vo mmu•iamra. L rr r.:.rRvi>,r»o KFY[dFif]® r}LiL lrFla[2z[iLLIrF1a1i•9O Kim-n sr rla ar r>reat r mmaE03d eEi rirr:su.'EDcirra c rr+o 12" PRECAST U-LINTEL DATA TABLE ti7[ aim lMr= 7F2MJIMMM®IMO liLIMMMIT Flmiv40 clasraa:sa®.+ rvs:a:.r n a aO 131MM Rum omm Fdii9ri7tlfS>• FJlSL7 rllali D®filS"iF ltaO r aUMMI.' lrla.LtL7rYJ ru or oryo rta art ram IF FI a ra.._romrr namaFlQTo fxJr 1LT! Jmmr 61miFIG1O r• Lam rla.IT, .Tm moaomlo a®ut! rLru_.r dFomr[mo mesr ltrtaiFi io l S.miECTi s iattat,m ma,aF o rWl RRDRRV CO 411WYALA K RRDYIDID FOR RtD/Uc1 A a M R 6 Rt01[C1L0FCDRYRIOMIAIYSAYDCAIDIOT1[ t[ADWC[{ M tt37 W KMWW TKL Pou VMnLK C*MXW f -CIVI tsA, 1ND. GENERAL NOTES: 1. K* nMCMO'WU T/W W R— Asln 33. 11. AW N RKMR .. \Twm svp,{rKI [ A,1R 11 na, 1R11T,3 • 2W\ rr1 RYL W mu Y13 S I1Dr[[ 1WE 70UL WYILR OF \flLtts CW6/ ARE WYMLD SUR" L. o 1 mbc1KL f. • \Wt ro AR YL • t1D1 A19 Iz tKT1 rw act Do w w amucuM [AD[I rW o m - m. ar rRWAn 1IM r. • 3Rm RD rot . RIw 1R1cu 2 smu • , MM, aL tu[rW,s 4K l\R1[.nA Iglu t11wr 3. WTID" 12 uuu a LN nU art wcK TD K RK{ Taw LKU z \T,tIW\ rq1 [A[X as K [ RKt a tx,1 Un[u YTu niIIIRYI\ rRw rwOR V• V4- La'/ A cc<PLL Ce No r4 0c'L+3 D3 o zo1 1L OFOcCRAIGPARAINO Y 0R % D rCS . GTc: 6324 CR 579 70NA L fLEP.EC. N033544784 1nL PRECASTAND PRESTRESSED LINTEL DETAILS I• LRL AUDe DSSIU-1L DI4ri {T. JgUY AMLD{ SU1L• AS SK01M IATL: 3/2// W DK[am n: GAA 2AtAw, rt D3AniC IDK\12 SKW-. 1 OF I GENERAL NOTES 1) Waw. 1*. 4' rums Wid - W00 pd ra C k 12' Yld - fA00 r A ]000 pri rdh mnimum ]/E irc1 aveoal. c4ricrel. rtr.r uriY C3lU per /51[I C!0 rilfi-mfnFnun netr. canpn,.n. WervJt - Ilaaeo pd bor ASC2 per I 0nd. 10 rro— WWAS1Y C270 07• Y r S 2) AN wf. bd b6b bued n r.irrurn 4 Wh m—ird b.6%. je> 16.16Saf. feed. for I" NI, 12US •W 1am t 1. rtduc.d by 1 Ids k4h b Im 9r. 6 1/2 i1d,e.. 3) h-id. (d meter kd ad heal I.i,b. 4) R. rm,4v b WNhn4 Wkd. IM pv"O re*xUa Ier pad, 40 rued added «br. Enradc u reduction 4. 142/ f(AS) - 1 Af 1l7AlN S) Al Yab -d r .aced L1350 d.1.cr•rc Fsse9Lotu Unid —bo rsxeiL/1wd4.di^ Llm 1, finlAd b -,CA— m.uua.y 6. Ilrlda eWdy CM. S.dion 160411 u .p7&oNe. 1) Shr. rkd 9nkb m rw't.d. 7) 4' mW Id.h L b. iA.WW ./ 4' dmen.im hrkand .rd e" amnion vMkat ImbYli. n/NbelmeM of rid• gut c.rnpty eW1 1.. rcmlrlurd and/. W—U,,w d.o..eab 9) TM d*w "ambde emmadd bold from 9N We bad I.bks lrj coWe* the moms, ra,k* rromml .ad eb., d d-err y f m IM faa . 1 ..ppart. 10) Kit - HA Row 11) Ydbn ride dd.d nbr t. u bath •L 9• b0.m 4f tee 9nw m ly. TYPE DESIGNAPON r r -rum .or ocw / u . rruo r=- Ism Sri121` 16-28/2T rnrau omr J J L. r s a n . row • v In ( Edi. M Ii 1•®S RVa T f YIr6f w i j'':: 4•Aa irn 91 AlWOb+_'I.IR. f1) nrry a .' uaos amr v.ovc 1 5 ' ACTUAL p.LKM 12• NOMINAL WOTH 12) 1' k 12- Unt.b r. roA d red r.th 5-1/2' b1 WO. .1 U. r,a W Kcroolat.. , tkd ed reidutiy rw 9-41 4. 13) 14 di. rA— N bd.:, iMdW i, a tvl. —W Wh r•1 hm no0n1 . 1 sW....ppfe4 b card— rah ASTM C-921 prods to.Gr,f 14) Unw. WdM .I .a•rc.udy 7h w1icN (yv,M r urfl td -rop lads AWA b ch.cw f.r IIr ..Idl 4rp r ' egiw AppMd + edIW bad + Aiprd bdb.nw land S 1.0 S.F. —tk.I bed Saf. Mri.rd.l I." 15) Fr a mp.db 6*1 heiphb eN Omn ... wk bd,fr.m .nt 1— b.%M A.- 16) For PAW krgU• rot.ha., ua "I. load fr•m nee wyr 1. 0 N- 17) S.k I.am m wpw p-4 M. W I.NA 1e) SN. bdf Wad .A NMIN dn* *%Oy.b pr Aa 530 wW ACI 31e. 19) Addkml Wrol bd c.pedly an b. d .Ind by O,e degnr b pr ni4g 4ddii•.d nlrc. d c—. m.anry M. (RCUU) Iron IM Yk[ Se4 sScldi Idor, SEE SAFE LATERAL LMD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED Cl1U (RCLU) FULL COURSE 1/ 2 CLR TYP (1) i5 REBAR FOR 6- LINTELS 2) 15 REBAR FOR 12- LINTELS' GR40 0r GRSO SAFE LOADS FOR 4" SOLID LINTELS Cws,- 4-cm GRAVITY LENGTH TYPE 4S8 Y- 6• (421 PRECAST 1180 4'- 0- (451 PRECAST 959 4'- 6' (54 PRECAST 789 5'- 10' (70•) PRECAST 460 6'- 6' (78 PRECAST 360 7'- 6- (901 PRECAST 260 9'- 4- (1121 PRECAST 156 10'- 6'(126j PRECAST 116 12UB 40i s Awm UPLIFT LATERAL LENGTH TYPE 4S8 4S8 S- 6• (421 PRECAST 687 371 4'- 0• (45 PRECAST 597 320 4'- 6• (54 PRECAST 529 258 5'- 10•(70' PRECAST 407 148 6'- 6- (781 PRECAST 366 118 7'- 6- (901 PRECAST 280 87 9'- 4- (112') PRECAST 187 55 10'- 6-(126-) PRECAST 132 1 43 12F8 121`12 121`16 6U8 6F8 6F12 6F16 • `• A. 4S8 + G 9 • 12F28 121`24 12F2D PRODUC71IRVIsfin i` ..• i,:` r.' * UWIUinFtrni wish the FW,I sTTxca1. q 3'•• ALd OrVfAI.', ((r Gi2AapaN 3,/ QiICflGPARRINO ewnuw`4 CR679 6F32 6F28 SF24 61`20 3/ RFL 33 FL. P.L LAC. N0.44756 'de '• as -.ram ME BER OF m- CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES ru wtu[: plsu s- Ids MIA" rtI blur uluu xA[[: ruse di(: d/2//03 CH[CI[0 K• CWC tAElIlO, r.E. -Art: Aro. /475i IIGMNG: NO. Lr/612 LKLI I Of 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS 4M1,14—fil SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U5 6F8-18 6F12-10 6F18-19 6120-18 6F24-18 928-18 6F32-18 S-6- (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3692 5050 6148 7227 8297 9357 4'-6- (541 PRECAST 1654 11187 3633 5050 6148 7227 8297 9357 5'-10'(701 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 01 6'-6' (781 PRECAST 949 1078 1531 285Q 4328 6737 8297 9357 7'-6- (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4- (112') PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6'(1261 PRECAST 503 566 895 1270 17D6 2235 2898 3747 IV-4'(1361 PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-O'(144 PRECAST 425 477 744 1042 1377 1769 1 2238 2808 13'-4'(160')PRECAST 373 417 646 895 1170 1485 1852 2295 14'-0'(1651 PRECAST 351 392 605 935 1087 1373 1703 2087 17'-4'(2081 PRECAST N.R. 299 455 620 794 965 1198 1437 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SAFE LATERAL LOADS FOR 6' PRECAST U4JNTELS 4MO-4 Mf, SAFE LOAD PLIF LENGTH TYPE 6U8 6F8 RCMU Y-6' (42' PRECAST 587 1055 596 4'-0- (481 PRECAST 487 787 445 4'-S' (541 PRECAST 416 609 344 _ 5'-10-(701 PRECAST 300 350 198 6'-6- (78') PRECAST 263 496 157 7'-6' (901 PRECAST 222 367 116 9'-4- (1121 PRECAST 173 352 74 10'-6-(1261 PRECAST 151 276 58 11'-4-(136-) PRECAST 139 311 49 12'-0' (1447 PRECAST 131 277 44 13'-4'(160' PRECAST 117 223 35 14'-O'(168j PRECAST 111 202 32 17'-4'(2081 PRESTRESSED tN.R. 130 21 SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS C-C-n SAFE LOAD- POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-17 61`12-1T 6F16-1T 6F2D-t7 EF24-IT 6F2g-tF 6F32-IT S-6' (421 PRECAST 1412 2074 2715 3355 3997 4638 5279 4'-0' (48') PRECAST 1225 1BOO 2357 2913 3470 4027 4583 4'-6' (54') PRECAST 1063 1592 2084 2577 3069 3562 4055 5';10'(701 PRECAST 831. 1222 1600 1979 2357 2736 3114 6'-6' (78') PRECAST 723 1097 1437M 1777 2117 2457 2797 7'-6- (901 PRECAST 648 863D/ 1249f4 1544D1 1840w 2135N 2431 9'-4- (1121 PRECAST r575 571m 980 1252 1492 1732 1972 IN 10'-6'(12n PRECAST 514 462M 787 1121 19 1336r 1551 1766 11'-4-(1361 PRECAST 474 404 D 685 985 1213 1442 1645 12'-0'(1441 PRECAST 454 36711 619 888 1093 1299 1506 13'-4-(1601 PRECAST 402 305 516 736 w 906 r 1076 1247 14'-0'(1168') PRECAST 368 2851" 475 677 832 989 1145 17'-4'(2D81 PRECAST 253 208 er 338 cot 476 585 c. 693 B03 SEE GENERAL NOTE 18 (n DIE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 4Q FIELD ADDED REBAR SEE GENERAL NOTE NQ 4 1 i Iru rr, rr G PAI?IY o CJ ENS 0' 44 rRObucrrti;vls pAOO Sr`w; 'r A rLc r•7utEA, T F y:; A•'e PWaMai+_ cEsirrhonU.ve2S 0A< R10 : CRAIGPARRINO vr! / : r ,SSA • • • ' , 6324 CR 579 R1iunci—C bn`vn SEE GENERAL NOTES — SHEET 1 OF 3 •.,,01VALE•,.• SEFFNER FL U%4 rrrrr111 FL. P.E.UC.NO.44756 CAST-CRETE 4, 6" & 12" LINTEL SAFE LOAD TABLES 1Rf MAYE: OKUM-11 NAME CHANCE OAARN a: JOX1X ARHIIID SCAIL• X.13. C 'Z"" w..-1w DAiE; 3/E//O7 tXECKED IY: CNJO fLtLIto, F.E. - REO. N0. 447SJ OIGWIa HO. L74111 SHEET I OF 3 m SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4-11,10Mm SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12UB 12M-28 12F12-28 12F16-28 12F20-2E 121`24.2E 12f26-28 IIFl2-28 3'-6' (421 PRECAST 3428 5,000 583E 7619 9352 11060 12755 14438 4'-0' (48") PRECAST 2923 4232 5836 7619 9352 11060 12755 14438 4'-6' (547 PRECAST 2396 3464 5304 7619 9352 11060 12755 1443E 5-10-(70 PRECAST 1612 2320 3218 5234 8487 11060 12755 144-1§. 6'-6' (78 PRECAST 1383 19M 2679 4196 6421 10032 12755 144- 7'-6' (90' PRECAST 1138 1628 2131 3218 4675 6756 9763 13524 9'-4- (112' PRECAST 795 1216 1535 2230 3083 4167 5593 7552, 10'-6'(1261 PRECAST 614 1043 1295 1853 2516 3323 43N 5632 11'-4-(1361 PRECAST 518 945 1162 1649 2216 2693 3719 4746 12'-0'(1441 PRECAST 456 878 1073 1513 2020 2617 33M 4206,E 13'-4-(1601 PRECAST 359 767 926 1294 1709 2188 2743 3409 14'-0'(1681 PRECAST 321 720,4 865 1204 1584 2017 2451 3106, 17'-4'(2081 PRECAST N.R. 451, 631, 881 1141 142E 1750,,, 2102 19'-4' (2321 PRECAST NR 343, 477,700 D, 925 1152 1380 1609 C. 4) TI¢ NW9ERS W PAREKTKStS ARE PER= Ri =OHS IN CRAOE 40 FIELD ADDED IERAR. SEE UHEM NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w7 2" RECESS DOOR U.LINTELS lc~_4_ t SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12R16 12RF6-2812RFt0- 12RF14- 12RFI8- IN22- 12RF26- I2lF3D- 4'-4- (521 PRECAST 253E 2942 1 5468 7584 9640 11669 13679 15679 4'-6" (54") PRECAST 2319 2740 5468 75134 9640 11669 13679 15679 5-8" (65') PRECAST 1347 1841 3555 6395 9640 11669 13679 1567 5'-10'(70' PRECAST 1259 1758 3361 5954 9358 11669 13679 1567 6'-B' (801 PRECAST 924 1430 2633 4415 6884 10353v 12574 1480q 7'-6- (90-) PRECAST 703 1203 2157 3494 1 5259 79220. 96234 1132q 9'-8' (116' PRECAST 389 843 1451,1 2157 3203 j 4427D 5417 6360 10 SAFE LATERAL LOADS FOR 12" PRECAST N.LINTFLS C SAFE LOAD PLF LENGTH TYPE 12U8 12FSF99S-6- (42'1 PRECAST 1295 4841 4'-0- (481 PRECAST 1295 4841 4'-6' (541 PRECAST 1049 39225'-10-(70 PRECAST 681 2547 6'-6- (78' PRECAST 579 2167 1234, 1'-6' (90' PRECAST 474 1771 914' 9'-4- (1121 PRECAST 355 1326 5130,E 10'-6-(1261 PRECAST 306 1143 454, 11'-4"(1361 PRECAST 278 1041 388 12'-0-(144' PRECAST 260 971 345 13'-4-(1601 PRECAST 229 857 278 14'-O'(168 PRECAST 216 809 251 17'-4'(208 PRESTRESSED N.R. 63 16 19'-4'(2321 PRESTRESSED N.R. 534 130, SAFE LATERAL LOADS FOR 12" PRFCAST.12' RECESS nnnR II.LIIJTFLS SAFE LOAD PLF LENGTH - —-TYPE 12RU612RF6 RCMU 4'-4' (52') PRECAST 1295 3692 258 4'-6-. (54') PRECAST 1213 3458 2417 5'-8" (6q PRECAST 784 2236 1650° 5'-10'(70 PRECAST 747 212 1155 6'-8' (801 PRECAST 602 1716 117 7'-6- (9Dj PRECAST 504 143E 914t 9'-8' (116-) PRECAST 355 1011 45 9" SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS 4-0- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE 12FD-21 12F12-2T 12F16-2i 12F20-2T 12F24-1T 120-21 12F32-2T S-6- (42') 'PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6- (54') PRECAST 2113 3291 4310 5328 . 6347 7365 8384 5'-10"(70 PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (78') PRECAST 1444 1 2269,1 2972 3675 4378 5081 5784 7'-6- (90' PRECAST 1261, 1767 258 3194 3806 44171D 502E 9'-4' (112') PRECAST 102E 1171RD 2006 259Dpr, 3087 3583 4079 10'-6'(126) PRECAST 920 11 947 A 1612 (cm2281 2764 1209 3653 11'-4-(1361 PRECAST 858 0 829 1404 1982 2441 2902 3364 12'-0-(144') PRECAST 814 753'4 1269D 178E 2201p 2616p 3032 PRECAST 678 V4 633ml ID57 1485, 1826 2169 2513 14'-0-(168-) PRECAST 622 586 974 13651. 1679 1993,, 2309 17'-4'(2081 PRECAST 434 427 695 P 964 1182i 1402 1623 19'-4'(232') PRECAST 356 370 593 817, 1D02 1187 1372, 1) INE NIAIM W PMEN W—qS ARE KRCENT REW WNS FOR CRADE 40 MD ADDED REM SEE GENERAL NOTE ND. 4 SAFE UPLIFT LOADS FOR 12" PRECAST w7 2" RECESS DOOR U-LINTELS 4Cws11'10- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12Rf6-21 lillFlO-21121614-2 121F18- 12RF22-2 IM6-21 i2rSX-21 521 PRECAST 1626 2685 3746 4806 5867 692E 7989 4'-6' (54' PRECAST 1558 2582 3602 4623 5643 6664 7684 5'-B' (681 PRECAST 1210 2042 2850 365E 4466 5273 6091 5'-10'(70') PRECAST 1173 1984 2769 3553 4338 5123 5908 6'-8- (807 PRECAST 1020 1536 2426 3114 3802 4489 5177 7'-6' (90' PRECAST 9D4 1226 2163 2776 3390 4003 4617 116") PRECAST 7031, 771 1 1472 2181 2663,4 31454 3628 n TFE NWtEi6 N ARLFINt56 AAE IOtCOIf REDlK2CFS FOR 'SEE GENERAL NOTE 16 ` NLUSERS 94 PAR[ MQ Z ARE PUCW IIEDJC= FOR GRADE 40 FELD ADDED REH1R. SEE GEWPAI NOTE NU 4 :, G . •ENS- • 40 FIELD ADDED FTE[YJE SEE GENERA. NOTE NO. 4 447 KADFICI' REv l (b. w W e.4 ILc nuriJna a' T E F : AwgAomNo <-c oz,o3 p'/ I. 8rpitibn Dale CRAIGPARRINO G124CR579 ee SEFFNER,A 31584 SEE GENERAL NOTES -SHEET 1 OF 3 '' ;ONALO FL. P.E'1.N0.11p758 MEMBER ° CAST-CRETE 4', 6" & 12" LINTEL SAFE LOAD TABLESJANAMECMUIGC11Ot rim, v..- ,.... Ta •••• FILE xAl[: otatt-u ouwx n: A111Ax AANAUt SCAtF: x.rS V )Z"Lw,"",., ME: 3/24103 CxECRO R: CRLIO lARttID, !l. - no. ND. MSf 04DDxt X0. LT4612 SMEEr 3 Of 3 MIIAAM I DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Strect, Room 208 BOARD AND CODE ADhIINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.minmldade.gov/economy Cast -Crete USA, Tne. + 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 MiamiDade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade -County Product Control Section that this product or material fails to meet the rcquirements 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 Tabrication. Details", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by 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 P 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 docwnentation was reviewed by H ]my A. Makar, P.E., M.S. NOA No. 16-U126.03 DADECOUNTY MIAMI• j'9 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 0 ¢/2 $ Zo/ 6 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled -"Cast-Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06/07/97, revision 44 dated 04/28/98, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, perASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. 2. Calculatlons 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 Certyled Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06/20/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated I1/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report 984-M19614 dated 02/29/96 for #5 rebar by Birmingham Steel Corp. 6. Mill Cer fed Inspection Report #58 A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for 45 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 0.4/03/96 for #5 rebar by Birmingham Steel Corp. I - /_., /) ZZY4 FIV&y'A. Makar, P.E., M.S. ProducrControl Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for 95 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196., 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.,. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A: DRAWINGS 1. . - None. B: TESTS 1. None. I C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED -UNDER PREVIOUS APPROVAL 9 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision 42 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTMS-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 i May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. I iy 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 I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fi-om Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition, or t/11 W //6 H6G6 A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details"' sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F: OTHER i 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed, and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS. ' 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D,. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None! F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. 1 He A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Z6' 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-5 1 If,E Y' iDA+l4 ALL /1/IIaW ILLL IYLLI! AST`H RETe HIGH STRENGTH PRECAST AND 1V[ * IC PRESTRESSED CONCRETE LINTELS kx PRODUCT RLNRWED 0 W-P17lI11,Vilh the Rmid[ uYn Du74tnR Cede , ._ w IL q 1\D/b ZG• 3 Yon. E* YDale O A' M1A unia W- ` RC[ltt LW1EL tfW CORCINO CAC[ CIBIICAMM MOM 4' Mi4Y Y GC/7_f / 017 - DS. m'A• amA+Y1 m[ AT n,R.1 I EAK 1n t • Calfol i vrT f" PACCAST,b'/ 2" AEC[55 DOOR U-.INI[L A" NEWT IHPTR 0" MrMllf"M II -LINTEL rRF TR£SSEO IIlT[1 R[INFO N [ FAf IfATION 11O'+F TYPE " A' STIRRUPS !r 7/ 32a/ BAR n STIRRUPS 6 - 8 LINTELS STIRRUP DETAILS 1CAW IT.T]. 7/ 32"/ BAR STIRRUPS TYPE " 8" STIRRUPS R D. n STIRRUP DETAILS LCAU. N.0 8" PRESTRESSED U-LINTEL DATA'TABLE 512E 1 CTeC fS 1 E Srfi,& N 1 ' 41-81 e42 1 -J DM 14 -i 1 0 S•-0' f 13 - 4 5S7 TAR 1 -3 2 15 -2 2' f 17'- 4 t]f 7 32 RAR 7 Sx a 17 -2 0 3 -R" I 1! - 4 713 32 1 -3 f -2' l 4 -2 f 21'- 4" rO2'14. 767 7 32 M 30 7/32 eAR 21'-e 5 150 ]•-R 3/4' 10 22'- 0" t1, 7 3 A9 30 31 up 21'-10• I 0 Y710 3/8 10 24'- 0-' IS3 7 S2 MR 1 - 7/32 oAA 23•-10• I 0 1'-3 III• 10 U -0 8" PRECAST W/ 2" RECESS _ DOOR- U LINTEL DATA TABLE S ao F77i[ IQ'.III,r 11A>l'_1S91:Il E1iJ Ii fiiJ Y";A'31 QL1[ lLi.Edn'. RWITE. 17 tZFYILS lu DCTJIOGyomTl Orlar I IfA?...v G]i•7JL10 0® tl[i l Il`ii I':iill4.rr.._, llltf 7ddE1©L7O FiC' i1oC3iiYJ•S!L Ii11li::lRA.'P!!1I 11S!::3Ii S©L t Ilan BEWEM 8" ' PRECAST U-LINTEL DATA TABL I LYOL IE M O5/f J- a a 3' 0.032 126 03 WAR Y-5' 7 32 TAR 3'-Y• A 1 4 4- 0' 0.037 1MREMARV- 5' 11 7 32 2AR 3'-C N A 4 4'- S" 0,041 I92 7 J21 4-' NA S -{ 0.049 S 7 31 A 0 A R e - o.asf x Rr-t" 0 Dt0 3 7 Sx TAR r-2'AY-I" O.ON 270 D 7 ]x tAf Y-x' A f f" OAtt SSt 3' S RESM 2 0 e IS 375 5 S 3-0 I IE- O- 0.110 2 S REMR II -11 MUMAI 3-0 I 3'- 1' 0.122 400 5 REIAR 1]-3'' 3- 0 I/- 1 S RERAR 15-11 t TW1 " OM""W10RWTION IS PROVIDE, FOR PRODUCT APPAOYAL D IS FAOIECIED WY CWYA"T LAM AXD CANROF HE R[PROOUCLO OR DIMMED VOTNOUT THE RM WRITTEN COWCRT Of CAST-CIICTE USA. INC GENERAL NOTES; 1. REW MIND STEEL- 7/32 TAR ASIY ASM is S4. S. NOTEI THE ISTAL NUUER of STIUUPS AND AS RCDAA OAADE SO .151E A915I 7/I9 INCH REOUAED IS COUNTED STARII%0 7IOL EACH WAMEICR ITIAN IOW-RELAAATIDN PREVIESSINO 1. OF THE MEMCKIRO CADG FOR EXAMPLE SATAYD ASTU AAIL - RO. OF 37LVUPS " 4. THOI YHE 7. CDNCAETC Sif wm: F.. 0300 PSI FOR aAEINTORCND CAGE mom SHOPS 2 S1IAAIRS PIESMMIlR LWIOY, 1.. 4000 PSI roe ALL FROM C40 LKD. PAECAST S OICH IAIIELS. S. 2i POUNDS Or PKTRRQRLLME nW-U RA S. INOIAL 1'N15IRESS FORCE . O.7S A IW CUSD. OF CMAOE MAY SC USED Ul LIEU OF PMSNIC= 0 UWM RESOORONO CAGE 4. SIRIMWC 1 MoEW PUSISESSED • TO SLS6f VrTM AND NANOLM FMIL VL S e NHS ' PRODUCT 1tL•VIS1iD AT0-44iDl with Ola M fda IIWUIDRCode DAIi!¢_ o qq 1L 17' YJ ' 2: cRAIGPARPo 8324 CR 579 M.IAnil U n trout R I ' \ C J SEFFNER. FL 33584 A'as NAL 6N:4° FL. P.E. LTC. N0.44756 a;i; iiiii:I r •[/rl ii:i I. • • roar''IIel> l al'J.t,+[f.ayLri;luit!:I>t:au ru;E rrLE1. - IMP -NIMMI. I. ME".., MIC-IrMEMMEMM=11E 1 111M." 91111jYrLIX1114. 3 RIiimil12 I• iirrIF, r SAFE GRAVITY LOADS FOR a" PRECAST d PRESTRESSED U-LINTELS SAFE LATERAL LOADS FOR 6" PRECAST 6 PRESTRESSED U4JNTEL6 4-4- cm. SAFE LOAD PLF LENGTH TYPE E4U8 I 8F8 RCMU 3'-6- (42')' PRECAST 1025 1024 15913 4'-0" (491 PRECAST 765 763 1309 4'-6- .(54-) PRECAST 592 591 1073 6-4- (64') PRECAST 411 411 745 5'-10-(70') PRECAST 340 339 616 6'-6' (781 PRECAST 507 721 490 i-6- (90") PRECAST 424 534 363 9'-4' (112' PRECAST 326• 512 230 16-6"(1261 PRECAST 284 401 180 11'-4-(1361 PRECAST 260 452 154 12'-0'(1441PRECAST 244 402 137 13'-4-(1601 PRECAST 217 32.4 110 14'-0' (I681 PRECAST 205 293 1 OD 14'-8'(1761PRESTRESSED N.R. 284 91 15'-4'(la4l PRESTRESSED N.R. 259 83 17'-4%2087 PRESTRESSED N.R. 194 64 19'-4'(2321 PRESTRESSED N.R. 148 52 21'-4'(2561 PRESTRESSED N.R. 125 42 22'-0'(2641PRESTRESSED N.R. 116 40 24'-0' (288' PRESTRESSED N.R. 91 33 SAFE UPLIFT LOADS FOR a" PRECAST S PRESTRESSED U-LINTELS C4gS7 R4TAL' SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH srs-1I tFe-2T ariz-17 12-27 aF16-11 tFli-21 sf2o-iT tn0-27 af24-IT eF24-2T H2rn SF21-21 6F3z-1T SM-21` 3'-6' (41' PRECAST 1569 2555 4 4394 520 6132 7001 1569 2655 3524 4394 526E 6132 7001 4'-0' (48' PRECAST130 2305 3m 3815 4570 5325 6079 13s3 2305 SIio 3115 4570 5325 6079 4'-6' (541 PRECAST 1207 2040 2707 3375 4D43 ail 379 1207 2040 2707 3375 4043 4711 5379 4' (64'% PRECAST 1011 l71 D n76 263a 3399 3961 4522 1016 1715 2276 Wil 3399 3961 4522 5'-10'(70 PRECAST gm 1561 2 2593 3107 3920 4133 929 15f7 2010 2593 3107 3620 4133 8'-6- (78' PRECAST 635 14D7, 116 2329 27 3251 3712 135 1407 1268 2329 2710 3251 3712 1'-6' (90j PRECAST 727 106 1624 2025 242 215V 3223 727 1224 1624 2025 242e 2827 3225 9'-4' (1121 PRECAST 91 70a 1136 1474 1815 2157 25M 591 952 1318 1643 196f 2264 2619 10'-6'(126 PRECAST Sao 575 915 lies 1461 1736 2011 530 695 1 110061 1472 14 1753 1, 2055 1 234E 11'-4'(1J6' PRECISE 474 504 SOD 1037 1274 1513 1753 494 6D7 104210 13n 1543 1915E 2167 ps 12'-O' (144 PRECAST 470 43a .r n4 135 1 t 1369 15a5 470 550 f40 1302 1560 tat 2075 13'-4'(160') PRECAST 41a 386 607 7W 964 1143 1323 175 - 460 780 1139 14Ie li Won 14'-0' (16n PRECAST 31K 358 550 724 119 1051 1220 410 42S 717 ID63 Lm 15s2 1807 14'-6'(176') PRESTRESSED 239 334 52D 612 t75 971 1131 246 3" 163 ro M 1516 1734 pA 15'-4-(1841 PRESTRESSED 224 313 486 627 762 fn 1054 230 342 61i aW 124 1460 1968 IN 7'-4'(2081 PRESTRESSED 117 263 405 521 638, 756 73 oA 306 sob 740 IDOS 1271 1473 19'-4- (2321 PRESTRESSED of Slt 447 547 47 747 293 429 623 841 1059 1227 21'-4'(256') PRESTRESSED 204 . 307 393 460 , 561 655polR14232373S37n19Ds 104D22'-O'(2641 PREIRESSED197295 371 462 546 630 223 SSt 513 6a a6S99924'-O'(2881 PRESTRESSED nD 217 s4z 416 4ffi 124 202 319 4s5 606 737 876 e7t gq J) THE NUMBERS IN PARENTHESIS ARE PERCENT RCDUCTIONS FOR GRADE 40 • SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. U) T • r ENTHE515 ARE PERCENT REDUCTIONS FOR GRADE 40Y/1R RELD ADDED REBAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. c°on, T Mxtw>n E GENERAL NOTE NO. 4 ON SHEET 3 OF 3. C' V . CIE 6D716111 Co'4 1A 0'9 F7orid6 i1 / MODUCT RAV1SUD 1rinC „'TO, pA,c n.7td,<e ND it. IODNd6Wallin TE R pTmt4Dn W 4 ° o Z y'•, /y: CRAIOF'ARRR10 liMI4miU6324CR579Dv 1 PG\ — SEE GENERAL NOTES - SHEET 3 OF 3 4 a R SEFFNER. FL 33504 c1 oo6D' Ol syl REVISION AT rS 4 FL P.E. LIC. N0.44756 644 4oEFt 43F K Mug In7 CAST 1tCRETE 8" LINTEL FABRICATION DETAILS IW7.rPloulslum FLE Kau 11MM-u WO 1r: t7u0 euca6, et - 9m m. 44736 CALL WIT a SCYE DAIL 09/47/98 CRUM) F: UM FALa1Ko. FL - R0. to 40% 02ALSK1 K. FO1 MIT 2 Or 3 i — SAFE GRAVITY LOADS FOR 8" PRECAST w! 2" RECESS DOIOR U-LINTELS cwt 4-dim SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 8AU6 6R7i-00 W'o-06 fiFt4-OB eau os IIf29 oe n7To fe 6M6-u WIO-19 W4-ID 6*18-I0 A1n-16 W71-18 8t7.10-I11 4'-4' (52' PRECAST 1fi35 1749 3355 3280 4349 5421 6493 7557 1891 36!! 5209 6530 sow 9479 10893 4'-6' (541 PRECAST- 1424 1596 W63 2"1 S1G8 4946 5924 6904 1756 369! 5206 6539 WW 9479 10593 5-8' (58 PRECAST 8b5 920 1770- 1716 2277 28" 3402 3966 1187 2481 4567 53119 8060p, 7917p 9311 S'-10'(70') `PRECAST 810 659 1653V245#3776 4 2649 3174 3700 1113 2342 7 6060 7402 6706 tml 6'-8 (BD") PRECAST y 901 W25 16 7747 9443 7360 got 192545 7915 9479 1089 T-6' (90' PRECAST 669 755 14307i 5743 7239 5523 765 149078 5743 908 1029 D"(116' PRECAST 411 465 999 3 3129 4091 3146 s26 99253 3129 4150 589t j) THE WMIDERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 GENERAL NOTES I) W.V. 12) Unto. M nld- d M. e.& b .m.W.b f. 8' lr.,nl 1dd - 4000 pel vvOwi cd r.WrcNf 4nd gwiy. r. y wr a sd.1 - om 9•1 13) IM ul. W -1- .1 Ind. b.t.led 1. ctow m.e.w 7t0 Npr ASN 0, radr.n r1 meA..b hhw r. W'a /6 Wb . -Cn N .e4Ad in u.rd.. 4% AS111 C-426 swm.4 nD nm 14) U.Wls I.daMdMWAmdy M Ws" ((W-1) W pdASI A9•.0 bd0."d-W 1. D. t6. 6M.1•1 ".11- 1na4cftq .4.N 11. tr ASW A415 f. it 273 1 rd.W- m.rlar Ir ASN C770 Ty" N « S AppW .ricd bd Aypid hriwW Me 2) A ..N b. d bWn W.d r rn::mue 4 i«h nrrla l M.ln9. sdc .Wood %W + W. I.&. w bd S I.0 Lr&p14y S.1. W. Ir r t.1 try. RX ..d Mi Mat IS) For m muk &W I.*W ad a.m ,Au d. but b.m -1 bur YI9N .1.nA 6 2yy Mi 9 ty kyns fs.lh I. I4,c1.. 1.If) Fr MW k,4W W d..4 .se W. Wd Ir- ml brQu 1 4e dsan. 3) Nib Iu1 .od.r Id r d hod 1d^>s 17) S.I. 6.0 .1. cuF.rlg.ad d_" Ma 4)'At .:nha ti p.dl. d. 1Madu W pwd rd.U. W 14) $41. 4ud, Mud r .Furl d.,42. -Y. y.r wa S70 .d ACI 719 q:.d. 40 5dd deed ,d.. .. j-le- 7-i' U4.1 9F32-19 I.I. 99.Ay 6W - 447A 0• IS) A"W.,W s1 cl but <.p ty .r M .bW d by It. 4..4 .r /y p"dnq .dA;..W 153 n6A6m 4 9472 (M) SWIprr.a}.rcd —0. m. q . Zs (NOI3) Oft. the Wd. see d kh b"W. 5) A W. Mt r cued L/310 ddl.9ef f3 ZY r..Lm 4 try. IFS F7 -f one b.W ,•..a dd VI80 ddk4m Use is f. 9t4 b mndair Ud FIWWD Wil Cd. S. Gm 1604-11 m SM. Sled W1 .s repe.A 7) 0. 17 rtW, mq M cdr.Wd.1 1r In /5 r.bas 1) 9nN7.11r/.11KhM d MW , nest e.nply nb W WWWAM e.d/r .Uwlwd d..an. nla - 1) tL dW4 .r ..y «d.. 1.. LR W Iwd. 1,.. W rt. badWl.. by mkWUng O,e v=I.- r Wi.9 retard ad d- d d-.Lan Lan Os 10) R2. - Nd Nall It) f. U.. 6.1G .ddc4 ah. I. M k A:d d IM W%- d %. Adel ..r9y, 1/2' CLR T SAFE LATERAL LOADS FOR SAFE UPLIFT LOADS FOR 8" PRECAST wA 2" RECESS DOOR U-LINTELS 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION 8F72 ff- I F • Ftt1E0 !GM C rry / U • UNFll1FD OINNIIfT OF 5 6EEV Ai DOnW OF tuna CA141T 81716-1B/ IT Will um J L ouAxm of Fs m olim Non J aaa AT 1a Fs KIAR AT TON IK (1) NEO'0 CALL 3: '''.. 4: ••. . c.• tmtn is IIEW AT 1011ON Of t9nIL om1Y i SEE SAFE LATERAL LOAD ee. 7 • Ite,A IIOTI0111891 N ING IASMFOR FIOR ING `. 7-s 6` AcnK IONOm N UNIa REWORCED CIIU (RCMU) BF32 $ G E: N O . ••mman FULL COURSE C•DIN:7,REI.' 47yEp r''0"•IJYi:Y•nth W. Fl07id ` • NRgIWCI'ILIIVLSI 2) J5 REBAR Br7liy Cod. 0. 04 es eomVlN•e xiU: the l'4viJ4 uWd' c & CR40 •r GR60 Adayr„e. No - o .oil ' * ' A..epl r.e N, 7 6•Ol Ion th,e AO • T OF O,>IaLd(n. Eul. 4S oZ C( R10T''\11 6324CR579 .`""'(t~ So,' • , - , a .• SEFFNER. FL 33584 n ow0a SEE GENERAL NOTE 18 r A+ eu u SIONTT s1`' 7 Ff,•, ! t"'/^ > n9r CAST— CRETE 8" LINTEL FABRICATION DETAILS pr1: 16L[: IK00-14 OAM9 9f: Ctdb AIJ)10, fF. -AEG 1dL 44756 lGIG 10f q s6Ati uI[: 94/DI/ti CZLC2C9 9C CWD tA2L1R Ni. - IL9. N0. 44731 Duna N. f99 SN[U 3 of 3 M IAM 1 BADE MIAMI-DADE COUNCY PRODUCT CONTROL SECTION DEPARTi1•IENT OF REGULATORY AND ECONON11C RESOURCES (RER) 11805 S1v 26 Street, Room 208 BOARD AND CODE ADDLIMSTRATION DIVISEON Miami, Florida 33175-2474 T(786)315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) rnvw.mlamldade.eov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County 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 manlier, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this, product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411, 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Pan•itio, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parritio, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miatni-Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami=Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this, NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA.as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed -by the expiration date may be displayed in advertising literature.. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the•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-3as well as approval document mentioned above. , The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. NOA No. 14-0903.03 MIAMI DAD; COUNTY `- J fi Expiration Date: 09/11/2018 u r Approval Date: 10/09/2014, Page I A Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 1103-0605.04 A. DRAWINGS ' 1. Drawing A'o. FD4612, tilled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, AE., dated March 24, 2003 and Drmving No. LT4612, titled Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables'; sheets 1 through 3 of 3, prepared b'V Craig Parrino, P. E., dated rllarch 24, 2003, last revision #1 dated April 28, 2003 both drawings .signed and sealed by Craig Parrino, P. E. B. TESTS I 1.Test report on,Jlerural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Ur filled,rblodels, total of (13) concrete lintel specimens, per AS'TiV E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Hamon, P. E. C. ' CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino,• P.E., signed and sealed by Craig Parrino, P.E. 2, Calculations for Casl-Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino,, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATION: 1. Qualitf, System dlanual for Cast -Crete Alrrchine Blade Precast Lintels revised on A1(1v 1, 2002. 2. Cast -Crete Quallll, System lllanual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL. # 08-0320.09 A. DRAWINGS ' 1. Drmving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E.) dated rllarch 24, 2003 and Drmwing No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Sofe Load Tables", sheets 1 through 3 of 3, prepared bl, Craig Parrino, P. E., dated dlarch 24 2003, last revision dated rUarch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Bp Hiand-Dade Count), Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. Alone. H06y, A. Malcar, P.E., 5I.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09111/2018 Approval Date; 10/ 09/2014 E-1 Cast -Crete USA, Inc. I NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBrvHTTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. 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 r\ro. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Sq e Load Tables'; sheets I through 3 ol'3, Prepared by Craig Parrino, P.E., dated 411larch 24, 2003, last revision dated rllarch 11, 2008, all signed and sealed by Craig Parrino, P.F,., on rllarch 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By iWanri-Dade County Department of Permitting, Environment, and Regularar y Aff(irs. E. MATERIAL CERTIFICATIONS 1. None, F. OTHER 1. Letter fi-orn Cast -Crete Corporation, dated Februa), 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TEST'S 1. None. C. CALCULATIONS 1, drone. D. QUALITY ASSURANCE 1. By Alianri-Dade County Departmem of Regulator), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. Uomq A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 a Cast -Crete USA, Lie. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing 1Vo. FD4612, titled "Precast arid Prestressed Litrtel. Details ", sheet 1 of 1, prepared by Craig Parrino, P. E., dated hfarch 24, 2003 and Drawing No. LT,1612, 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, lost revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 08/19/2014, 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 Mianri-Dade Couch, Department of Regulator), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated flugust 19, 2014, signed and'sealed Gy Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. r Rel . fikar, P.E.,, M.S. Produet Control Unit Supervisor NOA No. 14-0903,03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-3 a Asir RE. m HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 4" SOLID LINTEL DATA TABLE ILr:Lir:1 T TYPE •a• TYPE "A" STIRF s t. VU v 6" PRECAST U—LLNTEL DATA TABLE 4"7n'.7 M0111GF,1.1 1 fi; TYPE •a• TYPE "A" STIRF s t. VU v 6" PRECAST U—LLNTEL DATA TABLE 4"7n'.7 M0111GF,1.1 1 fi; rD T®vim®©ao t Qvit frlmiD L:slrrc©ao nsn:arass.:ro®av®re avao ic o®r a.0 lraarrsrnr r a r rrntsxt.:.rmvfstsimra vao nr,T>tsTTartus:a rP+.nr arz tto inaf7sT7r rtr>tS r dr t 7n ravrtrantrTrrar:u;art.$ry Tera r>a a rTyC,y EcAr_i_..,r n.xR 71Fl:S:JdrR1aV r'.9t7• BE= ri Lu.a a:7rrw•1ira90 1=101WIfir, Alf"W ki"29- r>n®v r e ao G3rQ•'1kf fFflL^d taDlElHI!'Q iQ/dt0, azuWIN enerI7,ifz i["W= 13wuII<}tmi trl5i®v.a^ami atto r nn:arca_+"MiAZA F ae ao nes rtau.^o v®rya o 1a5i101Q l[:lar rt-annlrrft®reus na T rf tr n xt m reatL:so r.o mto reau ammr arse KFEWttr,ar n mctrrrisi:s..joertrr7I.111-..'Ell0JIMaPKRM r rr arf!IL-7tttic rra: tDerrto EDMOmoaUc•1iffm 12' PRECAST W/ 2` RECESS DOOR U—LINTEL DATA TABL 1ALMDER OF am 11K Ix.to— I/DIWNDN to IWYIIIp iDx IIDMICT MIWY.4. A 6 rraxctro Ir oO/rmer t um CANNOT Dt REPRODACtO OR DmDtutte mNour Im tow rxrmN CMUNT trsT-cam us., INC. GENERAL NOTES: N. rtlr0lt11a zmn. tpt w •sTv n,e p. 1.. ARD I. Iuu . stm anwTh: I w. a Doi uHas .:zw rN Illt Nun uia s. N.1[. Nc VOIAL NIN.0 OF FOARAP. "QUOIN ut t zb srzatwz a. aaNcxtce MtK s. r.. zoos ru FOR rAa z ICI AND a weI FROR MR DD or INC AW.1cm 4Dp rC. taeNnt — No. OF racuu uNm; r.. szoz w ra . INONN uxNas sruz.ra ... TNt1 it z[Av.Iar c.E r.uermN ROCU &NR- a smfw ma iNsu 0 zm nu .Nc TO IC Jces. E1Y [ssf x swiss rza and tea M . IW It IMaN "NiLL! IIIU IND/Im fMN /.DL r. --- , E N I O % PuornJcr IHt:vlsuu rmTwtriN n, NA DTO sxD.4 mdtalrCaa. Ouc3 03 S T F Jr., o . Yl P%.•: cRaICPARRwo Ntmw !& i OR1. 6324CR579 a1, w PRECAST AND PRESTRESSED LINTEL DETAILS J1U: m11m1 DKIN-11 DYMR M JOHAI MXAUD SWL AS SHOSI we 3/2vu Ta uS® m: PAtAND• Pt DxuDla rant SHUT: 1 OF 0 GENERAL NOTES 12) I.M Mches d UM •Id! 1. 1) I/olulas •-J' decarwd• . Mool t dA dm .nd yrwl re 4• pr.ad Few . 3000 pd r e 1 12• wra,t Ldd . e000 ppI u) Th. nt. br •.t«..1 ratrs ngated .d. M cv v-9 mavry .01..hal barecoWqd .•rca WjAW n amrdm..2.h ASTN C-l26 r Ww .W.w c olYr¢ r. 9,.A - 3 pa wIth m.iw.n )/{ .dt .5yr yd. a. 1. m.,onry wa.n itA A574 CIO .ilh nrtmn rrd 7SR4 Ordr• D n 1/) Ws .n.•N . N.cLN with lmair (Iq I. on=hlmdl.cly •7Altcn. hm . nbor pn A615cG mvty per ASW C270 4" U v S A,pp,W wrGat bad 40d h.LWM toad SO. hW.wta l d s 1a z) Ad .1. Iwd Ma. uo.ea on rm0wm /roar rr.ird bnrtnl. sd. wlio.l wd E—r— SW bad, Iv rnw hN M. . . 12UB d 12110i mnl b. r.aaW y 20i d tr rk% krgth 1, ILA, 15) F., —pWW M.l Wjbi. ad aced"o. ..N Mod h- .A kw talft .b.— fh.n 1 1/2 'r•h••- 16) Fv 1nw W qW n.t h ... la. W. bad Inn mA 1".9 Icnp dbnn 3) P,.Odl. fd r..Aar_Wd .M head WL. 17) W. Mad, ar. avperk•wea dnaN. ba4s 4) Th. m by in paredbe.d bdrotw Ift port..k r.Adi.a for 18) Sof- bads Wed a. 1.61 d.up an*. pv AO 5X wd Af0 316 Bede rz 1eM added nWr. pr jzgmplr17'-4' unw I224-2B ale 6rwlyl • 1/2Bp4 11) Addb.nl M1enl IOW copoWy wn h .bt.ind 1y Du d..'gnv by pr-W,4 .44-1 eW-" C... r.w.ay wa. (Brya) .— By l.t t Sw h.1ch bow: 14% niuclan 4 1421 (.1) FR 5) AS V010 a1h bon E. embla car em ,i Vi o dcfi c%% u U,. M Witdd t..mdd:.w mardq ur 511111 I M" s.. w. W. .11 w .pp0c.bIL _ 6) St— QIW hich w r.4idcd. 7) 4- ,ad calls to a ieldlta ./ 4' fen.•M. lndmnW and a' ! meal. vvLcd I. A( oi.a/af.chn.nl d rWa ma•t o•.py .in W vad.el, d arld/ R ilNcb..f dxumeda ' 1) TM d.4w may dwhrotd came. &M d Main from the so. bad 1a14a by calm4tinp U moiw . ,6* rrwmml .-d,bw d d-cr.cy I.am 0r roa . I wppo.t 10) N.A. - Wt Rd.d 11) 1dt.rh rdd addW r.W 1. h Mated d IM holtam of U I" catty. n? F CESIGNATIou r r.. .W war/o-anon FEYIiim' aen° 12F16- 28/2T tf Iw ( 2KM WO p1RonanCc > ¢ono ra um, v ti . 41L QI 'Imnp 10 V Illlpf as Ra® rar •• aau vrra R..ova tt 5 ' ACTWL j m 12- " PAL VhDTH SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITUTAL RENFORCEO CMU (RG1U) FULL COURSE 1) 15 RELIAR FOR 6- LINTELS 1/ 2 CLR TYP 2) 15 REM FOR 12- LINTELS GR40 or GR60 SAFE LOADS FOR 4" SOLID LINTELS 4- 4wrn GRAVITY TYPE LENGTH, 4S8 T- 6' (42 PRECAST 1180 4'- 0- (48 PRECAST 959 4'- 8' (54 PRECAST 789- 5'- 10-(701 PRECAST 460 6'- 6• (7n PRECAST 360 7'- 6' (901 PRECAST 260 9'- 4' (112l PRECAST 1 56 10'- 6'(126' PRECAST 1I , 12UB 40-- UPLIFT LATERAL TYPE LENGTH 4S8 4S8 S- 6• (42-) PRECAST 687 371 4'- 0- (48-) PRECAST 597 320 4'- 6- (541 PRECAST 529 258 T- 10'(70' PRECAST 407 148 6'- 6• (78' PRECAST 366 118 7'- 6- (901 PRECAST 280 87 9'- 4- (1121 PRECAST 187 55 10'- V(126PRECAST 152 43 12FB 12F12 12F16 6U8 6F8 6F12 6F16 • • : ;' 4S8 12F28 12F24 12F20 j PRODUC), faMsf: W t ;; 4• oamPlyiar with lh. Ft. le. D; ST •*2 Duildin3cad: p F Aco. t.nca t•!u A4 - o U' , Q T .' j : CFUUG PARRINO BYpinlian Uzc c ° j i', .uRIO \ lV,- 6324CR579 ) 6F32 6F28 6F24 6F20 . S; ••• G ,• SEFFNERFL 33584 CAIAL 4,`' FLPEUC.NO. 44756 A ali unl'snuo; ' WEM19EROF m-CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES X. ru KwE: DIM-14 D1am+ n: nFAx ARBAw scuF xis WE: 3/ 24/03 C11ECK[D 1i: CRAIG PAVW, F.E. - tEG. x0. 447361 DRARNG:IID. LT4d12 SKIT I OF d SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS FOR 6" D ECASSTLU.LOINTFLS SAFE UPLIFT LOADS FOR 6' PRECAST U-LINTELS CiMrt SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 608 6FB-18 6F12-18 6F16-18 SF20-10 6F24-18 U28-18 6f32-18 3•-6- (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (48') PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10'(70' PRECAST 1067 1260 2198 3557 5734 7227 8297 5225 6'-6' (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 Y-6- (90' PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4' (112' PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6'(1261 PRECAST 503 565 895 1270 1706 2236 2898 3747 11'-4-(136-) PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0-(1441 PRECAST 425 477 744 1042 1377 1769 2238 2508 13'-4-(160 PRECAST 373 417 646 895 1170 1485 IB52 2285 14'-0'(168-) PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(2081 PRECAST N.R. 299 455 620 794 985 1198 1437 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 MfMOF]1 Of u C4,,4,N,rr SAFE LOAD PLF LENGTH TYPE 6UB 6F8 RCMU S-6' (421 PRECAST 587 1055 596 4'-0- (48' PRECAST 487 787 445 4'-5' (54' PRECAST 416 609 344 5'-10-(701. PRECAST 300 350 190 V-6- (781 PRECAST 263 496 157 P-6- (901 PRECAST 222 367 116 9'-4- (1121 PRECAST 173 352 74 10'-6-(1261 PRECAST 151 276 58 11'-4-(136-) PRECAST 139 311 49 12'-O'(144' PRECAST 131 277 44 13'-4-(1607 PRECAST 117 223 35 14'-0-(168-) PRECAST 111 202 32 17'-4'(20n PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 n 40wan4-- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6f8-IT 6F12-1T 6Fi6-1T 6F20-17 6F24-IT 6F28-116F32-1T S-6- (42' PRECAST 1412 2074 2715 3356 3997 4639 5279 4'-0' (48 PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6- (54') PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10-(701 PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6' (781 PRECAST 723 1097 14371) 1777 2117 2457 2797 7'-6' (90' PRECAST 648 8831y 1249 1544U 1840, 2135, 2431 9'-4- (112l PRECAST 575 571M 980 1252 am 1492 CK 1732 1972 10'-6'(126' PRECAST 514 462M 767 IV 1121 13361. 1551 1166 11'-4-(136-) PRECAST 474 404 n 685 985 1213 1442 1645 12'-0'(144") PRECAST 454 Ij 367t.1 619 cm 888 a,, 1093 1299 1506 13'-4-(160') PRECAST 412 308 516 736 906 1076 1247 14'-0'(16n PRECAST 368 265 475 577 832 989 1145 17'-4'(208j PRECAST 251 208 3, 476 585 693 803 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REM SEE GENERAL NOTE NO. 4 PA G• ENS Q:t. 44 T F1 l/CO^. °(-i j/•'•: CRAIGPARRINO 6324 CR 579 k`, 86PFNERFL33%4 unn4 FL. P.E. UC. N0.4475 PRODUCE RLVIS^DW d''plr-3wd1A I Flund ro c d. CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLE OAIG ]/24/0] CYE W !f. CIMUMNO.P.E.-MR0.44MI OUTU MD. L14612 SWff 2 0f SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS FnpA! o rTERALLOADS I a SAFE UPLIFT LOADS FOR 12" PRECAST U•LINTELS i n41 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12118 M-28 12FT2-2012F18-2812F20-2112124-2812F28.2612F32-26 S-6- (421 PRECAST 3428 50DO 5838 7619 9352 11060 12755 14438 4'-0' (48 PRECAST 2923 4232 5&% 7619 9352 11060 12755 14438 4'-6' (54 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10'(701 PRECAST 1612 2320 3218 5234 8487 11060 12755 144M. 6'-6' (78' PRECAST 1383 1986 2679 4196 6421 10032 12755 144 7'-6- (901 PRECAST 1138 1625 2131 3218 4676 6756 9763 1352§ 9'-4- (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 75521 10'-6-(1261 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 1 V-4"(136' PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-C'(1441 PRECAST 456 878 1073 1513 2020 2617 3333 4206 13'-4'(160 PRECAST 359 767 j 926 1 1294 1709 2188 2743 34091 14'-0-(1681 PRECAST 321 720 855 1204 1554 2017 2451 31061 17'-4- (208') PRECAST N R. 451, 6311, 581,9 11411" 142%, 17501 2102 19'-4'(232' PRECAST N.R. 3431, 477 A 700, 925 1152 1380 1609 r SAFE LOAD PLF LENGTH TYPE 12U8 12F8 RCMU 3'-6- (421 PRECAST 1295 4841 393 . 4'-0' (481 PRECAST 1295 4841 299 4'-0' (541 PRECAST 1049 3922 2417 5'-10-(701 PRECAST 681 2547 155 6'-6- (78') PRECAST 579 2167 12341, 7'-6- (901 PRECAST 474 1771 914 9'-4- (1121 PRECAST 355 1326 580, 10'-6' (1261 PRECAST 306 1143 454P0 11'-4-(1361 PRECAST 278 1041 1388, 12'-0'(1441 PRECAST 260 971 34 13'-4-(1501 PRECAST 229 857 278 14'-0-1(158' PRECAST 216 809 251D 17'-4'(208 PRESTRESSED N.R. 633 16;4 19'-4'(232-) PRESTRESSED N.R. 534 130 U 1RE t(WO s N PARENOESIS ARE KRlmr REIIIICnDHS FOR xc UuYLR11L RUM I0 GRWE 40 FIELD ADDED IEBAR. SEE GENERAL ROLE NO. 4 SAFE LATERAL LOADB FOR SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS 19' PRPCIRT-19' RFGFRS OOR II.LINTFI R 4-AW-4" n SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPEt2R06 12AF6 28 12RFW 18i14- 12RF18- IMM- 12RF26- IMMZE 4'-4- (521 PRECAST 25M 2942 1 5468 7584 9540 11669 13679 15679 4'-6' (54') PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5'-8' (68') PRECAST 1347 1841 3555 6395 9640 11669 13679 1567 5'-10-(701 PRECAST 1259 1758 3361 5954 9355 11669 13679 156 6'-B' (801 PRECAST 924 1430 2633 4415 6884 103q 1257. 1480Q 7'-6- (901 PRECAST 713 1203 2157 3494 5259 7922 96234 1132q 9'-8- (1161 PRECAST 389 843 1451 2157 3203 44270 5417 6380 1) THE RUIEER3 INI•NIENHffM DARE MIT REDJa" FOR GRADE 40 FIELD ADDED REINt SEE CCIEItAL NDIE NO. 4 4 SAFE LOAD PLF LENGTH TMPE12RU612RF6 RCMU 4'-4- (521 PRECAST 1295 3692 2581 4'-6". (541 PRECAST 1213 3458 2417 5'-8- (68' PRECAST 784 2236 165CW 5'-10-(70 PRECAST 747 2129 155 6'-8' (801 PRECAST 602 1716 1170 T-6- (901 PRECAST 504 1438 914, 9'-e' (u6') PRECAST 355 tOt 1 5 " Cwn 4— SAFE LOAD • POUNDS PER LINEAR FOOT LENGTH TMPE 12FB-21 12FI2-2T 12FI6-2T 12F20-21 12F24-tT 12F28-2112F3I-2T S-6- (42') PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0- (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (54') PRECAST 2113 3291 4310 5320 6347 7365 8384 5'-10-(7D') PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6" (78') PRECAST 1444 2269 2972 3675 4378 5081 5784 7'-6- (90-) -PRECAST 12671 1767 258 3194 38051N 4417 1128 9'-4- (112 PRECAST 1D28 1 1171 2006- 2590 3087 35830 4079 10'-6"(12n PRECAST 9201 941 1612 2281 2764 32091, 3653 ll'-4-(136 PRECAST 658 829 14040 1982 2441 2902. 3364 12'-0-(1W) PRECAST 614 753 1269, 1788 2201 2616 3032 13'-4-(16D-) PRECAST 678 633 1057 1485 1826 2169 2513 14'-O'(168') PRECAST 622 5861 974 1365 1679 1993P 2309 cm 17'-4'(2081 PRECAST 434 421 695 ,j 964 1182 14021, 1623 19'-4'(232') PRECAST 366 370 593 817,4 1002 1187 1372D U) THE NUMMIS IN PARFHDESIS ARE PERCENT FIEDUCnONS FOR GRADE 40 FELD ADDED REM SEE GENERAL RDIE 1m 4 SAFE UPLIFT LOADS FOR 12" PRECAST w7 2" RECESS DOOR U•LINTELS w--4— SAFE LOAD . POUNDS PER LINEAR FOOT LENGTH —__TYPE 12AF6-2T 12RFIC-21t2RF14-2 12AF18-2 12AM-2 IM26-2112U30-2 4'-4- (521 PRECAST 1626 2685 3746 4806 5867 6928 7989 4'-6- (54 PRECAST 1558 2582 3602 4623 5643 6654 7684 5'-8- (68) PRECAST 1210 2042 2950 3558 4466 5273 6081 5'-10-(701 PRECAST 1173 1984 2769 3553 4338 5123 5908 6'-8" (801 PRECAST 1020 1538 2426 3114 3802 4489 5177 7'-6' (90' PRECAST 9044 1226 2163 2776 3390 4003 4617 9 8' (116') PRECAST 7031, 771 0 1472 2181 2663 3145. 3628 BIX N PAREWHE56 ARE FVMNT REDUCIRNS FOR CA . E N s 40 FIELD ADDED REVUE SU CENwL NOTE RD. 4 M ODUCi IV.V1SL'f) 447 w1N R 4villl the l'IuriIa I Lode T E F 1j'' L/. cc1J" 0,07 03 0 CRAIGPARFU t RI P• `, 6324CR679 SS ' 140n.1nmo nC'.•` SEFFNER,3 3358a AAA4jO7iI1 1 1``, I SEE GENERAL NOTES - SHEET 1 OF 3 FL.P.E'LTEAlID4Ri756 MEWCR DT CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES E IRE NWL 015UN-14 PON N': AU ANIAUO SiJIE: mlL DAL, 3/24/05 CNECIEO 11: gAIG FUM0. P.E. - NE0. NO. 44756 IRARNG: ND. LT4411 INLET 3 OF 3 MIAM 4DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RF.R) t 1805 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.rnianrld2de.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 ABJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance put -poses. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails,to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to cornply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel- Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino; P.E., dated June 7, 1996, last revision dated June 12, 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 put -poses 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 1J 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 H1 lmy A. Makar, P.E., M.S. L NOA l16-0126.03 MIAMFDADE COUNTY ,///ems/ ; V Expiration Date:te: OS/21/2017 z017 04/ Z812_0 Approval Date: 04/2W2016 6 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01' A. DRAWINGS - 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Draiving No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06/07/97, revision #4 dated 04/28/98: sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P.E. B'. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled, Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Ramon, P.E. C, CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, 45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville CementLaboratoiy. 2. Mill Certified Inspection Report 420-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill.Certified Inspection Report #2111-07824.0 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M]9614 dated 02/29/96for AS rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report 958-A66332 dated 01/28/96 for #4 rebar by T Birmingham Steel Corp. 7. Mill Certified Inspection Report 984-M20749 dated 04/05/96 for #5 rebar by Birmingham 'Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham: Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. A aye 2_ ny A. Makar, P.E., M.S. ProdticrControl Section Supervisor NOA No..16-0126.03 Expiration Datc: 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 Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details'; sheet 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 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7,,1996, revision #S dated March 24, 2003, all drawings are signed and sealed by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-S29-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino,P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. 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 1-2 I r Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED t ' 4: EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS ` 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I throug_ h 3 of 3,' prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated i February 17, 2006, signed and sealed by Craig Parrino, P. E. I 13: TESTS ' 1. None. C. CALCULATIONS r 1. None. r D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1' 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. r 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None.- B. TESTS 1. None. C. CALCULATIONS 1. None. ' r D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter front Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. r r r . r i A. Makar, P.E., M.S. Product Control Section Supervisor r NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E, on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Alliami-Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-09,03.02 A. DRAWINGS 1. Drawing No. FD8, tilled "Cast -Crete 8"Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated 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. n. QUALITY ASSURANCE 1. By 111ami-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Conteol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc.. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Nome. B. TESTS ' 1. None. C. CALCULATIONS 7 1. None. D. QUALITY ASSURANCE 1. By lkliami-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. V r 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 - 5 r "I AST-RETe HIGH STRENGTH PRECAST AND IM PRESTRESSED CONCRETE LINTELS PRODUCr RUNLIVED e t'OM07fCI .lhh the Fl.de O'didln+Cod, Amp vw No Von nRR 7 1n+CowR,E I I' P27C.AST W/ t' RECESS JMQLAL=UM D- PRECAST Ui rvlIL e' PRESTRESSED U-LINTEL 7/32-0 RATIRRUPS E "A" STIRRUPS5LINTELS n STIRRUP DETAILS SCLL4 Y.Li LISNEL V CYNC CI11 H sPA4N0 Hn wi 1{-1 OAU 9A2 7/32 I -3 7/32 I a-i A O S•-I' 9 IS -A' 0.110 SD7 7 2 D I -3 7 32 IM I5-2 0 9 17 -a 0.15E e39 7/32 MR 3 7 32 eM 17 -2 a 0 3'-+' I 11 -{ C. 7a I 7 32 I'-3- 7 ILLR I / -2' 0 4 -! 9 21'-{- 0.IN 7I7 7 t +AR 1 7/31 BAN 21'-2' le -0 y • 3'-I 3 {" 10 n'-a• o.2na 1i u M u so 7/32 RAN 21'-10• a e 3'-10 3/+ 10 2/'-0` 0111 R+3 32 IM 1 - 7/]2 RAR 23'-ID' a • 4'3 1/I' f0to -0 r' i • • Ii, r iYi i/LE7A'AsMMa.3:cua sr.1 1#,4; Yii7•fi,fA1K n+vm n®vQo roraiami tuartulrnl:el.s pc' pop EiG'i1 F3mi[i>•iml affm:LL'i1171?VPM 1, UZI FIm sEA m.;v i•Lxr! .A U am om ranMaw Rua 71 n+rrr r r o t(> ifIL•1:7 riq:1:71:7/G G]7 lil lasl DIE Y' 111eDe ALL IIRI UgIU flit •A• 3- 3 O M iW1E opus PRr a• lM7EL Kl rORCINO CACf raDRILIpN YODEL L EL YO UYE WWISTEEL p VAbiArml 3'-C 0.032 126 115 REIAI 3'-S' 7/32 RARP4' j" N/A a 0- 0.937 14I 11 7 32 RMH 1'-6' I a -S 7/32 TARA 6 4 QO{I I[R S RN A ID-0 3 O.no 4 REeM I-3 7 321M N A7'-e' 0.DII 270 REIAR S' 7 2 RAR N 1'-{' O I I kf4 9'-Y 3 REIAII 0 D- 1' 09 37I MERAR 0'-S' 3 REIAII 2 -0 II'-P 0. Oa 5 RE+M 11-1 ICIAR 3-0 e12- 0.110 3 REIAR 11 -11 3 IILI 3-D I 3-{" 0.122 400 y RCMR I]3 3 REIAR 3-0 I C-0. 0 R feEeM a -t 1 3 REIAR 13 - 3 -o D Txu MOPWART INMRNATION ISPRONGED FOR PRODUCT APPROVAL fT S PROTECT BY COPflUW..T LAWS ANC CAENOf RE REPROOVCIO OR DISTRIBUTED 1117HOUT IKE PRIORWRITTENCONSENT OF COAST- CSVE ESA. Nc- 147 AS to L I" PRESTRESSED U-L1NT[L GENERAL NOTES; L KINTORCMG STEEL 7/32 PAR ASIM A310r IA /{. S. NOTET IRE 10TAL HWIER Or STIRRUPS AND / s A19M CAASE U/ ASIM ASIS; 7/10 UR:N REOIMED 5 COUNTED $TARIM fADN EACH NANEIER 21DRE1 LOW-NDAEA110N PRESIRESSM END or THE mwicacaw cAoq rot t2ANPLt SIWANO ASTN "IL - M. OF SIWIUr3 . 1. THgI YHE 7. t/MCKiC 21A[NeD6: M1 . POOP nl FOR e' l[W70ICWD GCE NWEL SXOM 2 SIIFAWS MESMSSL/ LNIELSL V. 4000 P31 EOI ALL flON U[N [10). PRECAST 1 am WTELS. L 2.0 PC ps Of PDiErturrLEME T1e35 PER 3. DOIUL PRESIArSS FOR" 0.70 R TN. WYO. Or WMGETE NAY K USED OI UN OF PRLS065E0 UWTIL RE1Nmxcm CME a SIRUPIM ,31fr Kr PRESTRESSED To NESM UfUln An I umumc ragas. i uxl ! . G . Mks ' rnoourrlECVISE:O u tontpl CoCo l.ilh Ou ilni413 17WIIIIyd; AEO: pP.ntc iVo-0 Oj OZ 0; E O ; Yk C 1;DHu.1."q ' Z•, 1G E,` h' ppp 9 `E/ f ' CRA24 CH 579 LjT 1 • ' '' G\C\:,, $EFFINER. FL 335e4 kl fRR. Ud d (bn0;,(Y Ps;01VAl- FL. P.E. LIC. NO. 44750 CAST-CRETE 8" LINTEL FABRICATION DETAILS W r I -- L1a-ti W V, kT•!1a"":'"" I GAIL DI/OFrc I C,IEE¢ID m C" PAMM. P.E. - Ur. RL 44M I RWM Ir, Ett SUCT 1 or 3 1 SAFE GRAVITY LOADS FOR 8" PRECAST 3 PRESTRESSED U-LINTELS vr4AvTe SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8U6 Y1-09 aFl:-a eFti ae eF20-94 1lF24 00 aFxc oe 6Fs1 6e4F6-le ai12-II IF16-11 OF2D-t0 6F24-18 EB-16 OF32-11 3'-6' (421 PRECAST 2231 309 7719 6143 cE07 5054 9502 IG151 3M 4105 6113 7547 n74 10394 11409 4'-0' (48 PRECAST 1966 2561 2751 3020 4a90 5961 X34 8107 2693 4405 6113 7547 U74 10394 11409 4'-6" (547 •PRECAST 1599 1f69 2110 7f3t 3753 4576 5400 6224 21ro 4375 6113 7547 6672 10294 11609 5'-4" (64' PRECAST 1217 134E 1435 1999 2560 3123 3666 4249 Ifi3 3090 53L5 7541 7442 8733o 10117 5'-10"(70 PRECAST 1062 M3 1173 1631 2090 2542 3009 3f70 1451 2622 4360 710 , 4036 7181 , 8326 6'-6" (781 PRECAST 90B 1236 2177 3440 3031 3707 4353 5091 1233 2177 3450 5311 M 10394W 5423 od T-6" (90' PRECAST 743 1011 1721 263z 2205 2698 3111 3165 toll 1729 2161 last 56a1 6467 6472 9'-4' (1 I21 PRECAST 554 6n 1160 Ins 2564 3486 2816 3302 752 1245 Im 2564 1 34/6 4705p, am 10'-6"(1261 PRECAST 475 535 890 1247 2093 2777 2163 25M 643 1052 1533 2093 27e1 3e4s 4754 11'-4"(136) PRECAST 362 Set 945 1366 INS 2423 3127 4006 562 146 1365 1646 2423 3127 4005 12'-O'(1447 PRECAST 337 540 973 1254 1604 2123 2905 M 540 573 1254 1604 2193 2005 13'-4"(160') PRECAST 296 471 755 Ion Iva Ima 2311 2N3 471 755 1075 1428 IL18 2319 24L3 14'-0"(168' PRECAST 279 424 706 1002 13m 1S97 2127 26m 442 706 1002 1726 IS97 I127 26J0 14'-8' (176') PRESTRESSED N.R NR NR NR NR NR 45a I61 1370 1902 22+5 2517 I712 15'-4"(1841 PRESTRESSED N.R. P235 NR NR NR NR NR NR 710 1250 1733 2058 1320 2513 17'-4'(208') PRESTRESSED N.R. MRMR NR NR NR 61 M 516 950 1326 1699 1N9 x047 19'-4' (232) PRESTRESSED N.R. NA NR nR NR NR HR 420 75D 1037 12a2 1515 17I6 21'-4'(2551 PRESTRESSED N.R. NRxR I!R NR NR NR 340 59e 845 1114 11% 1468 22'-0'(2641 PRESTRESSED NR NR RR NR NR tat NR NR 165 315 550 794 1047 1265 I'M 24'-O'(28BI PRESTRESSED N.R. MR 25 xR In 250 45 0 u4 614 ton 1227 U) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. MEM9ER OF SAFE LATERAL LOADS FOR R- PRF7!aRT R PRFRTRFCR;:n i 1 INTFI 9: CArnGArn. SAFE LOAD PLF LENGTH TYPE 8U8 81`8 RCMU 3'-6" (421 PRECAST 1025 1024 1598 4'-0" (481 PRECAST 765 763 1309 4'-6" .(541 PRECAST 592 591 1073 5'-4" (64') PRECAST 411 411 745 5'-)0"(70') PRECAST 340 339 616 6'-6" (781 PRECAST 507 721 490 7'-6" (001 PRECAST 424 534 363 9'-4" (112') PRECAST 326. 512 230 10'-6" (1261 PRECAST 284 401 180 11'-4" (136-) PRECAST 260 452 154 12'-0'(1441 PRECAST 244 402 l37 13'-4-(16) PRECAST 217 324 110 14'-0"(168j PRECAST 205 293 100 14'-8'(176') PRESTRESSED N.R. 284 91 15'-4"(1841 PRESIRESSED N.R. 259 83 17'-4'(2081 PRESTRESSED N.R. 194 64 19'-4'(2321 PRESTRESSED N.R. 148 52 2V-=4"(2561 PRESTRESSED N.R. 125 42 22'-0' (2641 PRESTRESSED N.R 116 40 24'-0' (288") PRESTRESSED N.R. 91 33 SAFE UPLIFT LOADS FOR 6" PRECAST & PRESTRESSED U-LINTELS CCR SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 61a-11 6F15-2T 81`12-17 SF12-2T e716-17 aF16-2T SF20-IT IF20-2T SF24-IT RF24-21 e1`211-17 IF21-2T U32-11 4F32-21' 3'-6' (42' PRECAST 15p 2655 524 4394 5263 6132 7001 1569 265S 3524 4394 5263 6132 7001 4'-0" (467 PRECAST 1363 2305 San 3N5 4570 53M 6079 1363 2305 3060 M15 4570 5325 6079 C-6' (541 PRECAST 1207 2040 2707 3375 4043 4711 6379 1207 2040 2707 3375 400 4711 5379 4' (64') PRECAST 1016 S715t,j 2276 m 2W 1 3399 3961 4522 1010 1715 2276 24J6 3399 3961 4522 5'-10'(701 PRECAST sm 1561: I 2597 3107 3620 v 4133 s" 1567 2040 2593 3107 3620 4133 G-6- (781 PRECAST 435 1407 i t 232E 273 3251 3712 . 035 1407 IBM I329 2790 3251 37V 7'-6' (907 PRECAST 72/ IDi n 1624 20I5 2426 2127 3228 727 17N 1i24 2a23 2176 2ro7 3276 9'-4" (112j PRECAST 5f1 70e n 113i 474 MI5 2157 2500 591 852 1318 1443 11Sf 2294 2619 10'-6-(1281 PRECAST 5311 575 916 111e 1461 1736 2011 530 695 IIn 1472 1761 2M5 2346 11'-4"(136' PRECAST 474 504 e00 1037 1274 1513 1753 494 607 1042 1372 1943 U150) 2117 , 12'-0" (144 PRECAST 470 456 724 13a 1153 I369 1555 j 470 550 f40 1302 , i5604 IeI ,n 2075 » 13'-4'(163') PRECAST 416 366 607 705 9641, 2a • 460 75D 1139 1414 16 160 14'-0"(168' PRECAST 3e4 35e 560 724 659 1054 I 10 425 717 1063 vJ 1356 ,• 1582w,1007 14'-8"(1761 PRESTRESSED 239 1 340, 520 672 ml 125 , 978 D, 1131 241 J95 163 e 930 NJ L03tt 1511 1734 15'-4-(1841 PRESTRESSED 224 313 4e6 1,. 627 fthl 769v fit g 1054 230 311 516 106 1240 1460p, 1666 I7'-4"(2081 PRESTRESSED fez 263w 4o5 521 onl 63e 2 756 W 673 r 192 306 5% 740 A 1D05 1271 1473 , 19'-4'(232 PRESTRESSED IQ 729 343 v 447 m4 547 N) p, 747 166 263 429 623 DA 541 aA 1059 1277 21'-4'(2561 PRESTRESSED 142 204 307 393 ftffi 4/0 hq 56e 1, 655 142 232 373 531 iv 721 m 905 m ID41 22'-0'(264' PRESTRESSED 137 197 om295 379 452 546 C, 630 137 223 5% 513 , 666 au M 24'-0' (2687 PRESTRESSED 124 179 267 342 416 e, 492 567 124 202 319 455 p 6116 757 e76 pn SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. p K", RI3130C3• I4EtJ1!Iy1.Y3 cj R-IdL,t Coda iN We Fkr{66 Aa4l+tar,n. 1i!nD rc -OZ 3 MF1°" oda4y / 7 W O Qm4.. Tort: A."1 wr. rj'fRENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 4 E GENERAL NOTE NO. 4 ON SHEET 3 OF 3. EN ' PRODULI-mviYUD oonpl7inl KiW rho i7orlda CRAIO PARRINO 6324CR579 mOR1G\?: SEFFNER. FL 33584 S'S/rn •ECr FL RE LIC. N0.44756 CAST11CRETE 8" LINTEL FABRICATION DETAILS aK011-I{ D1Aa1 R: PAc rARlA9• rL - R10. 60. 4473{ 51:A1L• YL 10 SW o6Ja7/96 IE000 R: CWc Fa=,Xk rt - no. W. 1051 6L,96e1 NaWIT.- 1.11 2 or 3 SAFE GRAVITY LOADS FOR 8" PRECAST wl 2" RECESS DOOR U-LINTELS 4-101a41re SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 8RU6 8RF6-oG 8WIO-ae 6RF14-ae al s-m 66Fn-a 6lnt-ao w30-o9 BTFi I9 MIO-18 M"4-m alFlhu 111n-u 6R7a-u W"o-I6 4'-4` (52") PRECAST 1635 1749 33% 3290 4341 5421 6493 75V ual 369! 52n6 ta19 eoto 94n 10693 4'-6' S4 PRECAST 1494 1596 3063 2992 3Wa 4946 512+ i904 1755 3699 5206 653! 0000 47'! 10693 5'-8' (681 PRECAST 866 9" V70 1716 2277 2539 3402 3966 1117 2481 4567 059 7917 , 9311 5'-10"(70") PRECAST 810 au 1653 Imo 2124 2649 3174 3700 1113 2342 4242 M31 60m 7402 1708. i -8' (80' PRECAST 797 Sol 1825 3120 504a 7747 9448 73m 101 1925 3120 5043 7915 9479 IOMa 7'-6" (90 PRECAST 869 755 1480 24% 3776 5743 72M 5623 155 1490 2459 3776 5743 MITI, ID59 9-4- (1167 PRECAST 41, 466 99 MIT 2253 3129 4091 3146 526 9!! 1568 1 2253 3129 4150 SWI 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO, 4 GENERAL NOTES 1) 141.Wr. ft a V-1 d.bl - 4000 W re p.U.uW ilbl - 60M pi 3ID0 r' ned.m 3/6'l? gv 11 I. C mu.M .n9e ; 1900 PA C70 .7, etranw nl eew 1"AM ANS w..0 4r.b ft dmd Der A91N MIS Gf t 270 1.mbttle< rwb, pr AS W C17a Typ M r 5 2) N We bed I.W. etd in eiriaaal 4 ;eM emmdd ba.Ar9. Eum[9a We bad. I., 6del IW. ale W SW6 —1 It r<heN Yf 20f 6 be" Iq,h b 1— Ur 6 1/2 ' 3) Pnddt 9• error hid W 4) Tot rmw b pmdJ.* 6rlc*, P. pecmt redeelk. ter 11.01 40 IIM Wdd Few. is Jr Y-6" liad tF32-111aaaat. 11 n1y bW - 6M c4 15teNrcin464T1lu) - 6501 PO 5) 04 6.1m MIA r txed Y3Ntel. i-Mi- P.*m ;d 1FFt 60e11F6 17 -4 W k.Wrib at .. cede V160 1dkc0o U. b WWI b nKlememt 9 Y. Florida eq Cide Sactt. t 11A4.3.1 IIIre uw 6) 3hora and wft u rc4ime. 7) On 11 mb. mW be a udd 1. In 115 reaps 8) /.Iladm rA d inlet ortl mro .N 0r wcmzd.rd et r A.<Wd daem.l"Is. 1) 1W 4.;". new "*W. eeneWer! bat Inm IN W. W Wife. b7 uWdhy Nor , raf— ruWi11 owned and drw it d-.q 4or (W 10)PA. - Md A" 11) Oahe rr4 •ddW'rbor b bi bead d IW b"Itto .1 ti. Wl emir. SAFE LATERAL LOADS FOR R" DRFrSAQT. 19" RF1:F41Q nnnR 11.1 INTFI -C C„R/ R4" 1 SAFELOAD PLF LENGTH TYPE 8RU6 8RF6 RCtvfU 4'-4' ( 521 PRECAST 758 757 1164 4'-6' ( 541 PRECAST 694 693 1073 5'-8' ( 68' PRECAST 408 407 655 5'-10' ( 70') PRECAST 382 381 616 6'-8' ( 801 PRECAST 595 788 464 7'-6' ( 90' PRECAST 509 674 363 1161 PRECAST 370 490 214 4 SEE GENERAL NOTE 18 IT) Lb1eb im. wd.alwA wiA 5-I/Y W,rmlehu a 1h eN. b emr4eb eal" cd r.W.deg ad 1rwQn1. 13) Or Mrir .rd— d idelt lmbW lend d. womtlt n•aw f b a m Nr W i —. d—• I." ifA— .PP .d— tuU A91d C-121 a .Or pp" • L's. 14) UIW I. Wal i.u1w.7 401 veNctl ((9 iy er t.4 It.— For b d.. w M tlsetd for Ur e.nbimd It•d•f • U. I b d.l gmirorc wd'Ieum bN A dM hedadd bW We r,,tkd IW t Sall Wrlce'" bad S 1.0 15) For anpW. @ir W"4Nt Wt u... lrt We b.4 horn eol It.o k*N arm. 16) IN Edd b01Ir ok 1Wu, uU Iele WW In n.W Wgtd letob Man. 17) Sae We . 1. mW.V" W ..bb Wda. 15) Sods bid, Wed m r.W.i gulp we* pet ALl SM end ACI 316 19) Adi r1 tilted IW e•p•o5F eat be abWW by h 4 i4..t el t "9 ./d&M W.r 4 eorcet. am .4, (FDO) b.. ht WIr. Se. ebW W1.b; SAFE UPLIFT LOADS FOR 8" PRECAST w! 2" RECESS DOOR U-LINTELS 461141 SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH fiRFa- IF 8RF6- 21 9RF14- 1 NI' 14-21 NF16-1 ERF1a- 21 d072- 11 W12- 27 aRn6- IT IIRPtt- 27 a nc-II MFJD-21 4'- 4' (52"} PRECAST 905 2362 J456 3751 4445 5140 90S N1604 2352 3056 3751 4445 5140 4'-6" (54") PRECAST 0i7 2272 2l39 3W7 4215 4943 W7 2272 2933 3m1 4275 4943 5'-B' (68"% PRECAST 675 126 1797 2326 X54 3M2 3911 675 1269 1727 2326 2654 mm 3911 5'-10' (70' PRECAST 55 1207 1746, 2259 1 2773 wits 2199 lg 655 1233 1745 2259 2773 1 3286 2799 6'-8' (60' PRECAST 570 929 Ism 1—NO 2429 2879, 3329 670 Imo ism 19a0 2429 2610 3329 7 -6" (90') PRECAST 506 742 1364 1765 VIES a 2561 2l689 506 a96 1364 1765 W6 2567 2160 9'-8" 11161 PRECAST 395 I60 aa4 1222 1540 im 2 1m 395 Sm 1072 1386 1701 2016 2331 j) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 TYPE DESIGNATION am M2 I} EL(L F - F 8F16- 1B/ IT FRl[D YIDI OROUf / U - VAIRile UDr WFM OF MELCWITr• HOAK wom i I SWIM NEEM J L Wmay 9r 5 ISW AF IOC FS REW AF LOP 1. .. SEE SAFE LATERAL LOAD TAKES FOR LOAD RATING 8F32 BF28 . FOR rACll ADODIOtUL REINFORCED CYU (RClil) FULL COURSE PRM) Cr REWLvE0 r. tamDlYmt adh, ao Florida 2 5 REBAR B6 Curt 12' ClR EYPCR40drGR60Ataprn<eNo e7/_ UK (1) REOb 1-1/2" aw V,VE c3t1L 4 ill tom y 15 REM N WON OF 1IMCM it..+ O ei E N . O L- 90ROY R6NFWM 00ff0 IN UMIEL PI1(MS) 7-Sts. ACa1LL6' NoOWL /anal PROOUCr ILnvtsm 4 • u [omplyis1-1. the phWea ua0dnra CoJe gFcfA•' CR324CRRNO R1OG , SEFFFNNEF FL 33564 NALE...4t RPFIrr• "n ..... Ateeplm,to Nn 6 1 elelnareY" Iaf f1lii77..... 1iI '.. — DETAILS In reL:[tT Id;R+:1aA19w2 rnm 4 . iM r r1 r nrrad n: r zr I r rrr.arlra n.a `rcrr•T L\tM9[H7CIradFa; lSY/ '11H2 I:fIirYA[! - 4121312017 Florida Building Code Online T, jA 4- 7 AiLAI SCIS Home Login User Registration Not Topic Submit Surcharge Stats&Facts Publications I FBC Staff I SCISSite Map I Links Search Product Approval dbreiloUSER: Public User Menu> Product nrARDllrislon Search> Apolicitlon List >Application Detail FL # FL3792-R8 Application Type Revision Code, Verslon 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary, Comments i Archived 14, 1. y r Product Manufacturer Lomanco, Inc Address/ Phone/Email 2101 West Main Street f. Jacksonville, AR 72076 I Af 501) 982-6511 acarter@loma- nco.com Authorized Signature Andrew Carter V acarter@lomanco.com Technical Representative Andrew Carter Address/ Phone/Emall 2101 West Main Street 3acksonville, AR 72076 v" 501) 982-6511 Ext 361 acarter@lomanco, com Quality Assurance Representative Andrew Carter fq Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076, 501) 982-6511 Ext 6163 acarter@lomanco. com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System 4 A(— Compliance Method Certification Mark or Listing L 1" iA 0 Certification Agency Miami -Dade BCCO - CER j Validated By Miami -Dade BCCO, - VAL Referenced Standard and Year (of Standard) Standard Miami - Dade TAS 100 (A) Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A httpsYtwww. floridabuilding.org/pr/pr_appjd.aspx?param=wGEVXGwtDqsFgPtiXouzzgPGbeVIdikEk7oGQ6zyYnmk`/`3d Year 1995 1/ 3 4l28/2017 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 SummaryofProducts FL # Model,Number or Name. Description,._ 3792.1 135 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate A d for use In HVHZ• Yes FL3792 RS C CAC Lomanco 135 - 2000 PV - NOA 1i- r,..• ; pprove Approved for use outside HVHZ: Yes 0602.02.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date , e ' 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 Verified By: Miami -Dade BCCO -CER Created by Independent Third Party: Roof Vent shall be installed over composition shingles roofs 3. Model 135 Roof Vent and Model 2000 Power Roofonly, E ..;-. '.'•, ' 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 r +. I^'..• ''` 1'` i'•a_ 3792.2 730 Roof Louver Aluminum Roof Louver Limits of Use _ Certification Agency Certificate I.r.11°,.• r •,;'-;,•..,i,;, Approved for use in HVHZ: Yes' - - FL3792 R8 C CAC Lomanco 700 Series - NOA 11- 0602.04.odfApprovedfor. use outside HVHZ: Yes ry •ti„ r•, rat,•; Impact Resistant: N/A Quality Assurance Contract Expiration DateJ;; Design Pressure: N/A 08/16/2016 z'.•,";•, ,; r ill Other: 1. Refer to applicable building codes for required „ - 2..Lomanco's Model 730,750,770 Roof Louvers Installation Instructions- FL3792 RB II• Lomanco 700 Series - NOA 11-0602,04,odfventilation. shall comply with applicable building code. 3. Lomanco's Verified By: Mlaml-Dade BCCO - CER z Model 730,750,770 Roof Louvers shall not be installed on roof Created, by Independent Third Party: r; mean heights greater than 33 feet. Evaluation Reports '. r,=t ; v-•..I , i FL3792 R8 AE Lomanco 700 Series - NOA 11-0602.04:Ddf Created. by Independent Third Party: Yes 3792.3 750 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificatex#.,; •'• , ,' Approved for use in HVHZ: Yes FL3792 R8 C CAC Lomanco 700 Series - NOA 11- a Approved for use outside HVHZ: Yes 0602.04,Ddf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/16/2016 Other: 1, Refer to applicable building codes for required Installation Instructions FL3792 RB II Lomanco 700 Series - NOA 11-0602,04,odfventilation, 2, Lomanco's Model 730,750,770 Roof Louvers Verified By: Miaml-Dade BCCO - CERshallcomplywithapplicablebuildingcode. 3. Lomanco's Model 730,750 770 Roof Louvers shall not be Installed on roof Created by Independent Third Party: kmean heights greater than 33 feet. Evaluation Reports a`.• !;:- ,}1'•'•S FL3792 R8 AE Lomanco 700 Series - NOA 11-0602.04.odf Created by Independent Third Party: Yes f1'f'f 3792.4— 770 Roof Louver Aluminum Roof Louver Limits of Use —' _ , Certification Agency Certificate' , FL3792 R8 C_ CAC" Lomanco 700 Series - NOA 11- . pp .. Approved for use In HVHZ: Yes 0602.04.odft.• '' lye,. `,:,rry+. Approved for use outside HVHZ: Yes. Impact Resistant: N/A Quality Assurance Contract Expiration Dater',Y: s..,;, j Design Pressure: N/A - 08/16/2016, Other: 1..Refer to applicable building codes for required Installation Instructions i• R-• ^ •' ,;, ventilation, 2, Lomanco's Model 730,750,770 Roof Louvers FL3792 R8 I[ Lomanco 700 Series - NOA 11-0602.D4.Ddf Verified By: Mlaml-Dade BCCO - CERa"1 ;i 9;i'j;{f'; ; shall,comply with applicable buiding code. 3. Lomanco's - Model 730,750,770 Roof'Louvers shall not be Installed on roof Created by Independent Third Party: I. ^t mean heights greater than 33 feet. ` Evaluation Reports . FL3792 R8 AE Lomanco 700 Series - NOA 11-0602.04,odf Created by. Independent Third Party: Yesb T 3792.5 7701) Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use in HVHZ:•Yes FL3792 RS C CAC NOA 15-0709.09.odf Quality Assurance Contract Expiration DateT, ""x; i•; ''•!, Approved for use outside HVHZ: Yes F„r,i ;y Impact Resistant: N/A 10/04/2020 Design Pressure: N/A Installation Instructions n' Other: FL3792 RB II NOA 15-0709.09.Ddf i •"' ` Verified B Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports httpsJhvww.floridabuilding.orglprlpr app dll.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeUdikEk7oGQ6zyYnmk%3d 2/3 4/2812017 Florida Building Code Online FL3792 R8 AE NOA 15-0709,09-Dd Created by Independent Third Party: Yes 7' EE EEI o Contact U 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 650-487-1824 1" 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 to this Instead, the by by traditional mall. If have any contact 850.487.1395. -Pursuant to Sectionmallentity. contact office phone or you questions, please 455.275(1), Florida Statutes, October 1, 2012, licensees licensed under Chapter 455, F.S. must the Department with an email address If they haveeffectiveprovide If do qir one. The emalls provided may be used for official communication with the licensee. However email addresses am public record. you not wish to supply a the Department with email address which can be made available to the To determine If are a licensee under Chapterpersonaladdress, please provide an public. you 455, F.S., click b=. please Product Approval Accepts: 0 MWRAFc-ta Credit Card Safe R httpslAvww.floridabuilding.orgtprlpr_appjtl.aspx?param=wGEVXQwtDqsFgPhXouzz9PGbeVjdikEk7oGQ6zyYnmk%3d 3/3 M IAMi MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.joy/economy Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. , RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a.revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for ternunation 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 No.15-0831.07 and consists of pages 1 through 9. The submitted documentation was reviewed by Gaspar J Rodriguez. NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" ' diameter opening. Model 750-S, 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x'27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test A2ency Test Identifier Test Name Date Center for Applied Engineering MDC-98&99 TAS 100(A) 03/16/95 PRI Construction Materials LOM-0 13 -02-01 TAS 100(A) 05/21/07 Technologies- / RRWA-001-02-01 TAS 100(A) 07/28/15 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attaclunent of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the, scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of 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 pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking with 1'/4" aluminum annular ring shank nails. With the first nail 1'/4" from roof louver end and a minimum of 6" o.c. at the front and backside of louver vent parallel to the ridge. And with the first nail P/4' from roof louver end and a minimum of 8" o.c. at sides of louver vent perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all seams and nail heads with roofing cement. i Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published literature. Minimum Slope: 2:12 1 0 n DADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf ' cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply'/2" wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofmg. Place additional beads of sealant on the other three sides of the flange between the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant # 10-7 x 1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net Free Area: Refer to manufacturers published literature. Minimum Slope: 3:12 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 4. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 MIAMI•DAD, COUNTY Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A 7 7 700 SERIES LOUVERED ROOF VENT NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 DETAIL B 750 SERIES LOWERED ROOF VENT NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6 of 9 DETAIL B (CONTINUED) FASTENER LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTENER NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 7 of 9 DETAIL C 750—S SERIES LOUVERED ROOF VENT MIAMI•DADE COUNTY r L .7 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 8 of 9 J. 2;00 DETAIL D r 750-E SERIES LOUVERED ROOF VENT END OF THIS ACCEPTANCE NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9 Florida Building Code Online 1 r- •'!' _,:r" ' ^ ,-}";` ".; - + R):1.,• lei a<^-: r.; - :rx'f. :err w.r" f J :, F' t,r W iS F 5c15 Home I Login User Registration I Hot Topics Submit Surcharge I Stats h Facts Publications I FBC Staff i BCIS Site Map Unks I Search dbrd h r al` Product Approval USER: Public User Gi.•hnJrµla Product Approval Menu > Product or Anoli ahon qearch > Anoliration Let > Application Detail FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 . 778)945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underfayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nieminen, Evaluation Report Florida Ucense PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W: Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL15216 R2 COI 2015 01 COI Nieminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code http://Nmwforidabuilding.org/pr/pr=app"spx?puun=wGEVXQwtDgv3yVVKJZIQRAdby12ugkQCrQylj2HhVeiOpVSvxwSdCoQ%u3d/.3d[SR4/20171-57:59-PMj..... Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of,Ps'oducts ,- 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FL # - Model; Number or Name Description w 15216.1 RhinoRoof Underiayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS216 R2 11 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nlenninen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FIlS216 R2 AE 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.12df Created bj .Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee Fl- 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. copyright 2007-2013 State of Florida.:: Privacy Statement ;: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic marl to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section ' 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee.. However email addresses are public rerDrd. 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 beLa_ - Product Approval Accepts: ' Credit Card Safe http://www.floridabuddmg org/pdpr_app_dU.aspx7puanr=- vGEVXQwtDgv3yVVKIZ1QRAdhyl2u8kQGQyljaHbVeiOpVSvxwSdCoQ%.3dY.3d[8242017.1:57:59 MI.- Q0TRINITYERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-RZ Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The product's described herein. have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity)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 3. Prepared by: Robert J.M. Nieminen, P.E.• Florida Registration No. 59166, Florida DCA ANE1983 The Taulmlle seal appearing was authorized by Robert Nieminen, P E. on 04/27/2015. This does not serve as an elecirvnlcally signed document. Signed, sealed ha. doopies have been transmuted to the Product Approval Administrator and to the named dent 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. 5. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: gaiitt Examination Reference Date ITS (TST3509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ7002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM, D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available In 42-Inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD'nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced I within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TAeLE 1: ROOF COVER CIPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the t requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140530.02.12-R2 Certif cote of Authorizotion #9503 FL15216•112 Revision 2: 04/27/2015 Page 2 of 3 Q'I 0 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6_4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > •24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-Inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 1543 Double Laver; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-Inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 51G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC: Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 QOTRINITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to.updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words `Trinity I 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 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorlted by RobertNiemmen, P. E. on 04/27/2015. This does not serve as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity] ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nleminen, 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 TrinityI 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. I TRINITY ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Uquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST3509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST3509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type,ll felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This Is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification Is not part of this Evaluation Report; refer -to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.S Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS r Asphalt Wood Shakes Slate or Underiayment Shingles Nail -On Tile Foam On The Metal Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Certijlcate ofAuthorization N9503 Evaluation Report 140510.02.12-112 FL15216-RZ Revision 2: 04/27/2015 Page 2 of 3 JTRINITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-Inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Layer; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface Is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published Instructions. 6.4.3 Double Laver; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 611320-3 QA requirements.. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certif cote ofAuthorization #9503 FL35216-R2 Revision 2: 04/27/2015 Page 3 of 3 4/28/2017 Florida Building Code Online BCiS Home I, Log In 1 User Registration 1 Hot Topics j Submit Surcharge 1 Stats 6 Facts I Publications ; FBC Staff : BCIS Site Map j Links I Search r CXIC rI P Product Approval jiUSER. Public User roduct Approval Menu > Product or Aoniiration Searc7 > Application List > Application detail FL # FL5444-R10 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer CertainTeed Corporatlon-Roofing Address/Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 mark. d.harner@saint-gobaln.com Authorized Signature Mark Harper mark. d. harner@saint-gobain.com Technical Representative Mark D. Harrier Address/Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 Mark.D.Harner@sai.nt-gobain.com Quality Assurance Representative Address/Phone/Email t Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nleminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL5444 R10 COI 2016 01 COI Nieminenodf Referenced Standard and Year (of Standard) Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2O08 Equivalence of Product Standards Certified By Sections from the Code httpsJ/www.floridabuilding.org/pr/pr app o.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJinUeXwTibKvlUzOW4hL8w%3d%3d 1/2 i 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 Sur mm0ry of Products ;, --.--.... -__ = _ _._ } _ ._I ' _. __ •...,., y._, -__. _ _ - 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 Shingle 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 RIO AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-RIO.odf Created by Independent Third Party: Yes is E M Contact us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibili-r 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 electror9c mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address 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 pruvfde the Department with an email address which can be made available to the pudic. To determine if you are a licensee under Chapter 455, F.S., please click hg . Product Approva l Accepts: picul ® tCdL_ Credit Card Safe https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDqtahlgO7CSsoycOrl28CcpCJinUeXwTiibKvIUzOW4hL8w%3d%3d 212 1 TRINITY ERD EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Cert fcate of Authorization #9503 3S3 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: r 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 (20141 Florida Building Code sections noted hereinr DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "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. INSPEcnON: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request,of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 1sls-N1, Sy' Jiu T;'. The facsimile seal appearing was authorized by Robert Meminen. C •: '' P E. on 12/08/2016. This does not serve as an electronically signed 1 .'s i.`..J•e• `4 0 N document. Signed, sealed hardcoples have been transmitted to the 1 J.ai r tinr Ps• Product Approval Adminlstratcr and to the named [gent 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. 5. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof; is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY! ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 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 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2001 UL(TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (T5T 1740) ASTM D3161 03NK29847 10/03/2003 UL(TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL(TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL(TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 ' R684 09/21/200S UL(TST 1740) ASTM D7158 OSNK08037 06/28/2000 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL[TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL(TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 UL LLC (TST 9628) ASTM D3462 4787380357 10/13/2016 UL LLC (TST 9628) ASTM D7158 4787380357 11/08/2016 UL LLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1131 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 f Page Z of 12 1 TRINITY i ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 2S, XT` 30 and XT`1 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia", Belmont'", Carriage House Shangle*, Grand Manor Shangle", Landmark'", Landmark`" IR, Landmark'" Pro, Landmark'" Premium, Landmark" TL, Landmark'" Solaris and LandmarkTM' 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 SlateTM IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge", Shadow Ridge—, Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4 8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report;_ refer to current Approved Roofing Materials Directory for fire ratings of this product. 5:4 Wind Classification: J 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, Indicating the shingles are acceptable for us in all wind zones up to Veld = 150 mph (V I, = 194 mph). Refer to Section 6 for installation requirements to. meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PL• Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Vasd = 150 mph (V„ It = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis In accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V.,d = 150 mph (V„it = 194 mph) for residential buildings- located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Cerrifleate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/09/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 TRINITY ! ERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20,3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published Instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds'21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. CT20`, XT`" 25, XT`"-30, X7 m, 30 IR: ENGLISH 12" 12" 12" h--(305 nm) (305 rrm) (305 ram) 1"(25mm) — Sealant 1"(25mm) 5 5J9" (1 45 mm) — 5 el, --lot AbtuaodPiant METRIC 131/e" 131/1" 131/a" 1"(25mm) Sealant 1"(25mm) Figure 11-3• Usefour nal/sfor ereryfrdd sbingk STEEP SLOPE Use four nabs and six spots of asphalt roofing cement* for everyfull shingle ( Figure 11-4). Asphalt roofing cement meeting ASTM D4586 Type II Is suggested. I - Rooling Cement Apply 1"(25 mrn) spots of asphalt foofirg cement under each tab cornor. Figure 11-4: Use four nods and sax spate of asphalt ct uent on sleep slopes CAUrfON., Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT201, XTI 25, Xr" 30, XT`" 30 IR: Cut Shingles 25 mm) II I l ri — — Cap Cap Cap 305 mm) Shingle Shingle Shingle I Figure 11-24.• Oil tabs, them trint back to make cap shin---gresiii English dimensions shouter). 5"— 72'(305mm)'` F 125 mm) 1i mas nl` A5 os Ifigure 11-25. InslaUa lan of caps along & hips and ru/ge e. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic° NPi`` adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.0S-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 I ARCADIA'm: LOW AND STANDARD SLOPE ' G:,c SIX nai6 for escn' full shingle Incued ;l< shuspo hemv. TTT 1'175 NN f:zd ltn Nail 0 Ur.3 Fi,nry 2: Cep• sLc imila f,r ri arr fidl sbbtglu. TRINITY I ERD STEEP SLOPE Use 31t cads and 1 OLIR spots ofasphalt moting cement for tray fill] shinle as ;lasso below.-1pp]Y asphalt ronfing eemeut I"("-i nun) from edge of shingle. _\sph,dt toofing cen,vin mecting .011 D -1586 R- pe 11 is suggested. f t'rt, mil 1'175 mm1— -- Li = C,-, r/; utz j: I s" fix urtils uKd fill, Y1K,rs of aspbKll rov iqS cement on sletp slopos. 6. 5.1 Hip & Ridge for Arcadia'": Cedar Crest'", Cedar Crest' IR Use two (2), minimum 1Y.-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM 0161, Class F performance use BASF "Sonolastic• NP11""' adhesive or Henkel "PI-11 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 i or PL adhesive between the shingle layers. r3 mma r. ( 306 xp Hand - sealing adhesive 4' 1/ 4" -- 3/ 4" --+ I — 1" Dab of asphalt cement between — shingle layers 1„ Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 Certificate of Authortzotion #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 6.6 I BELMONT'":' Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle; located as shown below 53' 0 a fr.:n1 8 5W I cmi TRINITY I ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement"; for every full Belmont shingle Apply asphalt roofing cement 1" (26mm) from edge of shingle See below. Asphalt roofing cement ineeting ASTM D4586 Type II is suggested. I Ill' f3E rtunj oAddtiindrailsu arrr: }—" I-1'(_arcW / I'125rtm}—j r— rd' (tu vm) , / / IMo 1-Ma I' (25 nm) — FoolM Ceircrd 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 F'Igure 17-18: Sbangle" Ridge. 18' Remove tapeExposure from the right side 181 and fasten SE COND e fFastenth' left side 8J 8 RIGHT FIRST LEFT rigure 17-19: Insiallailon ojSbauglem Rldgc sbingles on hips and ridgae 6. 6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NP311" adhesive or Henkel "PL• Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterloi Research and Design, I.I.C. Evaluation Report 3532.09.OS-R31 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-RIO Revision 11: 12/O9/2016 Page 6 of 12 6.7 6.7.1 6.8 i I TRINITY I ERD I CARRIAGE HOUSE SHANGLEO AND GRAND MANOR SHANGLEtp: LOW AND STANDARD SLOPE se five trails for every full 511angle. 25 min) TI (25 mml F- 5Ar' 16 itin) (22.1nun) I.7gtrre /7-1• f.(ae JLr nallt frrr (v vq fill GrdnA .4lnnni- Shnggh', Crinlage llanse 8huagle, ru G'nlenulul Slrrle. STEEP SLOPE Use ses en nails :fad three slxns of asph:dt roofing cemcin for weary hill Grjnd \lanor Spangle. Use rice nails :fad Buse spots of asphalt roofing ccbreo( for eves c frill Carriage Iloese Shaugle and Centenut:d Slate. Apply wiplt:tlt nlnfiq r m1et1( 1- (25 min) from ctige of shingle Flgure 17 5). upliah rwflug cement meeting ASnt D•1586 TyiM II Is suggested. IN 141 t I'25 MM) ligure.17-5. Wen Nrshdling Grand.tlanar&bangles nitsleep.Vo1ws. nse, wren nails and Avve spou ofaspludl mrJing rratent. Hip & Ridge for Carriage House Shangle• and Grand Manor Shansle: Refer to instructions herein for Spangle* Ridge hip and ridge shingles LANDMARK'"', LANDMARK"A'IR, L.ANDMARKT"' PRO, LANDMARK' PREMIUM, LANDMARK*"' -TLC LANDMARK'"' SOLARIS, LANDMARK'm SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 14314" 12" 1---(305 mm)----(375 mm)-----(305 mm)-- I"(25mm) RehasiTape r(25mm)- Nailable } Aroa LANDMARK TL NorthGate: 13'/V 13" 13'/2" 343 mm)----(330 mm)-- --(343 inm)—j 1" (25 fain) -- -- t7gum I.1.4: Ise four tudls for rret3• fidt sbingle. IVnn NO M 12, 14 3,.4, • 2' 1305 m(r.) --.- +— (375 min) —+- +— (335 mm} Nallry U (s rn r 125 mm) vpe al Irw I' (2s rttat - awnallre Wing srsas for law and standard slopes (I.'om 2:12 to 21:121 Nil bewmen upper 4law-Ines es i cwn above. Exterior Research and Design, LLC. Evaluation Report 3532.09.0S-R11 Certificate of Authorization N9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 TRINITY I ERD STEEP SLOPE Use sus nails and futtr spoLY of asphalt roofing centem for evely full LANDMARK TL Iamhutted,shingte. ice below. Asplcth roofing cement should meet 60J1 D4586 Type N. ApPhy I' spots of asphalt roofing cement uncle 13t/2" 13" 13t/1" each corner and at :dwm 12" to 13" in from each edge. 343 mm) (330 mm) (343 tom) METRIC DIMENSIONS 11-1125 mm) 1"(25 mm)--1 I I 12' MIA"— --12"--- 3(15 mm) (375 mm) (305 mm) I 1"-j F 1" 25 mm) — (25 mm) a, <.._..,..5...ff ,.,•,, ;c.a„• " Roofing'Cammnt Iit4easle Tape Nail Area-t---. - - —I Fur Sleep " y Figure. /3-5: Us0 six nails ane fo rrr spots of I"-r1 h •— I" asplxrlt roofing cement on steep slopes. 25 [Tim)I - - - - - (25 nvt1; Roalina Cement NorthGate: STEEP 12" 14-314' 12" SLOPE 1—(305 mm)-« —(375 mmj-+ 1 —(305 mm)- NAILING Nailin imilsAREAI . 1"(25 mm) beCrilll• wer 1'(25 mm)— Nailingareas for sleep slopes (greater than 21:12) and "Stortl}Nalling" Nail between lower 2 nail lines as shown 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 12, 97/r 305mm) (250 m) 4 15/16 415/16 050mm) 050mm) ( 125mm) (125mm) Notch for Notch for Centering Centering 12' / 7 131/4' / 7305mm) Notches for Alignment to ( 3371nm) Notches for Alignment to 5 the Top Edge of the Previous r the Top Edge of the Previous 7 /8 Capfor5'(125nm)Exposure ( ) capfcr55A,(141mm)Exposure ( m) 1 L English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge - Exterior Research and Design, L-C. Evaluation Report 3532.09.05-R31 Certiftate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/09/2016 Page 8 of 12 i 6.8.1.2 6.8.1.3 9 27.12' 25t1 rn; 4125 1 Certmrgg N:1eh 73 1i T 337min) f Wtgn thse / rotdits In top T 5+6' Wrle ill 19: rnm) prrilxrs tours! i NorthGate Ridge IJ TRINITY 1 ERD 13 1/8" 4 ----(333 mm)--- 6 5/8'-I4 -6 5/8'- 168mm) 168mm iCentering 131/4' Notch 337 mm) `"'Align theso notches to top 7 5/8 edge ( 194 nvn) previous course. j NorthGate Accessory 305tnm) `" I Laying Notch I Figure 13-20: Use laying nokhas to center shingles on hips and. ridges, and to locate the correct avposura For ASTM D3161,_ Class F performance use BASF "Sonolastic° NPl'"" 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. t Exterior Research and Design, LLG Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-1111 FLS444-R10 Revision 11: 12/08/2016 Page 9 of 12 4 J TRINITY I ERD 6.9 -PRESIDENTIAL SHAKETM, PRESIDENTIAL' SHAKE'"," IR, PRESIDENTIAL SHAKE TUM, PRESIDENTIAL SOLARIST": LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five: nails for each full Presidential For steep slopes, use nine nails for each fail Presidential shingle and shingle as shown below. apply I' diameter spots of asphalt roofing cement under each shingle tab. Alter applying 5 nails In between die palling guide lines, apply 4 nails 1' Nailing 40' above lab cutouts making certain tabs of overl}ing shingle cover nails Guido uncs (1016 mm) 5 1l4' - 1:33nim) • 14 1/4" I Iran mm) (362 mm) NOTE: Apply nails on painted guideline. Figure 16--6• FasleningPresidentlnl alld Presidential Tl, Shake sbinglos on lore and standard slopes. T V diamelor asphalt roofing cement Figum 16-7.• Fa0ming Presidenttal and ftsldential M Sbake sbingles on steep slopes. 6.9.1 Hip & Ridge for Presidential Shake". Presidential Shake'" IR, Presidential Shake TL'"'. Presidential Solaris'"• 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used.for covering hips and ridges. Apply shingles up to the ridge (expose no more (hall 7" from the bottom edge of the "tooth," Fasten each accessory with two fas- teners: The fasteners must be 13/4" long or longer, so they -penetrate either 3/4' Into the deck or completely through t11e deck. Presidential accessory comes in two different sizes: Accessory produced In Birmingham, AL is 12' x 12"; Portland, OR produces 97/8' x 131/4" accessory. 6.9.1.2 For ASTM D3161, Class F performanceuse BASF "Sonolastic• NP1"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 9.1.3 Option 2: Refer to instructions herein for Cedar Crest", Cedar Crest"" IR hip and ridge shingles. 6. 10 HATTERA$T"' LOW, STANDARD AND STEEP SLOPE: jI f•__« _.9-___.. -V 7.1t1 fruit) 070 mm) rltn ant) Mo nmi) 9"_ l ( 230 mm) r (Mm) (230 nun) I (27(1 mn l r—(25 mm) — _ _ (2:r m l _"1 9.. fL40 mm) Flgun• 15d; Farlening 1hd1e,a. XbbgAes an low dud Vandiml Molvs ror Imr and ttantFutl elopes, uec fete nails for each Gig Ilaitmns shingle , ts sham• alum:. Exterior Research and Design, L-C. Certificate o/ Authorization x9503 FBC NON-14VHZ EVALUATION I--1 naotlna Ccuanl--t——, Feu"• rti. l hnMulrg lhu,na SAi,(l•X•r nn.ifer•1..Vi rr For steep slnprc•,, rr.r fit a u.uls ,tnJ 'iglu ,eras of :vphalt rwfing cerueut fur each hill II•mcru sbbrgle as rhm a above. Apply 1- jmno awoorr sp u of rooring cemnn (zim n isswarw u xrg;eetttl) undrr rarh tab CornLT. vrr.,S3hmgle bao plat.'• du not C%P' J&C CCntCnL ' Qtrrl0N; 1rm much nmfmg cumin um r:utac eNugivs to Mier''. Evaluation Report 3S32.09.05-Rll FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras rl 2 1!1 Figure 15-14: 18 three-piece units separate to ritak_e 54 Hatteras Accessory shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles 9r,--- 230 min) i I I I I Fas`e 18" (460 rrlfr?` gosh rShCng 203 460mm)( Cap Cap CapapShingleShingleShinglale Figure 15-20. Cut Hatteras shingles to slake cover cap., Figure 15-21: Installation of caps along hips and rid.Qes. 6:10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NPi" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE'"; HIGHLAND SLATE.',"111: •"'"' " LOW AND STANDARD SLOPE: STEEP SLOPE: wo R/ I wo nl 1 ro.ud— I wu .) MW,4 Otlr. requrta 9X neh tlwo ndh inadbd err renbr rutae n Nast? Fdgutu 11-,$ Use AF8Waits for every Nlgbdatud Stato sbit igla Use FIVE nails and EIMIT spots of asphalt roofing cement` for each full Highland Slate shingle. For Mlamf•Dade, SIX mils are required. Apply v diameter spoLs of asphalt roofing cement under each tab corner. Asphalt roofing cement meefing ASTM U4586 Type fl Is suggeslal. tSX,. d-1..h rRS M41tMam. DeyrpwnrmmtuNmmi.lonly Cassel Figure ll-• j t: (ire MW nalh and eight spok ofaspbatt roofing emnort underevub tab corner. CALIT [ON: bccesslre use of roofing cement can cause shingles; to biLver 6.11. 1 Hip & Ridge for Highland Slate'", Highland Slate"" IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, I.I.C. Certificate of Authorization N9Sa3 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09. 05-Rll FL5444-R10 Revision 11: 12/08/ 2016 Page 11 of 12 ERDTRINITY ' 6.12 PATRIOT!". LOW AND STANDARD SLOPE STEEP SLOPE Use I'01111 nails litr every full shingle Inched :Is sliown I)C101R. Use 1`01-11 nails :n d four svois of asphalt roofing cenlenl for every full shinoc as ahoen Ix'Ina: Asplmll roofing centcut nu'uin t SSTA1 1)45tt6 Tjpe II is slIi —hell. ,lpply I'(Li nun) slwls of asphalt nmdiny Scala[;[ cenlcnl z Aown. C Ui 11ON: IiNcessice use of roofing renienl can o:mse shingles to h1wer. i 1'(''3 rny- — f '— i,333Ys1 '.33-1Z —1~ I0TM " I 1 1_ 5•:7er •— r l71 rnj I Jneollnp Lzminl 6.12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest" IR, Shadow Ridge'"" NorthGate or Shangle Ridge" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / 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, I.I.C. Evaluation Report 3532.09.05-1111 Certificate of Authorization N9S03 FBC NON-HVHZ EVALUATION FL5444-R10 Revlsion 11: 12/08/2016 Page 12 of 12 IN -. TRINITYIERD EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate oJAuthorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FLS444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. 'Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words rTrinitylERD 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. Florlda Registration No. 59166, Florida DCA AN£1983 The facsimile seal appearing was authorized by Robert Nleminen, P.E. on 12/09/2016. This does not serve as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity) ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert 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. RobedCNieminen, 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 I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have' demonstrated compliance with the fallowing sections of the 51h Edition (2014) Florida Building Code and 5th Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL(TST 1740) ASTM D3462 R684 09/21/2005 UL(T5T 1740) ASTM D7158 05NK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL(TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9G28) ASTM D3161 & D3462 4786570826 02/12/2015 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/201G UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1111 Certificate of authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY i ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 25, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont", Carriage House Shanglel, 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 ShakeTM, Presidential Shake'" IR, Presidential 'Shake TL'" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot' is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge•", Cedar Crest", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessary shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use In the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, Indicating the shingles are acceptable for us in all wind zones UP to V,sd = 150 mph (V It = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V„d = 150 mph (V„lt = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional' are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V,sd = 150 mph (V„it = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof, height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3s32.09.05-R11 Certificate of Authorization p9S03 FRC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 TRINITY 1 { ERD Roof deck, slope, underlayment .and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. Unnderlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturers published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. CT20'"",.XT;"" 25, XT` 30, XT'"' 301Rc•t'':.. LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" 305 mn)--(305 rmQ (305 nn) V(25mri _Sealant 1"(25mm) 5 sle" (1 f5 rum) — 5 t/7"!or Nut rood Phnt '. METRIC nVa' 13r/s" + 13ye" Sealant 1"(25mm) 6' T Figimf 11-3: Use four nails for awy jilt sbingls STEEP SLOPE Use four nalls and six spots of asphalt roofing cement* for every full shingle (Figure 11-4), Asphalt roofing cement mce ing ASTM D4586 Type If is suggested. Rooting Canritipl Apply 1" (25 ran) spots of asphalt tooling cemenl under each tab corner. Figure 11.4: Use four naUs and six spots ofasphall emnen i on steep slopes CAUTION: Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for C1720", XT'" 25. XT'" 30, XT' 30 IR: Cut Shingles 25I"_. Imo- _J1 2"(50nan)Ruwne_ f ` Cap — — Cap — — Cap 305mm) Shingle Shingle Shingle 1 Figure 11-24. Od labs, them lrl n back to maka cap sbbiSfas Bnglisb dinmulons sbouvr). 5---12." (305 mm) _ 125 men) I — Y IL Z, l i,, as 15 1,1. dot Noe++ Figure 11-25: Installation of raps along I& bile and ridges. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic° NPi'"" adhesive or. Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Certificate oJAuthortration #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-RII FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 i ARCADIATm: J _ - LOW AND STANDARD SLOPE Use SIX nail: for Lien• full shingle loc;lied as chosen helow V 125 m) 1' j25 mm1 —r Nall Cna N,>I W11 Lire Fiber, 2: L•sc six nails for rrcrl fir/I .lun lc, TRINITY E ERD STEEP SLOPE l7w STX n;dls mul FOUR spots of asphalt iouring cement for Lien• full bunle as,howl belong-lppl}';L4pball roofing, cement 1"(25 min) from edge of shingle. Asphalt roofing cement meeting.lSTlf 1) 4586 Type II is soggoled. I r Fr,Qrnv _i: Lsa six nnrlc and finer sprorr of aspbulr too rr{; ccrucul'on steep slopes. 6.5.1 Hip & Ridge for Arcadia": Cedar Crest"", Cedar Crest— IR Use two (2), minimum 1Y.-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic* 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'% 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 Authorization #9503 I` 12- 76 FEIC NON-HVHZ EVALUATION Hand -sea ling adhesive 4' 1/4" -- 1" Dab of asphalt cement between --. shingle layers 1„ Evaluation Report 3532.09,05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 11 TRINITY) ERD 6.6 BELMONT'":' Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement" for every full located as shown below Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. I,,z'tss ram: See below. Asphalt roofing cement meetingwira ASTM D4586 Type Il is suggested. t 53'(16rtn)Li JL1 i2?j rpm) o AW. icrul rods if i:waie? 5+8' ;'6 rcnl • I`(75nn•,i —.•,-•.-^-•,-fio IngCeTmL• 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: Shangleo Ridge 12• _ I 18' Exposure Remove tape from the right side 1' / 8• and fasten SECOND Fasten the left side 85/e RIGHT Remove FIRSTThisTape LEFT Figure 17-19:1nslellaliau of,SbenglaO Rldga sbingles Figure 17-18: Shangle'-' Ridge. on bips and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic' NP1 "" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-R11 FLS444-R30 Revision 11: 12/08/2016 Page 6 of 12 TRINITY ERD 6.7 CARRIAGE HOUSE SHANGLEO AND'GRANO MANOR SHANGLEm: LOW dND STEEP SLOPE STANDARD SLOPE 3 L'se five nails for every fill[ Spangle. 25 rrm) 05 nnt) 5!m" 8 519" 16 u;ml (2220mm) Figure 17 -r• lr'se fitt, nails jar tverp full rdund alatrnr Shangle, h'rrrriage ]feria Nkfligla. or Ceulr. ndal Skde. lsc seven nails mid three s[x,ts of asph:dt roofing cement for every fill] Grand Hamor Sltangle. Use rive twill and lhrtY. spots of a,Phah rooling cemoti for cyLry fill[ Carriage (louse Spangle and Wn(enncd Slate. Apply asphak roofing cemem 1' (25 mull) from edge of shingle flgare 17.5). Asphalt roofing Centel]( l]tt-cling ASI'M 04586't)[ty If Is suggested. I6 mm` T-`- 75 frguna 174. Wkrtr uulaRbtg Gnind tklncr5(raugks on sleep.dalw:*. rrw sore?' units and three spsls ofemptVdl m(yiug rrnreul. 6.7.1 Hip & Ridge for Carriage House Shansle' and Grand Manor Shangle: Refer to instructions herein for Shangle° Ridge hip and ridge shingles 6.8 LANDMARK TM; tANDMARK"" IR,'LANDMARK7PRO; L.ANDMARO' PREMIUM,' LANDMARK1v TL, LANDMARK'.."'. SOIARIS,. LANDMARK_ °m SOLARIS IR, NORTHGATE;-x, LOW ANO STANDARD SLOPE METRIC DIMENSIONS 12" 14314" 12" 1--( 305 mm) --(315 mm)-y --(305 mm)-- 1" ( 25 trim) Release Tape 1" (25 mn1)—" Kai 1Y," Flable Area LANDMARK TL NorthGate: 13112" 13" 13112" 343 ntm) ---(330 mm)-- --(343 mm)--I 1" ( 25 mm) 1" (25 tntn)--I — figrrrc 1.14: t a• feller uaifi for eirp frill sbmgln. stir,: NAILING KEA 12` 14 34' 12' 1305 mm) • —; (375 mm) — + (305 mm) —rl 1' ( 25 mm) NailryLints ernellnor- 1Iasrnalln 1 Na tng areas follow and standard slopos (Lrom 2:12 to 21:12) Nil EwG.nOt uppst d laww In*$ 81 swil biltrm. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certificate of Authoriratlon M9503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails ;md four spois of :uph:dt roofing cement for every full LANDMARK' TL laminated shingle. See heloa•. Asphalt roofing cement slloald nice[ 4STM 04586 1yPe it. Apply 1- spots of asph:dt roofing ccnieni uncle each corner and :a about 12' to 13' In from each edge. 131/2 = r(343 mm) METRIC DIMENSIONS Fl 12'— 143/•1"— 12"-- 305 mm) 315 mai) 305 mm) 25 [Tin) y1"(25 tam)--' I Release Tape 1 Nail Area For Sicep_ f 25 ram) - - - - 25 mm; Roofing Cement 25 mm) I--- NorthGate: TRINITY ERD 13' 13112' 330 mm) (343 mm) 1 "(25 mm)---' I Roofing Cement Figure 13-5: Use stx naM, andfo ur spots of aspbalt nwfing cement on steep slopes. STEEP 12" 14-3/4" 12" SLOPE I-.--(305 mm)-- (375 mrnr-—(305 mm)-;lNAILING Nailingg ImitsAREAI r1" mm11 betA<aenw tr m)—j ..- I 25 J 1"(25 mHeilAnne e 1" 25 mm) mooting Lenient Naill_ng areas for stoop slopes (greater than 21:12) and "Storm -Nailing" Nail between lower 2 naO Ones as shown above. 6.8.1 Hip & Ridge for Landmark", Landmark'" IR, Landmark" Pro, Landmark'" Premium, Landmark'" TL, LandmarkTM Solaris, Landmark'"' Solaris IR, NorthGate: 6.8:1.1 Option 1: Shadow Ridge'" or NothGate Accessory 12' 971V 305mm) (250 m) 01 415/ 16" 415/1C— 150mm) I (150mm) (125mm) ( 125mm) Notch for Notch for Centering CenterinS i 305mm) Notchesfor Allgnment to (337mm) LNotchasorAlignmenl to 5the TopEdgeofthePmfouseofthePreviousBCapfor5'(125nm)Exposure (t80mm) (141min)Izposure (1( m) LAL1English Dimension --11Metric Dimension Shadow Ridge`" Shadow Ridge'" Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certitkote o/ Authorirotlon #9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/09/2016 Page 8 of 12 e i7.3r 25p mut} r 4 15M6' (125 ruc} I— Certaing Wich 13 li4• i337un) \ Align tMis r.,N hrs 10 top 7 5..-T edge nt (104 mm) p mnMls cD>:rsc NorthGate Ridge l ',,rJ J TRINITY ERD 13 118" 6 S18-- }4 -6 5/8-- 16Bmm I 166'mm 1 Centering 131/4 Notch 337 mm) ar9n Iheso" notches to toptop 7 5/8' nim) edgee of L prevlouscourse. T, NorthGate Accessory G12" 30Ar'"' Laying Notch I 5' (125n'rn) I I l ExPosurro I I I(_i! I T Figure 13-10: Use laying notcbes to center sbtnglas on blps and ridges, and to locate the corns! axposura 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastice NP1 "" adhesive or Henkel "PL- Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'"', Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, LLC., Evaluation Report 3532.09.05-Rll Certificate Of Authorltatfoa #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 1Z/08/2016 Page 9 of 12 l J • V I TRINITY I ERD 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL SHAKE'" IR, PRESIDENTIAL SHAKE TL'"", PRESIDENTIAL SOLARIS'": LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each'full Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply 1" diameter spots of asphalt roofing cement under each shingle lab. After applying S nails in between the nailing guide Lines, apply 4 nails i' Nallitp 40" above lab cutouts maldng certain tabs of overlying shingle corer nails tilde Lines (1016 mm) 5 114' 133 mm) LS. . 14 1/4' l In w min) (362 mm) I NOTE: Apply nails on painted guideline. Figure 16-6.• Fastening Presidential and Presidettinl TL Slake shingles on low and standard slopes. 1 T 1' diameter ZSPhAlt ruafing cement Figure 16-7.• Fastening Prestkntlal and Praldmild T/L Slake shingles on steep slopm. 6.9.1 Hip & Ridge for Presidential Shake"", Presidential Shake'" IR, Presidential Shake TL'", Presidential SolarisTM': 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for. covering Hips and ridges. Apply shingles up.to the ridge (expose no more than 7" from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners -must be 13/4r long or longer, so they penetrate either 3/4" into the deck or completely through die deck. Presidential accessory comes in two different sizes: Accessory produced In Birmingham, AL is 12', x 12"; Portland, OR produces 97/8' x 1314' accessory, 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolasticm NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6.10 I.HATTERAS"-: LOW, STANDARD AND STEEP SLOPE: r y.. a, " ... — 9 —` n -g --IIf731nmootI171) nunl IT:Ia oral @3D nlm) I Rtam 15-3r Mylvabig llnitemr.Vnnldrs an lou' and Slea"h"tl.Voles k' )r lows and sn.0 lord slopes. use Gm nails for t-ach full Ilaucraa Allagle a. strrmt .1hum. nooting cctuent --, nxrnn /t.r grdrNwg lUlnrnsaW'rklM nn .wkrlr.V"1"7 Na' silty dope,a, c row a nAs and riglu six4s of ;bph H roog.g ce"cta forc.eh NO klattms slllnalt• as shwnm show. Apply I' 150am) dlsuxler FI"As of n)oftog remcla (ASTV D iM6 7)UII urg cxed) antler e-Ai li iab totatn'. i'rc:,s skdm,;k hao plim, do vat ctpose cen oo CAU MN: Too much roofing tenirm nm cc*uc Aiugirt to Mum Exterior Research and Design, U-C- Evaluation Report 3532.09.05-Rll Certificate of Authorizotlan N9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras": 6.10.1.1 Option 1: Accessory for Hatteras Figutu15-14: 18 tbree piece units separate to »rape 54-Hatteras Accessory shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles 9" 230 mnl) I I 203mm) 460mm) :: 6 Cap Cap Cap Cap Shingle Shingle Shingle Shingle 2ao mml Figure 15-20: Cut Hatteras sbinglas to make cover cap. Figure 15-21: Installation of caps along hips and Wees. 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic° NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLANDSLATEr"; HIGHLAND 'SLATE'." IR: .. LOW AND STANDARD SLOPE: STEEP SLOPE: r— ,,— ,•-- r Use ME nails and 61G111'spoLs of asphalt rooting cement* for each full Highland Slate shingle. For Mlaml-Dade, SIX nails are required. Apply 1' diameter spots of asphalt rooting cement under each lab F as mml + _ comer. Asphalt roofing cement reeling AS'IM D45861}pc It Is suggested. of -ow, rpuirr Six . ihn "b +• (25 IrcW ba awr cwor abJ u W.xrl. Flgum I t-.i: Use FAE nails for errry 11(ghlad gale sbhigla Psnml m'.ml_ _ six. (Mnob "Psmnl irbrod onr ar4r J — • ' Mari tlo.nl RoorIng Gment Figure 11-jut: Me RYE nails and elgU spots ofa p&dr roottnp tvin ail under eacb Jab corner. CAUTION: 8xcessive use of roollog cement can cause shingles to blister. 6.11.1 Hip & Ridge for Highland Slate'", Highland Slate'" IR: Refer to instructions herein for Cedar Crest", Cedar Crest'" IR or Shangle Ridge" hip and ridge shingles. Exterior Research and Design, LLC. Cert111care otAuthorizatlon 89503 FBC NON-HVH2 EVALUATION Evaluation Report 3532,09.05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 6.12 I PATRIOT.N. - _ LOW AND STANDARD SLOPE liar FOUR naiLti for every fill[ shingle loutied as shomi bclo%%-. Sc lml IS9 mml l ylirtcl :Trim[ pAitn% 1 TRINITY I ERD STEEP SLOPE Use FOUR nail, and four spots of aspltah roofing cement for o.m full shingle a sholen Ixllow. 9sph:dt roofing cement uteeliug.l`f i U4586 f}pc R is sett ,icd. ,Apply 1'(25 nun) %liols of asph:dl ruoring cclnc'Id :is Shown. CAL, PION: Rscessice use of rooRng cenienl can cause shingles io blisler. I ----------- Beall rp5r17.; n:SR"y i 6.12:1 Hip & Ridge for Patriot': Refer to instructions herein for Cedar Crest—, Cedar Crest'" IR, Shadow Ridge•'", NorthGate or Shangle Ridge' hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named CA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY AssU RANCE 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 3532.09.05-1111 Certificate ofAuthor)tat/on N9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 4/28/2017 Florida Building Code Online BCIS Home i Log In 1 User Registration I Hot Topics j Submit Surcharge I Stats h Facts I Publications I FBC Staff BCIS Site Map i Links i Search I r d,0 Ii Product Approval 1 i USER: Public User Product Aooroval Menu > Product or Ao2lication Search > Anolintion List > Application Detail FL # FL12194-R3 Application Type Revision Code Version 1 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature, Gareth Rahman grahman@alumlnumcollslnc.com 1 Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florlda License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC Q4 T4 Soffits.pdf Standard Year, AAMA 1402 1986 https://www.Uoridabuilding.org/pr/pr_app dU.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxA%3d%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/27/2015 Date Validated 08/28/2015 Date Pending FBC Approval 09/04/2015 Date Approved 10/16/2015 Date Revised 04/05/2017 i ; d^t1i •1^ti' a... i T"•'-- _71,. r44,^ i. .; ._:_':fir. r=____•,. Summary_of_Prod'ucts` .r ,,.. -.,i.c :.I,;.., _ _U..__s_>,r::..-vYt.ti' .:r,.. ' .`_. `,. _.....:'.,..::: . `Ri•. ^. .nA<. FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels J Limits of Use I Installation Instructions Approved for use in HVHZ: No I FLt2194 R3 II ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALC15001 Evaluation Report 2014 FBC 04 T4 Wl'iits.iodf Created by Independent Third Party: Yes Contact Us : ' 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one, The emalls provided may be used for official communication with the licensee. However emall 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 here . Product Approval Accepts: lY L.:_ Credit • Safe securityhtl rKlcs httpsJ/www.Floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxAoIa3d%3d 212 Cl"E E K V " TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl- 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5r" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard 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 (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 61 G20-3. PRODUCT DESCRIPTIONS 318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension 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 not CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for 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 sti t TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 In2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. C rKL-YErQ Itl CEN1Fu Nf 1{ Sh1If VIVEI 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels 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 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 SERv10Es, 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. PPY R: PR , 2015.08.2 7 oo No 74021 07:05:00 13 STATE OF •.'W ` _ 04 t00t c O R N 0 P'••'..` Zachary R. Priest, P.E. i, ss • • • • Florida Registration No. 74021, i j/0NAli- Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. • Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A - Approved Systems (7 pages) 2) APPENDIX B - Installation Drawings (12 pages) 3) APPENDIX C - Design Wind Loads(4.pages) 4) APPENDIX D - Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK. Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location 1 ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. s CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit— 8-inch o.c. Fastener Lnratinn lf- Fastener Fastener ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-#. Approved Systems for 124nch Overhang with F-Channel 12J-# 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-# Approved Systems for 244nch Overhang with F-Channel 24J- Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 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. 12F-1 Max. 164nch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16 inch 0072-inch dia. x min. 3/16- 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 0.072-inch dia. x min. 1/4-inch 48 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48 16-inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 314-Inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. xmin. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c.. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel Inch o.c. 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-1 Max. Masonry One (1) 14 ga. 5184nch long T nail Wood 1-inch leg staples spaced max 0.072-inch diameter finishing nail with min_ 3/16- 3.3 12-inch spaced max. 8-inch o.c 4-inch o.c. and securing each inch head spaced panel lap 124nch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x. 072-inch Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staples spaced max 0 diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-Inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 318-inch x 3/8-inch One (1) min. 1 inch long x 0.072 inch dia. x min. dia. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.0724nch dia. x min. 1/4- 27 164nch spaced 244nch 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 attributes that are not specifically addressed herein. CREEK N" TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection _ System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.-1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Mary One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.316inchspaced8incho.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 ga.1/44nch 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. 164nch Wood inch leg staples in diamond patternWoodinch 1-inch leg staples spaced 4- o.c. and securing each finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. ' panel lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 16J-1 Max. Wood Three (3) min. 3/4-inch x 1/4-inch crown staples in diamond pattern W 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 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 ei press nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. s' CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 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- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. 3116-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch 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 leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel,lap inch crown x 1-inch 0.0724nch diameter 801 24F-2 12-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3116-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 31164nch 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 801 2417-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 31164nch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 31164nch head spaced 4-inch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. t- •. . r 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 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 24F4 16-inch Wood, leg staples in 1) min 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond patter inch x 7d ring One (1) min. 1.75-inch inch o,c, and securing 3116-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. 3116-inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16 nch 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. 1.754nch inch o,c. and securing 3116-inch head spaced 164nch o.c, inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3116-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. 80/-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3116-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-Inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALCIS001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid- This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEK 7. 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 psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight -nailed through99 the rafter into the end staples spaced 12-inch o.c. severing One (1) 18 ga. Y. One (1) min. 1.75-inch 24J-1 Max rafter with one x 1-inch leg of the batten or two (2) each panel lap Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 60 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.75-inch leg staples spaced 3/16-inch head spaced inch x 7d ring pattern spaced 16 ring shank nails toe- 9 x 0.072 nch diameter 8-inch o.c. 12-inch O.C. shank nail inch o.c. nailed either side o1 finishing nail with min. 24-inch o.c. at en at eachthebatten battr 3116- inch head spaced intersection. Max. 4-Inch o.c. rafter spacing Is 24- inch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One ( 1) 18 ga 1/4-inch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x 1-inch leg No 2 SYP Three (3)18 straight -nailed through 99staples spaced One (1) 18 ga. %+- One (1) min. 1.75-inch anchored to 9 a.1/4-inch crown the rafter into the end 124nch o.c. securing each panel la pp inch crown x 1-inch x 0.072-inch diameter 24J- 2 Max rafter with one x 1-inch leg of the batten or two (2) Wood leg staples spaced finishing nail with min. 53.3 16- inch 1) min. 2.25- staples in diamond min. 2.25-Inch x 7d One t min. 1.75-inch 8-inch o.c. and 3/ 16-inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe x 0.072-inch diameter securing each panel 16 Inch O.C. shank nail inch O.C. nailed on either side of finishing nail with min. lap 24- inch O.C. the Batten at each 3/ 16-4nch head spaced ba 4- inch o.c. interseection. cgon. Max.Mrafter 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. EzCREEKr'4+' TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail M:!1. :!a' head die. nail with mill. -,. en3egim+nt(`or woed lutist`-'r-re; or in. 0.0971 dia. T-nail cr stub .^.Ail with n7n '516" e:gegement l=pr ccncrere of klcc}: cu tra'r_1. apace- e ucttd aboee. FASCIA SLIP BOARD FASCIA TRIM FFIT (OVERHANG WIDTH VARIES) 12F 1 & 12F-34F\':CSHOANNEL wxd, Concroto or u1,ack wall 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 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. GREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No_ Installation Detail nWT%OEEN , SOFFIT STAPLE OPEN RAFTER 3/4- x 1/4- ' DIAMOND PATTERNI1DETAIL1LCROWNS , USING A DIAMOND t yr KTVMI STAPLES PATTERN FACIA BOARD A FASCIA CAP 12F-2 FACIA BOARD3/4' X 1/4- CROWNJS.S. 8* STAPLE ON CENTER PAINTEDt-3/4' TRIM NAIL P- F` CHANNEL CAN BE .PAINTED SS. 48' INSTALLED FASCIA CAPWITHTHEO.C. NAILING FLANGE UP ORDOWN /4 X 1/4- CROWN STAPLE SOFFIT-raax. 12-iinch span WOOD SOFFIT J SUBSTRATE SOFFIT & FASCIAir - D ETAI L ALC15001 FL12194-R3 2of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. NCREAKli 4 TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER SOFFIT STAPLE OIST DIAMOND PATTERN I' IDETAIL arwFACIABOARD NErv¢e+ / sr r cs i 3/V X 1/4- CROWN STAPLE "24- ON CENTER VSINO A DIAMOND PATTERN 1 FASCIA CAP 12J-'I Li 3/4' X 1/4" CROWNJS-S STAPLE '8' ON CENTER 1 FACIA BOARD CHANNEL 1-3%4' TRIM NAIL) P acre-ged to soffit r—h 0neI1) 48 x PAINTED S.S. 48' FASCIA CAP 1/2^ x 3!a' head diameter screw, O.C. 3/4' X 1/4+ 16" a.c. CROWN STAPLE SOFFIT—... 12-inch span SOFFIT J WOOD OR BLOCK SOFFIT & FASCIA suesrR rE D ETAI L ALC 15001 FL12194-R3 3of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. S CREEK TECHNICAL SERVICES, L'LC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 7 }' TRIM NAIL I FASCIA BOARD PAWTEO SS. i I FASCIACAP SOFFIT OPEN RAFTER I ' 1't}' CROWN STAPLE L _ fASC1A BOARD 16F-1 SOFFIT &FASCIA 16F-5 OETAIL FASCIA CAP; REFER TO SCFFIT t ,FASCIA DETAIL F' CHANNEL SOfFIT MAX 1G' SPAY MASONRY SUBSTRATE ALC15001 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. CREED TECHNICAL SERVICES. LLC System No. I Installation Detail L•n. 3!3" 'h-ad dia. nail tzth min I;0 snyeaemont(for wo0.1 Ell aetrate! •:)r min. 5.097" dia, T-nail or stun nail with min. 5/0engagarnent(for concrete or block esbstrate? , spaced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT ( OVERHANG WIDTH VARIES) 16 F-3 F" CHANNEL Waed" :. oncrete or Fleck 1i STAPLE SOFFIT TO ASCIA BOARD #T50 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 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 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 1n,SETWIDEN SOFFIT STAPLE OPEN RAFTER , I DIAMOND PATTERN 3/4- 'X 1/4' I 113A.1 D ETAI LCROWNSTAPLES USING A DIAMOND 1 t,BETWEEN]R.csBETWEEN], PATTERN FACIA, BOARD / FASCIA CAP 16F-4 FACW BOARD 1 3/4- X 1/4- CROWNJS.S. 8' STAPLE ON CENTER 1-3/4' TRIM NAIL P F" CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHED.C. .C. NAILING FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT —max. 16-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 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 imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKw.- TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' TRIM NAIL i y FASCIA BOARD PAINTED SS FASCIA CAP SOFFIT 1'q' CROWN STAPLE it OPEN RAFTER I FASCIA BOARD I-.q CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND DETAIL 16F-2 $ PATTERN. REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL SREFER TO SOFFITt ATOP, FASCIA / \ DETAIL 8„ F' CHARNEL t 3/ 8 1 SOFFIT, MAX 16- I SPA4 I M 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. CREEK yay. TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER— i SOFFIT STAPLE DIST I I 1 DIAMOND PATTERNI i D ETAI LErFACIABOARDtrvaMI 3/4- X 1/4' CROWN STAPLE .24. JS.S. ON CENTER USING A DIAMOND PATTERN FASCIACAP 16J- 13/4- X 1/4- CROWNCIA STAPLE ` 8" ON CENTER 1—CHANNEL BOARD 1- 3/4' TRIM NAIL PPAINTED S.S. 48' FASCIA CAP O. C. X 1/4- WN STAPLE SOFFIT - max. 16-inch span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t* TRIM NAIL I FASM BOARD PAINTED S,S. i 1'r," CROWN FASCIA CAP STAPLES SOFFIT /— USK A DIAMOND PATTERN: REFFR rO 1-S CROWN STAPLE SOFFIT sTAPIE DIAMOND ATTERN I DETAIL 7 t?' TRRI NAIL FASCIA BOARD PAINTED SS. SOFFIT d. FASCIA DETAIL 24F-1 & 2417-4 1'a2' CROWN STAPLE - FASCIA CAP; REFER TO SOFFIT t FASCIA DETAIL Nfters • r 3/B Flatten Anchored to SOFFIT; MAX. 24' F-CHANNEL th e 7Raftersv,th one 7d I I Rey Shank Rai at erery Rafter i WOOD SUBSTRATE 1I SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report &es not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK I' - TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM NAIL FASCIA BOARD PAINTED IS, ` - 1 SMOOTH SMAAIf f fASCIA CAP ROOF NAILS SOFFI' 1'x!' CROWN STAPLE 1 TR0 NAIL PAINTED S5 FASCIA BOARD SOFFIT & FASCIA 2417-2 & i DETAIL 24F-5 1 1'x!' CROWN STAPLE FASCIA CAP. REFER TO SOFFIT L FASCIA DETAIL Nominal 1'x2- SYP F-CFIANVEL Batten Anchored to SDF"T. MAX. 24' Rallera rdh on Td Ring Shank Mal at farery Rafter WOOD 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. L-a? CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 J' TRO1 NAIL FASCIA BOARD 1 j IC(iA t,- T-NAILS PAINTED S.S. I FASCIA CAP SOFFIT i CROWN STAPLE II I }' TRL'1 NAIL PAINTED SS FASCIA BOARD SOFFIT L FASCIA 2417-3 & j DETAIL 24F-6 1'' CROWN STAPLE f- FASCIA CAP; REFER TO SOFFIT i FASCIA DETAIL x"mat rx2' SYP Batttn Anchored to SOFFITS MAX. 21' F-CHANNEL Rafters rith one Td I Ring Shank Nail at j erery Ratter MASONRY I ALC15001 FL12194-R3 Page 11 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 1 I }" TRIM NAIL FASCIA BOARD PANTED SS. 1"sj" CROWN FASCIA CAP STAPLES USIAMOND INGADIAMONDSOFFIT PATTERN. R TD CANTILEVERED CROWN STAPLE SOFFIT STAPLE RAFTER DIAMOND PATTERN DETAC FASCIA BOARD SOFFIT ? 4 FASCIA TAM IIAd PANTED S.S. DETAIL 24J- 1 & 1 I 1'" CROWN STAPLE a 24J 2 FASCU CAP; REFER TO SOFFIT t FASCIA DETAIL 6 tamna: 1" I Y SYP battens secureC al erg SOFFIT: MAX. TC' T-( NANtiiL One 1)76 sen:m; crn,xu (p re ,.,,, srmk roll sVm;M-nAI1ee Urougn the rafter hle the erw T WOODSUBSTRATEof 'Me bmten or two R)Td nnfl shank nags tce-nalec on edhe sale n1 the bar, m a: the M: 1WIaRer tntersedon SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. V it is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% 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 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. y CREEK i.. r'. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure B Building Type .; Zone Mean HeRaof ft , Basic Wind Speed mph) 120 - 130 ` 140 r 150 . ;, 160 ' 170 180 ' 190 200 " 20 16.9 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 Enclosed 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 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 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 1 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 42.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 30 10.8 12.7 14.7 16.9 19.2 217 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC 15001 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 fog Sofflts'in Exposure C,..' s Building Type Zone Meari Roof Height ft Basic Wind Speed mph) ` 120, :' 130 '• 140 150 160 ... 170: 180 ; 190 200' 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 4 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 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 5 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 1 -38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 5 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 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 3of4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Ux-: CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D'. - Building _ Type Zone' Mean, Roof Hei ht ft Basic Wind S eed mph) - • 120, r 130 <' 140•, 150. 160 170 180 190 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87-6 97.6 108-1 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 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 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 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 7 TECHNICAL SERVICES LLC 3/8" F-Channel 3/8" J-Channel 3/S" T r 1/8" HEM 15/tl" T'l I 3/4" I-- 3/8' ISOMETRIC VIEW 3/0" PROFILE ISOMETRIC vIEW 3/8" PROFLE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Fascia S 3/4" 1/8" HEM 6"FASCIA i" BLANK I ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 18* BLANK 3 / 8 PROFILE 2.E25 REF. 50 TYP. 25 TIP. D.125 irr . ojoaaa I 0000ca c!' 000,o l 00000a 0000a MEW [LNVFA PARFNN I A l 5 vF) LOVOUM MWED IN SAME D1RECnON AS FUS) 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK a. TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8" 7/8" 31/8" 7!8" 311B" 5/16" 1/2' 1/2" 1/2" 3/4" 1/8" 1/8" 3/8" 13.75" BLANK 3/8" PROFILE 2M5 REF. 50 TYR 0.M rYM. ALUMINUM COILS, INC Soffits Appendix D o 00000 ooao oao o ao o oaao o ooaao WI1F 1000TR PAnTRN IF III c A F1 LOUVERS FORWED IN SAME DIRECTION AS RMS, END OF REPORT ALClSO01 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G203. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Certificate of Authorization No. 29824t.4 17520 Edinburgh Dr Q Tampa, FL 33647ki TECHNICAL SERVICES, LLC (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.aluminumcoils;nc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard 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 (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ.. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program In compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS ; 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for, dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ay ALUMINUM COILS, INCCREEKSoALUMINUM fas 1° TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Panels provided in 16- inchsections. 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. Ili' full Vuff j j,rjJ]$(r]{r li" 50110 14V1F1 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 12- inchsections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2AMA 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 61G20-3. The manufacturer shall notify CREEK Technical Servicos, LLC of any product changes or quality assurance changes throughout the duration for 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 ti 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 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 1 % WY. R 2 015.08.2 7G:•G'E•jj s •R7 i No 74021 07.05.00 13 Z -04'00' STATE OF ' 44/-Z O R p P• ` Zachary R. Priest, P.E. S • N Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida, product approval under Rule 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. r ECREEK. 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 Lotion Lotion Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location 1 ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. PCREEKTECHNICALSERVICES, LLC d. 16" Q4 Soffit — 8-inch O.C. Fastener Location lF Fastener Fastener Location xl ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# 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 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# I Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 Max. 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16 inch 0.072-inch dia. x min. 3/16 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 3/44nch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-2 16-inch Wood owcrown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head dia. trip nail spaced 48- 48 64.2spaced24-inch o.c. and securing each panel lap inch o.c. One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long xMax Masonry One (1) 14 ga. 5/8-Inch long T Hall Wood crown staple spaced 8-inch o.c. 0.0724nch dia. x min. 1/4-inch 4-4812F-3 164nch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. ALC15001 FL12194-113 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ti f C E E Kn r-s,M 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 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 314-inch long x 12J-1 Max. Wood diamondstaplepatter long x 3/8-inch head diameter Wood h crown staple1/4-inch 0.072-inch dia. x min. inch 4. 16-inch spatternspaced 24- screw spaced 16-inch o.c. spacspaced 8-inch o.c.. head dia trip nail spaced 48- spaced 642 inch o.c. connecting soffit to J-channel Inch o.c. 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-1 Max. Masonry One (1) 14 ga 5/8-inch long T nail Wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nall wlth min. 3/16- 53.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-Inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staples spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4 inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch c.c. panel lap inch head spaced 12-inch o.c. 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 16F-3 Max. Wood I:25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min. 25.6 16-inch inch o.c. O.C. 3/16-inch head dia. trim nail spaced 36-inch o.c Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 3 GREEK r=-+ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch-overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 114-inch crown x- One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3 16-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. One (1) 18 ga. 114-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- leg staples spaced 4- 0.072-inch diameter 16F-6 16 inch Wood inch leg staples in diamond patpatterniWood inchnch o.c. and securing each finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch 16J 1 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 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. 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 pso 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- finishing nail with min. 80/-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 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 80/ 24F-2 12-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76 6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 164nch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg 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 801 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 6 Ift 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 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 12anch o.c. securing One (1) 18 ga. 114- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min 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 0.0724nch 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 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No 2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16 inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 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. 80/-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/44nch Nominal 1 x2 min. 2.25-inch x 7d ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight -nailed through the rafter into the end sta lesspacedpOne12chsecuringOne (1) 18 ga. Y.- 1) min. 1.754nch 24J-1 Max. rafter with one x 1-inch leg of the batten or two (2) each panel lapapa Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. fi0 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One min. leg staples spaced 3/16 inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- 72xO.a72-inch diameterdiameter 8-inch o.c. 12-inch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. 24-inch o.c. the batten at each battenlrefter 3/16-inch head spaced intersection. Max, 4-inch o.c. rafter spadng Is 24-inch o.c. Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 225-Inch x 7d ring shank nail crown x ldnch leg No.2 SYP Three (3) 18 strai ht-nailed throughu9 staplesP paced One (1) 18 ga. + One (1) min. ch anchored to 9 a.1/4-inch crown the rafter into the endr 12inch o.c. searing each panel lap inch crown x 1-inchc diameterx0.072-inch diameter 24J-2 Max. rafter with one x 1-inch leg of the batten or two (2) Wood leg staples spaced finishing nail with min. 53.3 16-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One min. 84nch o.c. and 3/16 inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- g 72 diameterx0.072-inch diameter securing each panel 16 Inch o.c. shank nail inch o.c. nailed on either side of finishing nail with min. lap 24-inch o.c. the batten at each batten/rafter 3/16-inch head spaced intersection Max. 4-inch 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 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 INSTALLATION Note - Refer to the APPRoveo SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Min. ./.' K&ad di&. nail With, Alin. 1S:" E73ag4mbnt(ior Vocn! aubctrate} or min. 0 r97+ din. T-nsil ar stub nail i=h min. SJc" r.^.gag.mer.cl'or cone-eca x .k lcoY. t'uJbtrl,u), up.ced %a noted a xve . FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 12F 1 & 12F-3 F" CHANNEL Concrete or Vlckk Wa11 STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP •1 /4" fT S.S. PAINTED 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. 71 4 CREEK RA TECHNICAL SERVICES, LLC System No. i Installation Detail 12F-2 3/4' X 1/4' CROWN STAPLES USING A DUMOND PATTERN I F" CHANNEL CAN BE INSTALLED WITH THE UNG FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ; 3` s DETUED4 `, SOFFIT STAPLE DIAMOND PATTERN 1 DETAIL1L-131W ITVE£NI VAPL.ES FACIA BOARD \ i r-- 1 CAP 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 SOFFIT- %- '-=-''-ch span SOFFIT SOFFIT & FASCIA D ETAI L ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER j VW BETWSOFFIT STAPLE I DIAMOND PATTERN I J DETAIL FACIA BOARD a.r Erv¢N r sjwus / 3/ 4' X 1/4- CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J- 1 OHM f 3/4' X 1/4- CROWN STAPLE ' 8' ON CENTER 1-3/JNA-JLi—CHANNELFACIA BOARD 1- 3/4" TRIM NAIL—+ PAINTccr4wed tosoffitPAINTEDS.S. 48'r:ith oneili k8 a O. C. FASCIA CAP 1! Z" X 3/8" head diameter straw, 3/4' X 1/4' 1G" c_c. CROWN STAPLE SOFFIT— riax. ]3-inch.spanSOFFI WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15DO1 FL12194-R3 Page 3 of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attnbutes that are not specifically addressed herein. CREEK f TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1;- TRIM NAd FASCIA BOARD II PALVIEO S.S I I FASCIA [AP i SOFFIT 1-,4' CROWN STAPLE i OPEN RAFTER FASCIA BOARD A 1-WA 1617-1 t SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT t FASCIA DETAIL. CHANNEL I soFFn; MAX. x- MASONRY SUBSTRATE SPAY I ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report,is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ka TECHNICAL SERVICES. LLC System No. I Installation Detail Min. 3/S" nead (.Jit. nail wi:.h min 1!:" angar.ament tfor w.ro _-zbstratF) cr min 0.097' dia. T-naal or stub nail with min. 5/3" cgncrete or block aubstraLe) . spaced as ncte& above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL ALC15001 Wc^d. Concrox or Block Nall I STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" 0. C. FASCIA LIP 1 /4" L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL FL12194-R3 ALUMINUM COILS, INC Soffits Appendix B Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. A CREEK TECHNICAL SERVICES, LLC 16F-4 No. I Installation Detail 3/4' X 1/4' \ CROWN STAPLES USING A DIAMOND PATTERN I F" CHANNEL CAN BE 1-3/4" TRIM NAIL PAINTED S.S. 48" INSTALLED WITH THE O.C. NAILING FLANGE UP ORAN DOWN WOOD SUBSTRATE OPEN RAFTER FACIA BOARD CAP 3/4" X 1/4" CROWN STAPLE "8' ON CENTER SOFFIT —max. 16-_nch spar. ALUMINUM COILS, INC Soffits Appendix B L n„BETWEEN , SOFFIT STAPLE DIAMOND PATTERN I DETAILI 1 yr r[rvm+j zr.vLcs i 1-3/4" TRIM NAIL FACIA BOARD PAINTED S.S. FASCIA CAP 3/4" X 1/4' CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 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 imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. UW CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 ?' TRIM NAIL I , -FASCIA 60ARO PAINTED SS j FASCIA CAP SOFFIT I Yq- CROWN STAPLE OPEN RAFTER I FASCIA BOARD 1"R CROWN STAPLES SOFFIT & FASCIA USCG A DIAMOND DETAIL116F-2 & PATTERN. REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL SOA CAP: REFER TO / \ i0 SOFFIT i FASCIA DETAIL 8„ F' CNANNEL 3/8 soFFrt: MAX. is ( _ i SPAN W SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN J ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN 16J-1 WOOD OR BLOCK SUBSTRATE ALC15001 OPEN RAFTER F` 1-3/4- TRIM NNLJ PAINTED S.S. 48" O.C. SOFFIT —max. 16-inch spar. ALUMINUM COILS, INC Soffits Appendix B i 2 i `, SOFFIT STAPLE DIAMOND PATTERN DETAIL I FACIA BOARD '1 E V JErVE04i ST,au_s i ASCL4 CAP I 3/4- X 1/4' CROWN FACIA BOARD STAPLE '8' ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. FASCIA CAP 3/4- X 1/4- CROWN 57A 'LE FL12194-R3 SOFFIT SOFFIT & FASCIA DETAIL Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK fit_ 4 r P TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail ' t }' TRIM AA!L FASCIA BOARD PAINTED SS. 1 t• STAPLES USING A DUMOND I FASCIA CAP SOFFIT PATTERN: REFER TD rj- CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN i OETAfI f t ' TRIM N5.5. AIL _ FASCIA BOARD PAINTED SOFFIT b FASCIA DETAIL 24F-1 & t 24F-4 I r>a' CROWN STAPLE - FASCIA CAP, REFER TO SOFFIT i FASCIA DETAIL Nartmal rat- SYP F-CHANNEL 318BattenAnchoredtoSOFFIT: MAX 24' r,th Ah.9 SRI:q SAaak Natl atAllt WOOD SUBSTRATE every Ratter / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 9of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation_ report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I 1 ' TRIM NAIL I ` / ^ FASCIA BOARD P AW7E0 S.S. IA- SMOOTH SNA%K i II r—FASCIA CAP ROOF NAILS SOFFIT ! Y I I CROWN STAPLE t I I I 7RU1 NAR, FASCIA BOARD PARiTED S.S. ISTA-PIE SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 11 (ROW FASCIA CAP; REFER 70 SOFFIT R FASCIA DF7A0. Nominal I'a2' S7P batt" Anchored to SOFFIT. MA)L 24' F-CHANNEL Rafters rItn one to Rm9 Shank Nad at ewq Rafter WOOD SUESTRATE i ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for 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. LL'C ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I {' TRIM NAIL I FASCIA BOARD PAWTED S.S. I 11-HA j" T-NAILS I , j FASCIA CAP SOFFIT I 1-4- CROWN STAPLE 1 I I t' TRIM NAIL PAetTEO S.S. FASCIA BOARD SOFFIT &FASCIA 24F-3 & I I DETAIL 24F-6 CROWN STAPLE FASCIA CAP, REFER TO SOFFIT t FASCIA 1 DETAIL Normal 1"ct SYP F-CHANNEL Batten Anchored to SOFFIT, MAX. 24' Rafters i h one IdiRingShankNaOat i erT Ratter MASONRY I ALC15001 - FL12194-R3 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. CREV—FX TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t 1 f- TRIM NAZI , FASCIA BOARD PAINTED SS. I's;' CROWN FASCIA CAP STAPLES USING A DIAMOND SOFFIT PATTERN. REFER TO CANTILEVEREC rR CROWN STAPLE SOFFI7 STAPLE RAFTER DIAMOND PATTERN DETAC FASCIA BOARD SOFFIT b FASCIA 1 (;' TRIM NAIL PANTED S._S. DETAIL 24J 1 $ 1'' CROWN STAPLE 24J-2 FASCIA CAP: REFER TO SOFFIT tFASCIA CETAI: Nomura! t- a 2-M and xabneabeLueenrY.lEM ersartu SOFFIT; MAX 24" 3/8 J- CHANKEL Mre7 wtlh one 11) TO Inn shank raw stmghl- abed U the W hew huthe enc w000 SUBSTRATE W J, b ln:wo I ring aan, nails tunallean J Chet sib of the GhOm W the ba:llnitaAet mialseCbnn I i SOFFIT STAPLE DIAMOND PATTERN ALCI5001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. i 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, Kd = 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. CREEK - TECHNICALt • 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 -S eed rri h 120, ..:' 130 .' 140 150 . t 160 170 " 180 . 190 ., 200 20 16.9 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 38.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 A3.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 A5.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0d4010.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 12.5 14.7 17.0 19.5 2-2.2 25.1 28.1 31.3 34.7 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 1 36.4 ALCIS001 FL12194-R3 Page 2 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. 0 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffts in Exposure C Building Type ; _ Zone Mean ,' Roof ftHeiht . Basic Wind Speed mph)- " j 20 130 140 150 ` 160 170 180, 190 200 , 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7, 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5• 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46-7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 5 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 ' 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. CREEKr '. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D . BuTldingYPe Zone ,'. Mean ' Roof • Hei ht ft Basic Wind Speed mph), - r,120 130 140 - ` 150.:-` 160 .'" : 170 .-' 180 190 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30:6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 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 1 -60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 561 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 1 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 1 26.7 30.6 34.8 39.3 1 44.1 49.1 54.4 60 20.2 23.7 1 27.5 31.6 35.9 40.5 1 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 3/8" F-Channel 3/8" J-Channel 3/8" 3/4" r 1/8' HEM i 518" 3/4' 1 3/8' ISOMETkIE VIEW 3/E- FROFLE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. A, 4 CREEK TECHNICAL SERVICES, LLC Fascia 1/8" HEM S 3/4" 6"FASCIA 7" BLANK ALClS001 FL12194-R3 ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D 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. TECHNICAL SERVICES, LLC 16" 04 Soffit 25 IYP. am rY 18" BLANK 3 / 8 PROFILE 2.625 REF. o;aaa o I oaaao 0000 I 0000ca aoa o WQf 1MATR PArrf9N (F111 Kn^ F\ LDJVM FORMED IN SAME DRRECrON AS WS) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,'installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit f 3 1/8" 7/8" 3 1/8" 7/81, 5/16" \ 1/2" 1/2" 1/2" 3/4" 1/8" 1/8" 34' 13.75" +BLANK 3/8" PROFILE 2.625 REF. 50 TrP. 25 np, 0.125 Tl?. ALUMINUM COILS, INC Soffits Appendix D o aoo o 000a.a In0000 bIoooa a0n0n WIDE t NER PATTE RN (FL'11 SCM n GNERS FORMED M SAME DREMON AS R15S) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. - 4# 4/28/2017 Florida Building Code Online BCIS Home i Log fn I User Registration i Hot Topics i Submit Surcharge i Stats 6 Facts I Publications I FBC Staff i SCIS Site Map I Links I Search Product Approval USER: Public User Product Approval Menu > product Anphrauon Search > Aoniiration List > Application Detail FL # FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved t 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@jameshardle.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Ji Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. e, Validation Checklist - Hardcopy Received Certificate of Independence FL13192 R4 COI RIO - Certificate of IndeDendence,PDF Referenced Standard and Year (of Standard) Standard Year ASTM C1186 2007 ASTM E330 2002 Equivalence of Product Standards tit;At p !; • Certified Byv,- Florida Licensed Professional Engineer or Architect 4,z l' FL13192 R4 Eauiv ASTM C1186 Equivalency Sioned.adf https-//www.floridabuilding.org/pr/pr app dU.aspx7paratn=wGEVXQwtDgtskp/o2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d°/p3d 1/3 4128t2017 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 timmaryof Products . a •rr: — t : rr.-a{y :.r, : ,` :..,--t„ _ A ; a FL # Model, Number or Name Descriptlon. 13192.1 — M-- Cemplank Lap Siding — fiber -cement lap siding — Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 H ER RIO-2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 li ER RIO-2557-15 Plank Shingle CMU.Ddf Impact Resistant; N/A FL13192 R4 II ER RIO-2577-15 Plank to WSP Sheathina.Ddf Design Pressure: N/A FL13192 R4 II Install CemPlank Slding.odf Other: For use in HVHZ install in accordance with NOA 15- FL13192 R4 II NOA 15-0122.04.Ddf 0122.04. Verified By: Ronald I. 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 CMl1.Ddf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathina.odf FL13192 R4 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes 13192.2 HardiePlank Lap Siding fiber -cement lap siding Limits of Use T1 Installation Instructions Approved for use In HVHZ: Yes - FL13192 R4- II ER RIO-2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4" II ER RIO-2557-15 Plank Shingle CMU.Ddf Impact Resistant: N/A 'FL13192-R4 II ER RIO-2577-15 Plank to WSP Sheathina.odf Design Pressure: N/A FL13192 R4 II Install HardlePlank Sidina.Ddf Other: For use in HVHZ install in accordance with NOA 15-1, "FL13192 R4 -II NOA 15-0122.04.Ddf 0122.04.:' - Verified By:. Intertek Testing Services NA Ltd.. Created by"Independent Third Party: No, t Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FL13192 114'AE ER RIO-2557-15 Plank Shingle CMU.Ddf ' FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing.Ddf FL13192 R4-AE NOA 15-0122.04.6df Created by Independent Third Party: Yes .; 13192.3 HardieShingle Individual Shingles fiber -cement individual cladding shingles Limits of Use Installation Instructions Approved for use In HVHZ: No FL13192 R4 H ER RIO-2555-15 Shingle metal wood,pdf FL13192 R4 II Install HardieShinale Sidino.odfApprovedforuseoutsideHVHZ: Yes 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.odf Created by Independent Third Party: Yes i 1 Y• , r fin:• 13192.4 HardieShingle Panel fiber-cement'notched shingle panels (straight edge,-- . staggered edge, half round edge) z?"'tr-' Limits of Use - Installation Instructions 3-:,, Y_" _ Approved for use in HVHZ: No FL13192 R4 II ER RIO-2555-15 Shingle metal wood.odf FL13192 R4 II ER RIO-2557=15 Plank'Shlnrile CMU.Ddfi =• t Approved for use outside HVHZ:.Yes FL13192 •114 1I Install HardieShinale Sidina.pdf INN Impact Resistant: N/A ry •"•'ri} r Design Pressure: N/A - - Verified By: Intertek Testing Services NA Ltd. Other: Created by Independent Third Party: No J." ? f Evaluation Reports i V c°" El R4 AE ER RIO-2555 15 Shingle metal wood.Ddf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU.pdff, 1• i Created by Independent Third Party: YesL" IN 13192,5 Prevall Lap Siding fiber -cement lap siding yr• rL•'i'.•. 5-i 1;; Yif, P.=•¢ Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 II ER RIO-2553-15 Plank metal wood,pdf httpsJ/www.floridabuilding.org/pr/pr_.pppjtl.aspx?param =wGEVXQwtDqtsk%2bGnUu47oqxfnaH RnH 1ID4CXwhKRqKDf7RrxWwZsbgA%3d%3d 213 C/P:TC tit Florida Building Code Online Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use In HVHZ Install In accordance with NOA 15- 0122.04. FL13192 R4 II ER RIO-2557-15 Plank ShlnDle CMU.pdf FL13192 R4 rI ER RIO-2577-15 Plank to WSP Sheathing.pdf FL13192 R4 I1 Install Prevail Lap Siding.ocif FL13192 R4 II NOA 15-0122,04.pdf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU.pdf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing odf FL13192 R4 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone; 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public retards. 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 850.457. 1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee, However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: ktra w Credit Card Safe https://www.loridabuilding.orgtprlpr_app_dtl.aspx7param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnH11D4CXwhKRgKDf7RrxWwZsbgA%3d%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 shaWbe 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. HardiePlank ,M r0. Lap Siding JamesHardie EFFECTIVE SEPTEMBER 2013 = INSTALLATION REQUIREMENTS - PRIMED & COLORPLUS" PRODUCTS Visit W%vrrj0t rate. mtathemostrecentversion SELECT CEDARMILL° • SMOOTH • CUSTOM COLONIAL'" SMOOTH • CUSTOM COLONIAL" ROUGHSAWN CUSTOM BEADED CEDARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATIOON, CONFIRM THATYOUARE USING THE, CORRECT HARDIEZONE'" PRODUCT INSTRUCTIONS. INSTALLATION OF HZ100 PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY, TO DETERMINE WHICH HARDIEZONE" APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-734.9 (866 9HARDIE) STORAGE & HANDLING: CUTTING INSTRUCTIONS OUTDOORS 1 Position rutting station so thitwindwill bbwdust ayrayfrom user and others in waling area Z lice one of the Idlowieq rnehods: a Best: I Yoe and slap II. Shears (manual, electric or pr>e<tmatc) h. Better: 1. Dust reducing dreibr saw equipped with a Hanyeeimfolsaw blade and HEPAvacuume)dravtion c ( mod. 1. Dust reducing orcul r saw with a FUdIcNade saw blade only tar. for lav h moderate. idling) INDOORS 1. Cut only using snore and snap, or shears (manual, electric or pneumatic). 2. Position cuffing station In well-vennlated area Store flat and keep dry and covered prior to inslallation. Installing siding wet or saturated may result in shrinkage at bull earns. Carr lanky on edge. Protect IyP9e• edges and corners Irom breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. arc ".-'•: 5 ,'^ yS NEVER use a DvAer saw Indoors NEVER use a clrc& saw blade that does not curry the HardleBade saw blade trademark NEVER dry sweep— Use welsuppression orI-EPAVacuum Impodatt fJotfw For rrtaximm pmtedial poorest respirable dust production),James Rude recomrtwrlds aiwa/s trng'Beast'-Incl amig methods when. feasible NIOSH-apfyowd respirators can be used in raliurtdnn with above dxntiM practices to further reduce dust erposwes. Additional exposure information Is available i, at www,jumeshardie.com to help you determine the most appropriate cutting method for year Jab requirements. f concern total extras taeul expuaxe laeeb a you do not comply with the above dies, you should a pre (waysccrtstrlla qua!rG:d industrial hygienic or contact Janes Hartle for further in(rn1><man GENERAL REQUIREMENTS: HardiePlank' lap siding can be installed over braced wood or steel studs spaced a maximum of 24" D.C. or directly to minimum 7/16" thick OSB sheathing. See general fastening requirements. Irregularities in framing and sheathing can mirror through the finished application. Information on Installing James Hardie products over foam can be located In JH Tech Bulletin 19 at www, jamehardle.com A water - resistive harrier 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 housewrapn, which complies with building code requirements. When installing James Hardie products all clearance details in figs. 3-14 must be followed. Adjacent firllshed grade,must slope away from the building in accordance with local building codes - typically a minimum of 6' in the first 10'. Figure 1 Double wall Single Wall Do not use HardiePlank lap siding in fascia or trim applications. Construction construction Do not install James Hardie products, such that they may remain In contact with standing water water -resistive harder m- bractng HardiePlank lap slding may be Installed on flat vertical wall applications only, Plywood a 24" ox. max. For larger projects, including commercial and multi -family projects, where the span of the OMsbeething _ wall is significant In length, the designer and/or architect should take Into consideration the coefficient of thermal expansion and moisture movement of the product In their design. These values can be found in the Technical Bulletin "Expansion Characteristics of 7 James Hardie' Siding Products' at www.JaniesHardie.com. DO NOT use stain, oiVaikyd,base paint, or powder coating on Jaynes Hardlem Products.; -- INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options are required by code (as referenced 2009IRC R703.3. 2) A. Joint Flashing (James Hardie recommended) B. Caulking' ( Caulking is not recommendfor ColorPlus foraestheticreasonsasCaulkingand CDIotPlus will weathedifferently. For thesamereason, do not caulk nail heads onColorPlus products.) C."H" jointer cover Figure 2 Nadi line nail „ Une Is not r .. present place between 3/ 4" d 1' from top Nall3,b" Irom of plank) \ a* of park water-rrgsuw n o ' barrier o \ siding o . , ' ' o o " fastenerj I stalla l 1/4' stainer strip to Instal plx*s In anstxo a consistent plank angle moderate eadact at tnrlt Joints leave appropria egap between planks and trim, then cauk— Note: Feld palming over caulking may produce a sheen difference when compared to the field painted PdmePlus. 'Refer to Caulking section in these Instructions t For additional information on Hanfiewrap' Weather Barrier. consult James Hardle at 1-866.41Iardle or wwww-tnrdlewrap.com WARNING- AVOID BREATHING SILICA DUST lames Hardie' products contain iespliable crystaathoe silica, which Is larown to the State of Garfornn to cause cancer and is consideiod by IARG and NOSH to be a cause at cancer from sane occupational sources. Omathing excesdve amounts of respoeble silica dust can also cause a disabhn0 and potentially fatal lung dtsme called silicosis, and has been linked'wth other diseases. Some studies suggest SliNtlig lllity leer('" 1CC rhr'Se ril'SS. During inshtlahnnor hruidkng.(1) work it addror areas with ample emlibliGn,(2) rise liher cerwit Mitsns for cull ig or, whe ro not fee Ale. uso, a HardleBhale° saw badtr and dull -reducing cicular saw attached to a HEPA vacuum; (3) wain others In the irnniedla to area; (4) wear a popery -fated, NOSH -approved dust mask of respirator fag. N 95) it accordance with applicable government re(jula[ Ws and unanufwturer Instructbis to lurV)ei Imilt re!4)xable siica exposure: During clean-up, use HEPA yacuurns or wet cbo up methods - rover dry swoop. for furthor information, refer to our irrkalbbon instructions and Material Safely Data Sleet available at www.fameshaidia.can or by sling I.80DAHAROIE (i-800-942-7343)• FALUFE TO ADHERE TO O(JR WARNNGS. MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONA. NUURY OR DEATH wn+> IiS11119-P1/4 6/13 ft raa CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding yn , 1..+"s:rri' Z Flashing y f i r , As fe wired 1. All 47 - =' ! by IRrl,cotle MIn. Y," Do not caulk •• : "Y" Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry atQ=rut ra := ^' 2j AF) ashIn-',..- Flashing I ping 4, _ ,; *Y x;t. x'Z-FI shing IVII IFigure 12 Figure 13 Figure 14 Drip Edge. Block Penetration Valley/Shingle Extension FASTENER REQUIREMENTS " Blind Nailing Is the preferred method of installation for HardiePlankv lap siding products. Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please see JH Tech bulletin 17 for exemplfon when doing a repair). Pin -backed corners may be done for aesthetic purposes Only. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING FACE NAILING Nails -Wood Framing Nails - Wood Framing Siding nail (0.09" shank x 0.221 " HD x 2" long) • 6d (0.113" shank x 0.267" HD x 2" long) 11ga. roofing nail (0.121' shank x 0.371" HD x 1.25" long) • Siding nail (0.09" shank x 0.221" HD x 2" long) Screws - Steel Framing Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 1/4" long x 0.375" HD) Screws must • Ribbed Bugle -head or equivalent (No. 8-18 x 1-5/8" long x penetrate 3 threads into metal framing. 0.323" HD) Screws must penetrate 3 threads Into metal framing. Nails - Steel Framing Nails - Steel Framing ET & F Paneifast nails or equivalent (0.10" shank x 0.313" HD x 1-1/2" long) • 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. Nails must penetrate minimum 1/4" into metal framing. OSB minimum 7/16'r OSB minimum 7/16" 11 ga: roofing nail (0.121" shank x 0.371" HD x 1.75" long) • Siding nail (0:09" shank x 0.221" HD x 1-1/2" long)" Ribbed Wafer -head or equivalent (No. 8 x 1 5/8" long x 0.375" HD). stud 24-— Stud 2,r Figure 15 Figure 16 `— O C. max. + , o— Minimum overlap t' 11r4 m. r• for Both Face_-} ';.,:. 1 overlap 1." IandBlindNailingd _ i. Nail Lhe Blind Nali min. 1 1/4" i overlap J_Jc . _ - face nail L 1 -.w: water -resistiveWalcrResistivefai _f'— barrier 1 1r4' min. r Barrier 1; 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 General Fastening Requirements, and when considering alternative fastening options refer to James Hardie's Teclnical Bulletin USTB 17 - Fastening Tips for HardlePlank° Lap Siding. HS11119-P2/4 6113 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion, James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when Installing James Hardie" products near the ocean, large bodies of water, or in very humid climates. Manufacturers of AGO and CA preservative -treated wood recommend spacer materials or other physical barriers to prevent direct contact of'ACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HardleTdm 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 riot 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. Dave fasteners perpendicular to siding and framing. Fastener (heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk fill nail tale and add a nail. (fig. B) For wood framing, under drivers nails should be hit flush to the plank with a hammer (For steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywood should only be used when traditional framing Is not available. Do not use aluminum fasteners, staples, or clipped head nails. ro PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening Is Highly recommended. Set air pressure so that the fastener is driven snug with the, surface of the siding. A flush mount attachment on the pneumatic, tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives file nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). countersunk, fill &add nail snug flush EN DO NOT DO NOT Figure A I Figure B I under drive nails staple PAINTING DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie" Products. James Hardie products must be painted within 180 days for printed product and 90 days for unprlmed. 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 Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or -higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be appiled in accordance with the caulking/sealant manufacturer's written Instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLU S"' TECH NO LO GY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardieg ColorPlus® products. [hiding installation use a wet soft cloth orsoff brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPluV Technology touch-up appllcatrr. Touch-up should he used sparingly. If large areas require touch-up, replace the damaged area wigs new HarctlePlank' lap siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course.. Terminate non -factory cut edges Into tam where possible, and caulk. Color matched caulks are available from your ColorPlus' product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie doers not warrant the usage of third laay touch-up or paints used as touch-up on ,lames Hardie ColorPlus products: Problems with appearance or performance arising from use of third parry touch-up paints or paints used as touch-up that are not James Hardie touch -rip will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIEW SIDING AND TRIM PRODUCTS WITH COLORPLUSO TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface Is clean, dry, and free of any dust, dirt, or mildew Repriming Is normally not necessary 100% acrylic topcoats are recommended 00 NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature 00 NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section HS11119-rYd/4 6/13 COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANr LAP SIDING WIDTH SQ 5114 61A 71/4 712 8 8114 9114 91/2 12 It sa =1o0 sq ft.) exposure) 4 5 6 61/4 6 314 7 8 8114 10 3A 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 Wit 100 88 88 65 8 200 160 133 128 119 114 100 100 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20, 500 400 333 320 296 286 250 250 186 This coverage chart Is meant as a guide. Actual usage Is subject to variables such as building design. James Hardie does not assume responsibility for over or under ordering of product. IRE COGNITION: In accordance with IMES Evaluation Report ESR-2290, HardlePla" tap siding is recognized as a suitable allemale to that specified it the 2006,2009,820111nternabenal Residential Code for Ono- and Two-Famlly Dwe fts, and the 2006. 2009, 6 2012 Inlemalimal Building Code,. HardiePlank lap sidkg is also recognized for apprinatim In lie foWng: Cky of Los Angales Research Report No. 2486Z Slam of Flodda gsling FLM889, Dade County, Florida NOA No. 02-0729.02, US. Dept of HUD Materials Release 1263c, Texas Deparknent of Insurance Product Ewtuallon EC-23, illy of New York MEA 223.93-M, and Cal'dam a DSAPA-019. These documents should also be conssulled br addiiorui infonnaLm cmamuhg the sutabidy d this product br speaTic appGra6ors. fJ . S James Hardie Building Products. to rights reserved. Additional installation InfOfmati0n, • `;, Janes and 9denotetrademarks orregiregistrered demadrsof Warranties, andWamin WarningsJamesHardieiTechnologyTchto y Livid. d is a registered trademark 9 Ja mesHard ie ofJamesHardieTechnologyLhNladW1NN.jameshardie,com Panelfast is a registered trademark of ET&F Fastening Syslems, Irc 151 HS11119- P4/4 6/13 MIAMI DADE hIIANII-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 MOARI) AND CODE ADIVIINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.minmidade.uaov/economy James Hardie Building Product, Inc. 10901 Elm Avenue' Foutana, CA 92337 SCOPE: This NOA is being issued under the applicable roles 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 lave this product or material tested for quality assurance purposes. If this product or material fails to perforce 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. r 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" Plaults and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HatdiePanel, CemPanel, Prevail Panel; HardioPlank, CemPlank Prevail Lap Siding; HardieSofftt, CetnSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/2412013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., beating 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 sitting plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit' panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date 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 1/13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2615 0313o1 s P;lgi 1 James IIardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, 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 "SuGmltted under 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 N.OA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F, STATEMENTS 1. Statement letter of code conformance to the 51h edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. 03 3°lyal5 Carlos M.. Utrcra, P.B. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E-1 will 1 V114.LL LENGTF PRODCTUDE8i CRE I0N Stud Spacing at 16" O.C. SEE HardiePanel®, Cempanel®, & Bi- DETAILA • Prevail® Panel Siding materials are nonasbestos fiber -cement products j - - ~ --- -= -+ ifr yr GA I 518" thick! 5 ply APA rated tested in accordance with ASTM i :; d f . plywood sheathing in C1186 Grade It, Type A and meeting i ' l j ; tia i •,: 'E - axodanoewith Florida the requirements ofthe Florida t? lt0tJlir,TAf LSED ; `\ Buildng Code Section Building Code. asooa Mi.m4,7orido ' ,1 _, • 23223 t , Hv>(So i `6 •2 P N DIMt ISIONS Mo,-. ir`- .--- E G a1 '17 F wzseNresistive Width Length Thickness Dvambon y S F ; barrier perFtorida 4 8,9,10' S/'•6" j j .p ;' Building Code i•; '" Q)`j- • Section 14042 D S GN PRESStiRE RATING Fs fQ r X 4- g.P-F Installation Design Pressure Wood Studs Wood Studs -76 psf i j r- Har:diePanei, ImpactResistant- B E—! ACempanel, Planks installed over 5/8" thick / 5 ply Naas at 16" O.C. (typ.) CTION 3/ 8" Minimum Edge Distance Prevail Panel AIDA rated plywood sheathing Siding AE& 9L- Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 iHardiePanel, Cempanel, Prevail Panel Siding I j Water - resistive barrier per Florida Building Code Section i 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 Reoord in compliance with the Florida Building Code. HARDIEPANEL,CEMPANEL PREVAIL PANEL SIDING INSTALL -M DETAILS AU installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in aocordance with Florida Budding Code Section 23223. The siding panels shall be installed over 518' thick 15 ply APA rated plywood sheathing supported by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 2] The siring panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the SW thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 17and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSMUCTION James Hardie Building Products, 'sra. 1D901 Elm Avenue M Fontana, CA92337Phone: 909-356- 6300 SIZE Fsnr No WIG NO t v Fax 909-427- 0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1/2" =1•-0' Date: 4R4=13 &-EET 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 1. FAC'1NCi tEV14FD . 000vw g =ai tDe F1+As Cote A=mun a Aio 't912 8rs~ l'taduct Goaltd M0D=2Ev1SM - as eomVbi g rs6 tho Florida BQdo8 ca& Auxvomm N,, d7 Lff17 I. f I -IFastenerSpacingperFlorida Budding Code Section 2322.3 I I I•I ERAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALLAND SOFFrr FRAMESARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHE=LUb G NOMINAL 5/8" THICK/S PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322:3 9Mri LNG THE PANEL IS FASTENED W 1'H 2• LONG, 0.223" HEAD DIAMETER, 0.09ZSHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing 1. 1y4Ar. moo•• Fco _ %3 h'_'--_ Ill FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION Fames Hardie Building Products, Inc 10901 Elm Avenue pitFontana, CA 9=7 Phone: 9093b6-0300 sas FSCM NO DM 140 Fax 909-427-063.4 i A PNL-PLKSOFF Crea, or. E. Gonzales IscuE 1" = T-0" Date:4124)2013 SHE -Er 2 OF 12 1 ALL LENGTH Stud Spacing at 16" O.C. OGA WALL ri No. HEIGHT i i I as.t3trC4 STATE 20R10 3/8" Minimum Edge Distance vans at 6" O.C. (typ.) D-E A Lf, 7 Sheathing fastener, as described in Note 1. Panel fastener, as described in Note 2 HardiiePanel® Siding i Water -resistive barrier per Florida Building Code Section 14D4.2 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 20ga, 3.5/8" X 1-5/8". Metal C-shid The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Corte. 71C SEE DETAILA 518" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 W ater{esistive barrier per Florida Building Code Section 14042 209a, 3-5/8" X 1-W Metal Cstud PRQDJCT DESCRIP JIQ HardiePaneND, Cempanel9, 8. Pteva]IS Panel Siring materials are nonasbestos fiber -moment products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Florida Building Code. PANEL DLIVIETISiONS Width Length Thickness 4' 9,9.10' 5/16' DESIGN_E3,ESS1 R—F-1 ATlNG Installation Design Pressure Metal Studs -104 psf HardiePanel, Impact Resistant— Cempanel, Panel installed over 5/8' thick / 5 ply Prevail Panel APA rated plywood sheathing Siding HAFZl11FSP4i E1 CEAltPANEL,.,PEZEVAIL PANE SIDING It SJA TIOfV DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer s installation recommendations, and the applicable sections of the Florida Building Code, R Metal studs where HardiePanel, .Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 11 5/8" thick / 5 p1yAPA 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 W thick 15 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3,5/8" X 1-5/8" Metal Cads spaced a maAmum of 16" O.C. Note 2) The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X I-&T long' ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick /5 ply APA rated plywood sheathing 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 comers. HARDIEPANEL, CEM PANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 12M FSCM NO I DVVG NO A PNL-PLK-.SOFF Creator, E. Gonzales I scrum - 12" = T-o" I Date: 4/24/ao13 i sH:ET 3OF12 REV 6.001n. f.- I I I T 6.00!n. K0DUCrREV%;M complyin Down Cb& 7 By Mir Ptodoca Coma FL2gMlt!1_G NOMINAL 20 GAUGE 3-58" X 1-W STEEL STUDS 16" O.C. FASTENED WITH 5B" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-11,V LONG BUGLE HEAD SCREW CLAD_DI_NG ' THE PANEL IS FASTENED WITH No. B-18, 0.315" HEAD DIAMETERX 1-518' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND !NTERMEDIATE STUDS Cladding I I I / I I / Framing II l II I, I • II Sheathing till sF I I•I 121 AC STATE OF :` N I ' 9. F OR10P•'.rj FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Irr- 10901 Elm Avenue Fontana, CA 92337 Phone: 909356-6300 1-17-1 FSCM NO DWG No REV Fax 909 427-0Gi4 A PNL-PLK-SOFF I Creator. E. Gonzales SCALE 1'= 1'-0" Date:4124/2013 1 SHEET 4 OF 12 ALL LENGTH S( RRODUCT DISC _[ET QM Stud Spacing at 1(i' D.C. p g DETAILA HardiePlank&, Cemplann. & 5/8"thickl5 pyAPA rated plywood sT,ea,;r, in PrevaiM Plank Lap Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and accordance with meeting the requirements of the i I.R Florida BuRfing Code Section Florida Building Code. I j ' as oo iyi g wit, d e MoaGa d ! WALL B'° , . a t1 barrier per Florida PANE D MENSlOt fS Width Length Thickness 5g-1/2' 12' HEIGHT i- I.. eu;teLng CodeByII j Uwn; d Pro" Cocuo] i ' C Ii QIAC Section 1404.2_ INGDESIGNPRESSUERATING9R i------ emu_—_ _.— __._-..—_L __ __._, - '}, F{i :-r 2"X V S-P-F Wood Sands 1ru^tallation Design Pressure Wood Studs -92 psf 3/4' Minimum Edo D151ance Nails at 16' O.C. (typ.) Sheathing fastener, as described in Note 1 Siding fastener, as pA described in Note 2 wkb me nlorids 86; & s I HardiePlank, No Cemplank, Prevail Lap Siding Gwui I / Water -resistive barrier per Florida Building Ccde Section 1404,2 5/8" thick 15 ply APA rated plywood sheathing fastened Jn 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 compfiancewith the Florida Building Code. Lap Siding Impact Resistant - Planks installed over 5/8" thick / 5 ply 1-1/4" tau x 5/16" APA rated plywood sheathing thick starter strip Fi.AR j:PLA ItCLC MPLA C REMA-A 11_%Qt G,13G7gLLA710N D TAfLS All installation shall be done in conformance with this Notice of Acceptance, the manufacturers installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cetnptank, Prevail Lap Siding vAll be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 1] 5/8" thick /5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1W wide laps at the top of the plank such that the exposure area of each plank is s 8-1/4" vertically. Note 2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically and 16" O.C. horizontally, fasteners are driven into wood studs through 5/8" thick /5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4' from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick /5 ply APA rated plywood sheathing supported by a minimum of 2-X4" S-P-F wood studs spaced a madmum of 16" O.C. Fasteners shall have a minimum edge distance of 316'. Phone: HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, rna 10901 Elm Avenue Fontana; CA 92337 A I I PNL-PLK-SOFF Creator. I- Gonzales ISM 1 /2" - t'-0" I • Date: 4/24/2013 I SHEET 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 16 in. OC---•. Cladding Framing Fastener Spag per Floridacin Building Code Section 2322-3 Sheathing 0.75n ' . i •I FRO.DiIC'i 8FILSED oontplyiogwi ittLelRxide ( , B@7EMS £oat _ tspMm ' C NAe- Pio f3-z //. %//. % mmr adc Product fo T FRAMING_ NOMINAL T X 4" S-P-F WOOD STUDS 16" Q.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 COMPU]ANCE WITH THE FLORIDA BUILDING CODE SHE_ ATHING NOMINAL SZ' THICK/ 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 C1..A.QQ NG PLANKS.OVERLAP 1-1/4" THE EXPOSURE IS s8-114" THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 02237' HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, -PLACED W4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION PBODLCr REWSMSF-- e *aFk" I s, ? STATE OF Fmftd ca..d QRiDP-: V ss 0NAI EVI1r FOR METAL AND WOOD ANDSTUDS, PROVISIONS FOR DIAPHRAGM ACTION Fri (iOLOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, InG 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 saF FSW NO t NO R= Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator E. Gonz2les SCAT S 1" = 1=0" Dare: 4/2412013 SHEET 6 OF 12 I VALL LENG SEE Stud Spacing at 1S" O,C_ - AI ODUCT DESCRIPTiOt DETAILA Har'diePlankS, Cemplank®, and 53" thick / $ply APA Prevail® Plank Lap Siding materials r--- - -- --- --- I— --- ; -- -- — rated plywood nonasbestos fiber -cement i l sh fastened products tested in accordance with metal studs as described C1186 Grade 11, Type A and to described in Note 1 meeting the requirements of the Florida Building Code. Water -resistive hWAU_ •° 'Al r _ = barrier per Florida PL=&NIK DIMEPISION$ Eda4 0 > \• r F _ Buiaing Code width Length Thickness i Z Section 14042 5 9-112" 12' 5/16" t:sv dakiCo t : ? : i i : I 20ga, 3-5W X 1-5/8- i i .i • i.• DESIGN PRESSURE RATINGI.! i I 1 _ fit, i ` * -Meal C-stud Installation Design PressureF % HardePlank Metal Studs -92 psf G\ Cemplank, Prevail B E •: CTI Lap Siding Impact Resistant - 3/4" Minimum Edge Distance Nails at 16" O.C. (typ.) r : , NAL . 1_1a• ra11 x 5j1 s• Planks installed over 518" thick / 5 ply APA rated I thick starter strip plywood sheathing DETAIL_A HARD[EPIANI CEMPLANK PREVAI_LI P SIDING I JSfALLAFIQiJ DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's Installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. described in Note 1 - Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an PRttXJC[ Engineer or Architect per the Florida Building Code and the requirements of this N.OA r°'8 i& i4 Aida - • ENote 115/8" thick / 5 ply APA rated plywood sheathing shall be atfached to metal studs at 6•oc at panelC0.4 10 Z O¢ - Siding fastener, as edges and all intermediate supports using a Ne.&l8, 0.315" head drameterx 1-1/4" long bugle head screw i tIp described in Note 2 ' Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at j the top of the plank such that the exposure area of each plank is 5 8-114" vertically. 7 1 - jNote 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1W long* bugle head Hardscrew over metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siring is 1 f Cemplank, fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally, fasteners are driven into metal studs through 518" Cemplank, thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" Prevail Lap Siding from the bottom edge of the overlapping plank. 0 Vertical joints shall be placed over studs. Water -resistive' ' The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum barrier per Florida 20ga, Nominal 3-58" X 1-5/8" Metal C studs spaced a maximum of 16" O.C. Build n - Code Fasteners shall have a minimum edge distance of 3!8' Section 1404.2 HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING 5/8"thick15 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened tometalstudsasdescribedinJamesHardieBuildingProducts, ]nc, Note 1 10901 Elm Avenue Fontana, CA 92337 20ga, 3-5/8"X 1-5/8" Metal C•stud piil s+z>: FscMroo omw,•iOThewallandsoffitframesaretobedesignedAPNL-PLKSOFF 7 by the Architect or Engineer of Record in compliance with the Florida Building Code. Creator. I- Gonzales SCALE 1/2-=11-0" Date: 412412013 SHEET 7 OF 12 0.76in 1 6.00in. 16 in. OC Claddino m comply*wi hthc Florid* am -Law cadv Aeoopceoe No L t l/••p; T I By ak Prod ss,2sn. FR&M1t1G NOMINAL 20 GAUGE 3-5/8" X 1-5/3" 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 SH 6EA JNG NOMINAL 5/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 8" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-1W LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-19' THE EXPOSURE IS s 8-11,V THE PLANKS ARE FASTENED WITH NO.8-18, 0.315" HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION II I Framing j6.00in.00 I I I Sheathing OGAyj REVIIISM N3. 121 STATE OF ANAL ' 3 FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Productsjna s 10901 Elm Avenue Fontana, CA 92337 Phone 909-355-6300 s0_ PS00 Pro owc NO Fax 909-427-O&U A PNL-PLK-SOFF I Creator E. Gonzales SCALE 1" = 1'-0' n— 424/2013 SHEET 8 OF 12 WALL LENGTH Stud Spacing at 16" O.C. rl i l WALL ! I : i i I iEIGHT i•i ;•i i SEE DETAIL A r f } 2"X 4" S-P-F Wood Studs' FardieSoffit, Cemsoffit tm E&OAUCEDESCRIPTION HardieSoffitM 8: CemsoffiS materials are nonasbestos fiber -cement products test d in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SOFF I DIMENSIONS Width Length Thickness 4' 8' 14, pA$IGN PIR %9L Ej2:4T7NtG Iristallation Design Pressure Wood,Studs -70 psf B 4-j -• - aEGJJ-O-ntja--6 PRODUCT REVISMNailsat4" O.C. (typ.r RHVLS D 3/8" Minimum Edge Distance lie Fine& e Aemptnum No'l- o t UyME360clLft—O'et Caeeot i 7 soffit -fastener, as escribed in Note 1 HardieSoffit, Cemsoffrt 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. off No_ 4 21 STATE OF LORVO sSIDINM-`e HARDIF-S OEF_IT.-E(IAS_O-EEMP-A EL,-WTALLAMbI DE(_A A All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsofft will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements ofrh's MCA The soffit shall be installed over minimum Z%4" S-P-F wood studs spaced a maximum of 18" O.C. Note 11 The soffit fastener shall be a T long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at4" O.C. at panel edges and intermediate studs, the fasteners shall be driven into wood studs located at 16" O'.C. Fasteners shall have a minimum edge distance of 3Ar and a minimum clearance of 2" from comers. Creator. E. Gonzales HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 An I MG NO PNL-PL K-SOFF 11r = 1'-0" I Date: 4/24/2013 9OF12 i Cladding Framing• 4.00in. . PRebucrsEvtsm zooe,cr,i>Is , .OGAW ' s «. Flooa. a 000 lyiig.. me F4oe:e waepra... tb Mal we. >t cI31 7 Exr a. , r7 No. 121 i Pr..ArN G eru1 BY I fismriroe 1PioL'aes C0011119biSTATE OF ON F ML-Q NOMINAL 2" X C S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE f WITH THE FLORIDA BUILDING CODE CLADDING THE SOFFIT IS FASTENED WITH 2' LONG, 0223' HEAD y HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL 916EDGESANDINTERMEDIATESTUDS James Hartle Building Products, Ina 10901 Elm Avenue Fontana, CA92337. Phone: 909-35M300 SIZE FSCM NO DW. No REV Fax 909-427-0634 A PNL-PLK-SOFF t Creator. E. Gonzales SCALE 1"01'-0" Date: 4J242013 sr 10 OF 12 WALL. LENGT.; SEE p ODUCT DESCRIPFLQN Stud Spacing at 16` O.C. DETAILA HaraieSoffttO & Cemsoffit® materials P.a - i I i are norasbestos finer -cement products WALL 0 HT I i I ii i H N DET41L_A Nails at 6" O, C. (typ. 3/8" Minimum Edge Distance Soffrt fastener, as described in Note 'I HardieSoffit, Cemsofftt i 20ga, 35/8" X 1-51T Metal C-stud Lj The wall and soffit frames are to be L__ designed by the Architect or Engineer of Record in compliance wits the Florida Building Code. 1. tested in accordance with ASTM C1186 1 Grade 11, Type A and meeting the requirements, of the Florida Building Code. 20ga, 3-518" X 1-518" SQFFIT iQt1VIENSI-QNS Metal C slud Width Length Thickness 4' 8' Y" HardieSoffit DE51GN PRFSSURtr RATING Ae"Cemsoffirt -Installation Design Pressure f Mehl Studs -URfrlilliiiie SECTION B-B PRODUCrREVLSM P>itODUCr REVISE as wi& rae Flair otdiag Code 0 Basism Cone A=gXmmNo [.310 /.4; • 721 moo' STATE OF a~BYw. w.eK+Cmeal d.P:odmICoetrot _F`: `ZQR, scS'% ' --------- tr- 1AjzpI S_0_FF T CEMSOF IT ANE,ItiINSZALLATIOt DETA.Ij_S r~ 0'4L N flit All installation shall be done in conformance with this Notice ofAcceptiWr ,CWHranufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-518" Metzl C-studs spaced a maximum of 16" O.C. pdote 1] 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 intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. a HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS MEfALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 PJm Avenue Fontana, CA 92337 Phone: 909-356-SWO SME FSCM NO DAG NO RN Fax 903-027-0634 A PNL-PLX•SOFF 1 Creator. E. Gonzales SCALE 112" =1'-0" Date: 4/2412013 --;; 11 OF 12 . 6.00in. 16.DOin. Cladding Framing 6.001m PRODUCr REVISED sagaw CAI* fBga r Aoceao o.Aro 13.3I1.47 /'! FAWA , d Wit/ og$-. pmd sa cmud ` iz cc tu q, FLORA C j3 FRAhnrn1 FSSl n NOMINAL 20 GAUGE 3-5/8" X 1-5/8"STEEi,. STUDS 16" O.C. III FASTENED NTH 5/8' WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN ` COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING HARDIESOFFIT, CEMSOFFIT PANELTHESOFFITISFASTENEDWITHNO.8-18, 0.315- HEAD INSTALLATION DETAILS METAL STUD CONSTRUC710NDIAMETER1-1/4' LONG CORROSION RESISTANrRIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE James Hardie Building Products, Inc SCREWS 6" 0.C. AT PANEL EDGES AND INTERMEDIATE 10901 Elm Avenue STUDS Fontana, CA92337 Phone: 90S-35"300 SIZE FSCM NO OVVG NO REV Fax 909-427-0634 A I PNL-PLK-SOFF 1 Creator. E- Gonzales SCALE 1" = 9'-0" Date: 424=13 srte=T 12 OF 12 Florida Building Code Online Page 1 of 2 4 j1 M3 Dep ti td Bcis Fbnu Log in User Registration Hot iop'cs Submit Surcharge Slats d Facts Publications i FBC Staff j BCIS Site Map Links Search Busines, Professitnal ' ; Product tglcUs, Approval Regulation ie Product Approval Menu > Product or Aoolrcatlon Search > Agahcahon List > Application Detail FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived D Product Manufacturer Silverline Building Products Corp. Address/Phone/Email One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext4644 onberrian@slbp.com Authorized Signature on Berrian Jonberrlan@slbp.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2011 AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 02/16/2016 Date Validated Summary of Products. FL # Model, Number or Name Description http://wvvw. floridabwlding.org/pr/pr_app_dtl.aspx?param=wGBVXQwtDgtvA%2bxmzkl ... 2/ 19/2016 Florida Building Code Online Page 2 of 2 19715.1 1 Series 2900/4900 Single Hung Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other. See Installation Instructions, SWD002, and Product Evaluation Report, PER3947, for design pressures and Installation requirements. Extruded Vinyl Single Hung Window Certification Agency Certificate FL19715 RO C CAC 2-4-16 CCL-_Ist.Ddf Quality Assurance Contract Expiration Date 12/ 16/ 2016 Installation Instructions FL19715 RO II SWD002 SS 2016-02-03.DdF Venfled By: Hermes F. Norero, P.E. Florida P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.Ddf Created by Independent Third Party: Yes Back next Contact Us :: 1940 North Monroe Street. Tallahassee Fl. 32399 Phone: 850-487-1624 The State of Florida Is an AA/EEO employer Cnovrioht 2007-2013 State of Fior'da.:: Privacy Statement :: Accesslbdity Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mall address released In response to a publk:-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 cond_t 850.487.1395. Pursuant to Section 455.275(1), Florida Statutes, effect" October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emall address If they have one. The emails provided may be used for official communication with the licensee However emall addresses are public record. If you do not wish to supply a personal address, please ,provide the Department with an email address whlch can be made available to the pudic. To determine if you are a licensee under Chapter 455, F.S., please dick here Product Approval Accepts: 4iFRA http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtvA%2bxmzk 1... 2/ 19/2016 INSTALLATION NOTES 1 ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS W ITHIN A TOLERANCE OF il/2 INCH THE DEPICTED LOCATION & SPACING IN THE ANCHOR LAYOUT DETAILS I E, WITHOUT CONSIDERATION OF TOLERANCLS). TOLERANCESARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT 4- SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIMIS). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/8 INCH SHIM WHERE SPACE OF 2/26 INCH OR GREA I EROCCURS SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE DB WOOD SCREWS OR Il GAUGE ROOFING NAILS OR 10d COMMON NAILS OFSUFHCENT LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/3- EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE RB SELE-TA"ING SCREWS; OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADION SPERRABEYOND METAL WALL INSTALLATION SHALL MAINTAIN MIN. 3/8' EDGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 410 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. B. THROUGH FRAME INSTALLATION- FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/ MASONRY, OR DIRECTLY INTO CONCRETE/MASONAY, USE 3/16INCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4" EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METALSTUD USE 010 SELF -TAPPING SCREWS OFSUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF I THREADS PENETRATION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON — IMPACT) GENERAL NOTES; 1. THE PRODUCT SHOWN HEREIN 15 DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA BUILDING CODE (FBQ, EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/ WDMA/CSA 101/1.S.Z/A440HM/11 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/ MASONRY, ZX FRAMING, AND METAL FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3 IX AND ZX BUCKS ( WHEN USED) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN, REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON- HVHZ AREAS. IN HVHZ AREAS, ONE TIME PRODUCT APPROVAL TO BE OBTAINED FROM MIAMI-DADE HER OR AHJ. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK. DO NOT INSTALL 7, IN ACCORDANCE WITH THE STH EDITION F5C, WOOD INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED FROMFREEEDGCOFBLOCKOREDGEOFMORTARJOINTINTOFACESHELLOFOR SHALL BE OF A DURABLE SPECIES AS DEFINED IN BLOCK. CHAPTER 23. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR i * GLASS MEETS THE REQUIREMENTS OFASTM E 1300 MANUFACTURER' S I NSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 14 INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD- MINI MUM SPECIFIC GRAVITY OF D.SS. B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3DDO PSI. L GROAT -FILLED CMU- UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRFSSIVE STRENGTH OF 1DOO PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSI. D. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E. STEEL -MINIMUM YIELD STRENGTH OF 33 KSI. MINIMUM WALL THICKNESS OF 47.E MIL (0.0476' or 18 GAUGE), MIN. 1/2' EDGE DISTANCE. F. ALUMINUM - MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1/ 16'. MIN. 1/2" EDGE DISTANCE TABLE OF CONTENTS 514EET REVISION SHEET DESCRIPTION I INSTALLATION 6 GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL A HORIZONTAL 56MONS (NAIL FIN) 5 1 VETTICAL 6 HORIZONTAL SECTIONS (THROUGH FRAME) 6 HORIZONTAL SECTIONS, BUCK INSTALLATION, 6 GLAZING DETAIL MAX OVERALL SIZE LONF7' G. DESIGN PPE65URE MISSILE IMPACT RATING WIDTHHEIGHT36' 84" O/X 35 / -35 PSF NON IMPACT 36' 66' O/X 50 / -50 PSF NON IMPACT 3B' 74'. O/X 50 / -W PSF NON IMPACT 36' 77' O/X 35 / -35 PSF NON IMPACT 44' 62, O/X 50 / .50 PSF NON IMPACT 46' 72' O/X 35 / -35 P5F NON IMPACT 48" 84' O/X 20 / -20 PSF NON IMPACT 52' 72" O/X 25 / .25 PSF NON IMPACT 36" 63.75' O/X CORIEl-) 35 / .35 PSF NON IMPACT 46' 96' O/X (ORIEL) 20 / -20 PSF NON IMPACT 72' 62" O/X-C/X 35 / -35 PSF NON IMPACT 72' 64' O/X-O/X 35 / -35 PSF NON IMPACT , 76' 62" O/X-O/X 50 / -50 PSF NON IMPACT 76' 72' O/X-O/X 50 / -50 PSF NON T:APACT 76' 77' O/X-O/X 25 / -25 PSF NON IMPACT BO' 74" O/X-O/X 35/.35 P5F NON IMPACT 96' 74' O/X-O/X 30 / -30 PSF NON IMPACT 105, 62' O/X-O/X-O/X 50 / -50 P5F NON IMPACT 106' 72' O/X-O/X-O/X 50 / -50 P5P NON IM ACT 108" 84' O/X-O/X-O/X 25 / -25 PSF. NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09:40:44 -05'00' SilverLine bAndersen YIIY DO WS•DODR4 OW 5 VERLINE bkm NOATH PwY wmx W aPDl PItrm. si=I N Z o u DWG #: SWD002 SHEET: ' I OF 6 I WIDTH 48E MAX. FRAMESIIbyAnd le nee B E WIDTH 48' 4 5 r uoov.ouu ONE SCYEmaw DRIW. NORTH ntauwwK N: am Fx cm osww 5 5 5 5 n c ' o^ c c •p. c p3 HmSqa I Off"' MAX. FRAME MAX FRAME w Z < HEIGHT96" _ HEIGHT96' w w w m s Z QUALIFIEDCONFIGURATIONSWo & ARCH TOP CONFIGURATIONS FOR ALL 2901.4901 m w < RATINGS, SINGLE UNIT CONFIGURATIONS .X. N F- m iE o_ w F- T mELEVATION V) SINGLE HUNG WINDOW ELEVATION SINGLE FILING ORIEL WINDOW O H Z V) o MAX. FRAME MAX. FRAME >, 6 WIDTH 96' B E WIDTH 108' LU w 5 QUALIFIED CONFIGURATIONS 6 E DC 4 5 ARCH TOP CONFIGURATIONS FOR ALL 2902.4902 RATINGS, TWIN UNIT CONFIGURATIONS F 0. F C 0 5 10' • 5 SAS Z IiC !• 4 C D D C 0, 3 i 44 7 7 4 _ •'•'•. MAX, FRAME HEIGHT 74" MAX FRAM•. ~ .,••` HEIG4E X. .X. •x. ii d• J h,• •* P OQ`ti 4 InT m " J " A D .. c Z x u Z 4 5ELEVATION4 5 D n U " ELEVATION_ w& TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW 5 bo SHEET: 2 OF G 7 X. X• 2" MAX. J [_II'MAX, FROM _ I O.C- CORNERS 1V MAX. O c. 2" MAX FROM CORNERS T_ NOTL- 44- LS UNT, AT 0130 ES7 SHALL BE ANCHORED MAX V O G AT HEAD, 3AAU. AND SILL ANCHOR LAYOUT NAIL FIN -SINGLE HUNG WINDOW 6' MAX. FROM 20' MAX. j-- { CORNERS I I O.L. 6' MAX., FROM CORNERS 1m ANCHOR LAYOUT THROUGH FRAME -SINGLE HUNG WINDOW 2" MAX. FROM 4 1/2" MAX. CORNERS O.0 4 1/2" 0.( J L 2" MAX. I 4 1/2' MAX, FROM F"'— O.C. CORNERS ANCHOR LAYOUT NAILFIN-TWIN SINGLE HUNG WINDOW 6' MAX. FROM I-- _ 12 3/4" MAX. O.C.CORNERS O. 16 1/2" MAX OC I 6' MAX. FROM J CORNERS Silb 1An 1" FROM MAX. 6' C. O.C. rigCORNER' riAeers •ee •s ONE SSLVEXDA ORM NO 1TH/M CIL w069U 1 1L K (75Z) 435-1000 6" MAX. 3 ksL 7 tH vi 1 0 C.\ o. LL ce l9wZn•J. oz s=Z LysZm 1• Nm c 3 Lu mIZ H OC r a I'MAX,1J 16" MAX iFROM O.L. CORNERS ANCHOR LAYOUT TmNAILFIN - TRIPLE SINGLE HUNG WINDOW v ! Z O ZO H 6" MAX FROM c 12' MAX. Lu V)) CORNERS O.C. a 16 1) MAX. ANCHOR STRAP 6MAX f P/ N 50-2995-2 FROM J SEE SHEET 5 FOR DETAILS CORNR5 ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW ANCHOR STRAP P/ N 50-2995-2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT THROUGH FRAME -TRIPLE SINGLE HUNG WINDOW 9; F m N m N J N Q N Z Y S U Z 003u OW& #: SWD002 SHEET: 3 OF 6 CONCRETE/ MASONRY 11/2' MIN. BY OTHERS EMBEDMENT CAULK BETWEEN CONCRETE/ MASONRY S 2X • a' WOOD BUCK BY OTHERS a 2X WOOD BUCK BY OTHERS - SEE SHEET FOR CONNECTION DETAILS 3/8' MIN. EDGE DIST. 08 WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS 1/4' MAX. 1/4" MAX. SHIM SPACE PERIMETER SHIM SPACE SEALANT / O.A. BY OTHERS UNIT SASH REINFORCING HEI6HT EXTERIOR _ INTERIOR IRESEESHEET6FORREQUIR SEE GLAZING DETAIL SHEET 6 SEE GLAZING INTERIOR DETAIL, SHEET 6 VERTICAL SECTION Q / HEAD- 2X WOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 4 EXTERIOR INTERIOR O.A. UNIT HEIGHT PERIMETER SEALANT BY OTHERS I/4' MAX EXTERIOR FINISH SHIM SPACE BY OTHERS 8 WOOD SCREW_ INSTALLATION ANCHOR 3/8" MIN. EDGE DIST. 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR ACONNECTIONDETAILS CAULK BETWEEN a a ! CONCRETE/ MASONRY CONCRETE/ MASONRY 6 2X 1 1/2" MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT VERTICAL SECTION 4 SILL- 2X WOOD BUCIC NAIL FIN MIN. 3/8' EDGE DISTANCE MIN. 3-THREADS PENETRATION BEYOND METAL STRUCTURE 8 GR. 5 SELF-TAPPIN6 SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS, SEE SHEET 1 INSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS EXTERIOR • - PERIMETER SEALANT BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION JAMB - METAL STUD NAIL FIN SilverLine bSAndersen uooro•000.. w¢ mv¢alw¢ oarh uo.n uawswta, w onat IN•(17i) 111000 u7m 03 rj 0 m w Z y w a zm< W . Z wamA 0 Lo Z O z H w w Of I'l ivIg I y y PROF zV) o u VG #: SWD002 IEET: 4 OF 6 SO WOOD SCREW INSTALLATION ANCHORCONCRETE/ MASONRY BY OTHERS ' CAULK BETWEEN d CONCRETE/MASONRY BY OTHERS EXTERIOR FINISH E 314" MM EDGE DISTANCE 2X WOOD BUCK/5TUD BY OTHERS' SEE SHEET 6 FOR 1/4' MAX s• CONNECTION DETAILS SHIM SPACE ' SASH REINFORCING e SEE SHEET 6 FOR REQUIREMENTS SEE 6LAZSNG 1 1/2' MTJ•L DETAIL SHEET 6 EMBEDMENT INTERIOR PERIMETER SEALANT _ I 1/4" MAX. BY OTHERS SHIM SPACE O A. EXTERIOR \ 1 INTERIOR UNIT HEIGHT SEE GLAZING DETAIL, SHEET 6 VERTICAL SECTION 5 14EAD-2X WOOD BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 IEXTERIOR O.A. UNIT HEIGHT PERIMETER SEALANT BY OTHERS INTERIOR ANCHOR STRAP, AT TWIN A TRIPLE CONFIG. ONLY. SEE PLAN VIEW -ANCHOR STRAP 1 (P/N 50-2995-2)' DETAIL AT RIGHT FOR INSTALL. REQ. 1/4" MAX 1 SHIM SPA EXTERIOR FINISH - • . 1 1 1/4" MIN. BY OTHERS . a • ; . EMBEDMENT PRECAST SILL •— ;, n BY OTHERS d , 3/16" ITW TAPCON INSTALLATION ANCHOR 13/4" MIN ° EDGE DISTANCE p VERTICAL SECTION 5 SILL - CONCRETE/MASONRY THROUGH FRAME MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN. 1/2" EDGE DISTANCE I0 GR. 5 5ELF-TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLICN BY OTHERS, SEE SHEET 1 INSTALLATION NOTE 14 PERIMETER SEALANT EXTERIOR —BY OTHERS LETT O.A. UNIT WIDTH F HORIZONTAL SECTION S IAMB -METAL TUBE/STUD OR APPROVED MULLION THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME, HOLES PROVIDED TO ACCOMODATE #14 DIA. 4.0000 4.0000 2.0000-112.0000 11 0.0620-- 0.5000(2) T E 0.7500(2) 3.00D0(2) 6.0000 --,— 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 TAPCON5 PER STRAP, MIN. 1-1/4" EMBEDMENT, MIN. 1-3/4- EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS, GR. 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 byAndEKsen w i,uw•u s ax snvsumo E bkm a TN auNswta, w cm M (T721 q}IOm n R g O V) Zp u m8ccOU u a m N w a w m"o cc 0 V) Z H Z W w y o I IF atoo3o ::6u za DWG #: SWD002 SHEET, 5 OF L EXTERIOR O INTERIOR VERTICAL SECTION 6 MEETING STILE INTERIOR SMALL' FRAME LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF: REQUIREMENTS REQUIREMENTS. l HORIZONTAL SECTION INTERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72. (O/X), DESIGN PRESSURE •/- 35 PSF 36 X 84, (0/X), DESIGN PRESSURE +/- 35 PSF 38 X 74, (O/X), DESIGN PRESSURE +/- 50 PSF 38 X 77. (O/X), DESIGN PRESSURE •/- 35 PSF 72 X 84, (O/X-O/X), DESIGN PRESSURE •/- 35 PSF 76 X 72, (O/X-O/X), DESIGN PRESSURE +/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE •/-50 PSF 108 X 72, (0/X-0/X-0/X), DESIGN PRESSURE +/-50 PSF 1 STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING 15 NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-0/X), DESIGN PRESSURE+/- 35 P5F ICJ - STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING I5 NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE +/- 35 PSF SilverLine brAndersen NOTE: ALL GLAZING CONFIGURATIONS SHAM COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE. r .......... s ONE 5ILVEVLINE D-VE r+o*ti, ss aasvrta, w asa: rM cr x.n-woo 5/8" O.A. I.6. GLASS H p Z w G EXTERIOR INTERIOR, 0r7 J h Z m MIN. GLA55 I V BITE 1/2' J z q w W a 1/6•5E7TING BLOCK / lii V) C "' e QLy m GLAZING DETAIL 1 a In Z O NOTE: H ZO 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE J) ADJUSTED TO MAINTAIN 1" MIN. CENTER TO CENTER H N SPACING BETWEEN ANCHORS SUCH THAT MAX. O.0 SPACING SPECIFIED I5 NOT EXCEEDED. LLI 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK o 1/4" ITW TAPCON ANCHOR 4' FROM CORNERS Z16' MAX. O.C. THEREAFTER 2X WOOD BUCK OF SUFFICIENT OEM WINOOWFRFRAME BY OTHERS G ••• QN/ EMBEDMENT • • 1 1/2' MIN. EDGE _ DISTANCE 2' MIN EDGE " Ld,••., • y •.ROFDISTANCECONCRETE/ MASONRY i ` BY OTHERS c BUCK INSTALLATION DETAIL u z o p DWG #: 5WD002 SHEET: 6 OF L WINDOW & DOOR MANUFACTURERSASSOCIAMN OFI-WDMA Hallmark® Certificate of Conformance and License (CCL) ICX> 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. Adminiumth-c Managctvent System, Inc. Product No. Product Name Standard Rating Wide High Test Report # - CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 - Class R-PG30; Size Tested 2286mm 1219mm E7251.01-10947 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psf) 440-H-025.36 2900/4900170 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 3/8/2017 914x2127mm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/1912016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in}H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 413/2017 9141930 mm (36x76 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3 76psf) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965xl676mm' (38x66in'}Type H; Positive Design Pressure - DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 WINDOW & DOOR N"UFACIURERSAMCIAMON Hallmark® Certificate of :w AMs, INC. DFIWDMA Conformance and License ( CCL <"' nart,i,isu.c.rM,o.b"D"" Syatcros, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 290114901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118xl575mm' (44x62in')- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm (40x72in)- Type H; DP = 2400Pa (50psf); DP =-240013a (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219x1829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm ' (38 x 74in') Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +501-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-1-1-025.53 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 DOW & DOORwN"UPAMRERSAS=Al10N Hallmark® Certificate of AMS, INC. PnWDMA Conformance and License (CCL) AdR,i„`,r<M,`r„ ti System,, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name 440-H-025.57 2901/4901Impact 440-H-025.59 2901/4901Impact 440-H-025.60 2901/4901Impact 440-H-025.61 2900-4900 Series/2901-4901 Single Hung Window 440-H-025.62 2900-4900 Series/2901-4901 Single Hung Window 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 440-H-025.64 2900-4900 Series/2901-4901 Single Hung Window 440-H-025.65 2900-4900 Series/2901-4901 Single Hung Window 440-H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 440-H-025.68 2900-4900 Series/29014901 Single Hung Standard Rating 101/I.S.2/A440-11 Class R-PG50; Size Tested 965 x 1575mm (-38 x 62 in.)' Type-H ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, E-1886-05 Wind Zone 4 ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, E-1886-05 Wind Zone 4 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 101/I.S.2/A_440-11 v Class R-PG25; Size Tested 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psf) 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43psf) 101/l.S.2/A440-11 Class LC-PG35; Size Tested 1219mm x 1829mm (48 x 72)' Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm x 1956mm (38 x 77)' Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm x 1880mm '(38 x 74) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) Wide High Test Report # CertDate ExpDate 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 1219mm 2134mm D9957.01-109-47 10/9/2014 8/6/2018 1321mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1219mm 1956mm D9359.01-109-47 1/28/2015 712/2024 1219mm 1829mm D9964.01-109-47 1/29/2015 8/4/2024 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 1219mm 2438mm E5610.01 3/16/2015 4113/2025 965mm 1676mm E5611.01-109-47 3/16/2015 712/2024 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 WD-20 10114109 Friday, May 13, 2016 Page 9 WM.UCFA.RE SAS=ATION DEIWDMA Hallmark® Certificate of Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscerl.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. sygem, Inc. d'°`°`su"`""''°'g`m"" 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 +501-50 psf; Water Test Press 360Pa (7.52psf) 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 2l8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.19 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in)-H 440-H-027.20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/1312016 2286x1880 mm(90x74 in}H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm' (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7/22/2017 1994x1524mm' (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C032.8.01-109-47 2/5/2014 9/19/2017 1 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psf; Water Test Press 36013a (7.52psf) 440-H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) WD-20 10114109 Friday, May 13, 2016 Page 10 WINDOW & DOOREJMANUFACTURERS ASSOCIATION Hallmark® Certificate of D[IWDMA ,_ Conformance and License (CCL) 4 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. Admin4va irr Manngcmcnt System -,Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-490012902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psf; Water Test Press 180Pa (3.76psf) 440-H-027.28 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74)' Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.29 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)' Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.30 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +151-15 psf; Water Test Press 360Pa (7.52psf) 440-H-027.31 2900-4900/2902-4902 Twin SH 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.32 2900-490012902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.33 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-028.14 290314903170 Series 101/I.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 2737xl575mm (108x62in}H 440-H-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm 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'(107x62 in'-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109-47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 WINDOW $ DOORL NMUFACTUMRSASMAMN D[IWDMA Hallmark® Certificate of 4 ,. 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. Adminisuadvc Man;gcmmt systcros,tnc. 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 psf; Water Test Press 360Pa (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 2900/4900170-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-028.22 2900-4900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in)-H 440-H-029.07 4900/2900/70 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118x1524mm' (44x60*in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-029.08 2900-4900/2907-4907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in}H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psf l 440-H-030.16 2907TR/4907TR Series 101/l.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 516/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WINDOW & DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS, INC. D[IWDMAConformance and License (CCL) AdministrntiveMmagemrnt systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-089.00 5500/5510 Side Lite (Specimen 2) 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm 2432mm E6290.01-109-47 11/23/2015 4/27/2025 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) 440-H-089.01 5500/5540 Transom (Specimen 1) 101/I.S.2/A440-11 Class R-PG35; Size Tested 2734mm 914mm E6290.01-109-47 11/23/2015 4/27/2025 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. lfc. I By: - U_ John McFee, YP of Certification Programs, IYDM.4 Hallmark By: AC14 Rhonda Schorr, Authorized Representative, .4MS 14 Program Sponsor. Window and Door Manufacturers Assoc 330 N. Wabash Avenue, Suite 2000 Chicago, IL 60611 TEL (312)673-4828 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 10114109 Friday, May 13, 2016 Page 26 PA\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 r Product Evaluation Report 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL 19715 Report No. 3947 51h 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/ 15/20 l 5 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' 1111111/, ES F. O'' 1- 1 Z NO ; 7 T T 0,'• C OP: • 44: F ••''••.... •' Gam. StONAL Hermes F. Norero, P.E. Florida No. 73778 IrI\\ BUILDING DROPS 16, 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 5t' Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5th Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5`" Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 a 1 BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date: 12/15/2015 Certificate of Authorization: 29578 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: Referenced Data: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: 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 A\\ BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date: 12/15/2015 Certificate of Authorization: 29578 Report NO: 3947 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR it Gauge Roofing Nails OR 30d 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 (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 10/27/2016 Florida Building Code Online 1 1 . 1 1 J' - T;1' Y7;??,5, l:P., S;: j .,y,.1 ,•i, Lni •.•yZROMMENr - - = BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats & Facts I Publications I FBC Staff I BCIS Site Map I Links I Search Hod a Product Approval ILAI USER: Public User I Owl L r 3. Product ADDroval Menu > Product or ADOhraUon Search > ADDhcation Lis[ > Application Detall FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments set to re -apply per applicants request 4/28/15-rb Archived L Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.com Authorized Signature_ Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer J Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE J 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 https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDqufl1JRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d ilL: 10127/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved FL # I Model, Number or Name 9174.1 15120 / 6100 / 9100 # 0228 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: + 26.90/-30. 80 Other: 9174.2 15120 / 6100 / 9100 # 0229 Method 1 Option D 04/ 06/2015 04/28/ 2015 05/04/ 2015 06/23/ 2015 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 15.30/-17. 00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.3 15120 / 6100 / 9100 # 0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: + 25.90/-28. 80 Other: 9174.4 15120 / 6100 / 9100 # 0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: + 30.00/733. 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. Description 9' Max width. 8'- 9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0228 318958 P7.Ddf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 II WDJambSuoo1ementP16 s. odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0229 318959 P8.Ddf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s. Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot' 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll II 0230 318960 P10.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s. Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 Rll AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 Rll II 0231 318996 P5.odf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s. Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 # 0234 19' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 II 0234 319022 P5.odf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoolementPl6 s. odf Verified By: John E. Scates P.E. FLORIDA PE 51737 https:/&vww.floridabuilding.org/pr/ pr_app_o aspx?param=wGEVXQwtDqufIIJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 216 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0235 319023 P6.odf Approved for use,outside HVHZ: Yes FL9174 Rll II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSuoolementP16' s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll II 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Impact Resistant: No FL9174 R11 1I WDJambSuoolementP16 s.Ddf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll II WD]ambSuoolementPl6 s.odf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rent 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 II 0236 319024 P6.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 R11 II WDJambSuoo1ementP16 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.Ddf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 Rll II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSuoolementP16 s.Ddf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval' Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes https//www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquFl1JRiWxf6u7ojnlOheH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 316 10/27/2016 Florida Building Code Online 9174.11 I5120/5140/6100/9100/9400/9600 0600 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. 9' Max width. 10' Max height. Max section height 24". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0600 319026 P4.Ddf FL9174 Rll II Track SuoDlement Chart P10.Ddf FL9174 R11 II WDJambSuoDlementPl6 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.12 1512 01 140/6100/9100/9400/9600 I a9' Max va lab width. 1intermediate ' Mazeight.M x section height 24" Glazing Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: 9174.13 I5120/5140/6100/9100/9400/9600 0602 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0601 319027 P4.odf FL9174 R11 II Track SuoDlement Chart P10.odf FL9174 R11 II WDJambSuoDlementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 16' Max width. 10' Max height. Max section height 24". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0602 319028 P5.Ddf FL9174 Rll II Track Suoolement Chart P10.Ddf FL9174 R11 II WDJambSuoDlementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.14 151203140/6100/9100/9400/9600 I ava able inwidth. 10' Maxinteheight. Max section height 24". Glazing Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/-25.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0603 319029 P5.Ddf FL9174 R11 II Track SuoDlement Chart P10.odf FL9174 R11 II WDJambSuoDlementPl6 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174. 15 5120/5140/6100/9100/9400/9600 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 Othe r: Installation Instructions FL9174 R11 II 0604 319030 P5.odf FL9174 R11 II 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoolementP16 s.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174. 16 15120/5140/6100/9100/9400/9600 118' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Installation Instructions FL9174 R11 II 0605 319031 P4.odf FL9174 R11 II Track SuoDlement Chart P10.odf FL9174 Rll II WDJambSuoo1ementP16 s.Ddf https: lMmm.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDqufllJRfVVxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 416 10/27/2016 Florida Building Cade 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 rL` I/q K11 At tval Ke Dr `IUU rl S.Dpr FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.17 15120/5140/6100/9100/9400/9600 118' 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 Rll II 0606 319032 P6.Ddf FL9174 R11 II 319040 P1 Post.odf FL9174 Rll II Track SuoDlement Chart P10.Ddf FL9174 R11 II WDJambSuDolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.18 15120/5140/6100/9100/9400/9600 118' 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 #0608 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure:'+25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0609 319035 P5.Ddf FL9174 R11 II 319040 P1 Post.Ddf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoolementP16 s.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0608 319034 P4.Ddf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0607 319033 P5.Ddf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes Beck Nex[ Contact Us .. 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:. Privacy Statement • • Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850 487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click her Product Approval Accepts: https://www.floridabuildirig.orgtpr/pr_ppp_o aspx?param=wGEVXQwtDquFl1JRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 5/6 10127/2016 Florida Building Code Online W]® H m Credit Card Safe https://www.floridabuilding.org/pr/pr_ppp_oi aspx?param=wGEVXQwtDqufllJRfWxf6u7ojnl0heH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 6/6 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOTE s 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 7 6 p,eNaF•F No. 0737 O STATE OF r/ SSION i ;1` 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/321, THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fV2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT 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 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a 0'i; cEarF'ii NO.51737 O STATE OF LORM SSONA; ON` 1111I 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE'SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/FT NOTES 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 1 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 No. 51737 0 STATE OF ; f SS 0NA; 1` 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1'2203 Revision P16 SCHEDULE4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NIEI 2500 PSI CONCRETE NOTE i 4000 PSI CONCRETEN11 2000 PSI GROUT FILLED CMU"oTE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 1 N/A ok No. 51737 O ; STATE OF % ir s ;LpR10P p j;' alON i ; 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=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. ADDroved 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 SCHEDLILE5 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FTNOTEI 2500 PSI CONCRETE "oTE' 4000 PSI CONCRETE"oTE+ 2000 PSI GROUT FILLED CMU"oTE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 daF No. 51737 STATE •O E OF • ` LOR%QP ONAL I1111 1 W I 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 311. 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 411. ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: 'DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16f /2 = 240lb/ft 5. CHART IS BASED ON 6-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 Wagner Balton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 111111f/''''/' F•.. i No. 51737 p STATE OF •41 j pt •. !cl OR1Q \161?` . S ONA;,`\\ \ fllll Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:S8:S3-06'00' JOHN E. SLATES. PE 3121 FAIRGATE DR CARROLLTON. TX 75007 FL PE 51737 TX PE 5630E/F2203 1 6" MAX. FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2x4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2x6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYP 6" MAX MINIMUM 2x6 N3 FE HEADER LOCK SOUTHERN PINE BRACKET LUMBER 4' 4" 2-3/4' 2) 3/8" SIMPSON T1TEN HD SCREW ANCHOR WITH A 1 1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". DETAIL 1 MINIMUM 2500 PSI CONCRETE NOTE MA%IMUM DESIGN LOAD CAPACITY OF 2085 LBS. SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT DOOR WIDTH MINIMUM 26 R3 CE HEADER LOCK SOUTHERN PINE BRACKET LUMBER 4" 4) 3/6' SIMPSON T1TEN HD SCREW ANCHOR WITH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 4". DETAIL 2 MINIMUM 2000 PSI GROUT FILLED CMU N T MA%IMUM DESIGN LOAD CAPACITY OF 2400 LEIS MINIMUM 2x6 /3 CE HEADER LOCK SOUTHERN PINE BRACKET LUMBER I 4' 4' 1-1/2"-J _1/2. 4) 3j WITH ' LAG 5 MINIML 1-9/.'. SUPPC DETAIL 3 WOOD SUPPORT STIR NOTE. MAXIMUM DESI CAPACITY OF 2430 L SHEET 1 OF 2 REVISIONS NAME DRAWING PART NO I REV. PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS JAMB CONNECTION SUPPLEMENT 324620 IP16 Wagner Balton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 MIN 2500 PSI CONCRETE NQIE; MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORDFORTHESTRUCTURE 3/8- SIMPSON TITEN HD, 2-3/4- MIN EMBED. MIN 6' BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET 1/4-20x9/16- TRACK BOLT AND 1/4-20 HEX NUT TRACK No. W737 0 STATE OF 64 ZZ * • - LOR10P: 6 21 i/SS ONp1- 00` iIII1 Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:S9:26-06'00' JOHN E SCATES, PE 3121 FAIRGATE OR CARROLLTON, Tx 75DO7 FL PE 51737 TX PE 56308/F22D3 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF NINDLOAD CONSTRUCTION DETAILS 2 3/4- EDGE I MIN 2 x 4 SPF (C-0.42) OR BETTER WALL STUD NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE I EXTERIOR HOLD BACK INTERIOR SHEATHING 5/16- LAG SCREW WITH 1-9/32- EMBED IN CENTER OF STUD (3 1/4') FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4-20x9/16" TRACK BOLT AND 1/4-20 HEX NU TRACK DIRECT WOOD MOUNTING DETAIL MAX 420 LBS PER LAG FASTENER SHEET 2 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS I I DATE I NAME I DRAWING PART NO REV 324620 P16 The Genuine. The Original. g ' a • ° V 0 April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Overhead Ooor Corporation 2501 S. State Hwy 121, Suite 200 Lewisville, TX 75067 Phone 4695497100 Fax 4695497281 www.overheaddoor.com 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 l• J KoR P.•• uceNs ••!his, No.77M STATE OF-12 NAL Overhead Door Corporation ASubsidiary ofSanwa HoWirsgsCorporation r John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 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. c armo FL 09174-R7 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiarto 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. CACj toM Drawings TABLE 1. FL 09174-117 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev 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 4ZA1,,,., iEA-U-4juD 3 V Qno/q FL09174-R7 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 Ee 4 (0(ta / t 1 FL 09174-117 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with ;an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a %" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. 5 (D(k0 i1 FL 09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, Jo n E. Scates, P.E. Y Florida PE # 51737 « 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 51h Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-R9 conform to the requirements of the 5th Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 S. GENaF;F No. 0737 O STATE OFAj j•Fs ;cLOR%P Q tl9m5L SEE U-BAR NOTE ON SHEET 1. SHORT PANEL NON —IMPACT RESISTANT GLAZING OPTION — 2 FOR U—BAR INSTALLATION M' MINIMUM SSB GLAZING IN MCLDET) FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /8x1' SCREWS INSTALLED IN 13 CA HORIZ ANGLE TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT 13 GA FLAG ANGLE OF 13.75' AND A MAXIMUM LENGTH OF 18-75'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE AREQUIREMENTSFORWIND—BORNE DEBRIS REGIONS 18 GA MIN HORIZTRACK 2. LONG PANEL NON —IMPACT RESISTANT GLAZING OPTION — 5/16x1-5/8' SHEET 090' MINIMUM SSB GLAZING IN MOLDED FRAMES BLED WITH LAG SCREWS A 1/8' BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE (WIN 3 AS OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) #Bx1" SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 CA MIN VERT 20 CA END CAPUNIFORMSTATICDESIGNPRESSURESSHOWNONTHISDRAWING. TRAP( GLA2INC SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 39'. GLAZING IS NOT IMPACT RESISTANT FOR BORNE 5 LAANDDOESNOTNESTTHEREQUIREMENTSSECTIONSCREWATDEBRISREGIONSGLAZEDSECTIONREQUIRES18CAJ—STRUT SCREW AT EACHROUIGA SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET SHEET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8' SELF DRILUNG CRIMPTITE SCREW TO 1/4-20x9/I6 TRACK ATTACH THE J—STRUT TO THE INTEGRAL RIB AND OPERATOR BGLT AND 1/4-20 HEX STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JB JAMB SHEET 2• BRACKET LOCATION C 3. IMPACT RESISTANT GLAZING OPTION — IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE EET SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING TYP SHALL BE 1/4' MAKROLON—AR POLYCARBONATE OR EQUAL GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21' AND A MAXIMUM LENGTH OF 50.08". GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND—BORNE DEBRIS REGIONS SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. tGLAZEDSECTIONREQUIRESREINFORCEMENTBRACKETS 15 GA STIFFEN ATTACHED TO U—BAR ON UPPER INTEGRAL RIB (SEE DETAIL G JAMB BRACKETS SHEET 2). 18 GA J—STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHELDULE FOR CE OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. OUAMTY, LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8' SELF AND TYPE DRILLING CRIMPTITE SCREW TO ATTACH THE J—STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SHEET 2. V19 r— KEY LOCK OR SLIDE LOCK 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6" O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REOUIRED WITH OPERATOR 7/16' TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK SHOWN FOR 5. KEY LOCK, 9JDE LOCKS, OR OPERATOR REQUIRED. CLARITY 8. SECTION SHALL BE CONSTRUCTED VAIN FOAMED IN PLACE NOTE: (4) SECTION SOLD POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN. SEE SHEET CA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U—BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1' DEPTH. ON DOORS NTH OTHER SECTION QUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2" AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. S DOOR JAMB TO BE MINIMUM 2.6 STRUCTURAL GRADE LUMBER REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION — .040" MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) 05x1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND—BORNE DEBRIS REGIONS LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERUNE OF THE DOOR. JOHN E SCATES. PE 3121 FAIR ATE DR. CARROLLTON. TX 75GD7 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS I w 18 CA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SEI II NOTE: (5) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS GREATER THAN 12'-0-. (3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0'. JAMB BRACKET SCHEDULE HEIOCOHR NO. OFTSECTIONSBRACKETSEACHJAMB) TYPEOF LOCATIONBRACKETS MEASURED FROM BOTTOM TRACK (ALL DIMENSIONS is 2') 7'-0' 4 6 ClJB). 1301). 25-1/2' (JB). 34 JB), 45-1/4 (01). 63 JB 7'- 0' 4 6 JFAT' JB , 10 JB , 21-3 4JB , 29-3/4' JEI, 42 JB), 63-1 4 JB8' 5 BJB , 13' 01 , 23' JB , 34' JB , 47-1 4' 01, 58' JB , 67' a), 75' JB8'-0' S8JB , 10' JB , 21-3 4' JB , 29-3 4' JB , 48' JB , 57-1 4' JB , 86' JB , 75-1 2' JB 8'-0' IGH LIFT OOF PITCH NOTE BELOW NOTE: JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20x9/16' TRACK BOLT AND NUT. a) FOLLOWING L G DIMENSIONDENOTESQUICKINSTALLJAMBBRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED 00 ATTACH TO TRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN El' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR EIGHTUNIFORM LOAD EACH JAMB (PLF) MOTH 18'- 0" AL 207.2/-230.4 14'-0" ALL 181.3/-201.6 12'-0" ALL 155.4/-172.8 10'-0" AL 129.5 —144.0 lWagne® Balton DIVISION OF OVERHEAD DOOR COF 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U—BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/ 8/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/ 10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100 MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT CRT 6/ 6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION ADDED LHR TRACK DETAIL SHEET 2 CRT 4/ 17/08 PB ADDED IMPACT RESISTANT GLAZING ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK CHANGED LOUVER NOTE INCREASED MAX HEIGHT TO S'- 9'. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/ 22/08 P9 UPDATED TITLE BLOCK GIRT 8/ 26/10 P1O ADDED LONG PANEL GLAZING OPTION CRT 3/ 15/11 STATIC PRESSURE RATINGS APPROVED SIZES ISCALE N.T.S. ISIZE A DESIGN (PSF): + 25.90/-28.80 MAX WIDTH. 16'-0' 1 1 DATE NAME TEST (PSF)- + 38 85/-43 20 IMAX HEIGHT- 8'-9" IDRAWN 1 3/8/06 GIRT IMPACT/CYCLIC RATED (YES/NO) YES IMAX SECTION HEIGHT- 21" CHECKED 4/6/06 1 MRB MODELS 5120/ 6100/9100 SHEET 1 OF 2 DRAWING PART NO REV WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 13 CA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UPWARD IN BOTTOM OF U-BAR / AND ATTACH THRU END CAP AT WITH (2) 1/4-14x5/8' EACH END WITH (2) 1/4-14x7/8' / 8- CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCR WS I FOR STANDARD TRACK AND (3) D 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH °. ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PUCE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/8' CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH END USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-140/8' SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/4-14x5/8' RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END NTH (1) 1/4-140/8' SELF DRILLINGATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOTE- DUE TO CLEARANCES REQUIRED TO 2' NYLON STORMGARD INSTALL SCREWS AT THE ENDS OF THE ROLLER WITH - U-BARS, ALL U-BARS SHALL BE 4-1/2' STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLIDES AND TOP FIXTURE ON THE U-BARS SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U-BAR OVER WITH (6) 1/4-20x5/8' INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF WITH (2) 1/4-20x5/8' CRIMP SCREWS RU WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (1 THRU FLANGE TOP LEAF, AND 1 OF OF U-BAR AND BOTTOM WHICH IS FIELD INSTALLED HINGE LEAF AND 1 THRU THRU PRE -PUNCHED HOLE WED OF U-BAR AND IN U-BAR) DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WTH " G 3) 1/4-14x5/8' / CE U-BAR OVER INTEGRAL RIB NTH CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-140/8' SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM _- BOTTOM OF THE BOTTOM U-BAR AT U-BAR NTH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-140/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-204/8' DRIWNG CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. 80/4' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS / 3-1/2' O.C. MAX ------C 1 /8' BEAD GE SG400A ZESCSG4000ACI STRUCTURALSEALANT OR EQUIVALENT FACER STEEL \ JOHN E. SCATES PE NON-STRUCTURAL 3121 FAIRGATE OR DECORATIVE INNER CARROLLTON, TX 75007 WINDOW TRIM — FL PE 51737 TX PE 56305/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR f1 VERCATIONOF WNDLOAD CONSTRUCTION DETAILS DETAIL E USED ONLY ON IMPACT GLAZED SECTION - 11 CA REINFORCEMENT , BRACKET ATTACHED , WITH ( 4) 1/4-14x7/8' SELF DRILLING ; CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) aE 1) 1/4-140/8' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J- STRUT B OPERATOR BRACKET. NOTE, J-STRUT h SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) { 1/ 4-14x7/8' SELF DRILLINGCRIMPTITE SCREWSI— . - IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH ( 8) 3% 18 CA. 80 KS! U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN — 4) SECTION DOORS WITH ( 5) Y. 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN DETAIL F U- BAR ATTACHMENT NOTES 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-14x5/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/ 4-140/8' SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP ( EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND D THIS SHEET), (2) i 4-14x5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BOWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8' CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0-, THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U- BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'- 0', THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION NON- STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN 1 / 4' POLYCARBONATE THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING, ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE 1 ATTACHED TO THE DOOR WITH 1/4-14x5/8' CRIMPTITE SCREWS. 3. 18 GA U-BARS SHALL BE STAMPED '46' APPROXIMATELY 8' tr rd FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES Sc Wayne® DESIGN (PSF): +25.90/-28.80 MAX WIDTH. 16'-0' TEST ( PSF): +38.15/-43.20 MAX HEIGHT- B'-9" DR Balton IMPACT/CYCLIC RATED (YES/NO). YES MAX SECTION HEIGHT. 21' CH MODELS 5120/6100/9100 DIVISION OF OVERHEAD DOOR CORP 3395 PENSACOLA, FLORIDADRIVE WINDLOADSPECIFICATION OPTION CODE 0230 REVISIONS 4 CHANGES TO GENERAL ORMAT AND CHANGED BAR FASTENER TYPE T END CAPS AND OTTOM RETAINER HANGED CENTER HINGE GAUGE AND ADDED OLIVER OPTION. HANGED STRUT ENTIFICATION METHOD ROM COLORED PAINT TO TAMPED NUMBER RT 3/ 8/06 5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS IN SUPPORTING STRUCTURE AND LARIFIED NUMBER OF ASTENERS AND CENTER TINGES REQUIRED FOR ARROWER DOOR WIDTHS IRB 5/ 10/06 6 ADDED IMPACT ESISTANCE TO DOOR. J)DED MODEL 6100 IODIFIED NOTE 8 TO SATE THAT LOUVERS RE NOT IMPACT ESISTANT. RT 6/ 6/07 7 MODIFED JAMB iRACKET SCHEDULE FOR AT OPTION. ADDED LHR RACK DETAIL SHEET 2 RT 4/ 17/08 8 ADDED IMPACT ESISTANT GLAZING. ADDED TEXAS LICENSE UMBER TO TITLE BLOCK HANGED LOUVER NOTE RCREASED MAX HEIGHT O 8'- 9' ADDED HIGH IFT AND ROOF PITCH RACK NOTE RT 7/ 22/08 9 UPDATED TITLE BLOCK RT 8/ 26/10 10 ADDED LONG PANEL LAZING OPTION RT 3/ 15/11 N.T. S ISIZE A DATE NAME I 1 3/8/U6 GRT EDI 4/ 6/O6 MRB SHEET 2 OF 2 DRAWING PART NO. I REV m O 13 GA MIN CONTINUOI WALL ANG PLICE PLATE LOCATION SEE SCHEDULE 11 GA MIN 14" CLIP SEE SCHEDULE MAX A C MIN CONTINUOUS WALL ANGLE 12" 2) 1/4" X MAX 7/16 SEMI TUBULAR RIVITS 12" _ MAX SEE CLIP DETAIL 11 GA MIN7rCLIPSEE SCHEDULE- 12" ..\ L7 MAX MAX LIP LOCATIONS R S W- 0.28" SEE SCHEDULE 2 12" MAX TRACK 13 GA MIN CONTINUOUS WALL ANGLE - CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E $CATES, PE 3121 FAIR ATE DR CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROMDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS TRACK 3) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR MAX PSF WIDTH 9'-0" 46.0 PSF —52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF REVISIONS 2 INCH ACK—CUPS—TEXAS LL ANGLE 12 FOOT DATED J 6/11/03 UPDATED FORMAT. REASED ALLOWABLE ESSURES TO 6 00/-52 00 PSF FOR DOOR WIDTHS. ANGED "TEXAS WALL GLE- TO "CONTINUOUS LL ANGLE" ADDED B5TRATE MOUNTING TAIL. CHANGED TO EN HD ANCHORS T 4/2/07 CHANGED FORMAT. DED MODELS 9800 D 8D24 WITH OVERLAY TRACK CUP HEDULE. T 8/21/07 UPDATED MODELS TED IN CHARTS DATED SPLICE do CUP HEDULES 9/05/07 UPDATE MOUNTING TAIL DRAWINGS. T 10/05/07 UPDATED CHARTS TO MINATE THE USE OF E #8 CUP (REPLACED H #9 ACROSS THE ARD). 10/24/07 UPDATED STEEL UNTING DETAIL B 04/11/08 EXPANDED 1-1/2- TO 3/8" DOOR THICKNESS ART UP TO 14' HIGH T 12/11/O8 3 UPDATED TITLE DCK T 6/2/10 Wagner 091ton DATE NAME DRAWN 8/21/07 CRT CHECKED 5/21/07 MRS SHEET 1 OF 2 3395 ADDISON DRIVE PEN ( 850) A47FLRIDA 4 09890 32514 DRAWING PART N0. 307494 REV P 1 oTRACKSUPPLEMENTCHART 2 3/4" f1" 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" LTRACK WALL ANGLE LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2TRACK CLI SPF (G=0.42) OR - BETTER AT EACH1/4-2Ox9/16" HOLE OR PAIR OF BOLT AND HOLE LOCATIONS1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL d WITH MIN. (1) 1/4-20x7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDIN( d d a a e a 'd CONCRETE MOUNTING DETAIL JOHN E SCATES, PE 3121 FAIR GA TE DR. CARROLLTON, TX 75OD7 FL PE 51737 TX PE 56308/1`2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF 'MNDLOAD CONSTRUCTION DETAILS 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2' THICK DOOR CLIP S FROM BOTTOM TO TOP PLATEHEIGH# 7'-0" 7, 9, 9, 9, 9, 11 16 8'-0' 7, 9, 9, 9, 9, 11, 11 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18 10'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13 18 111- 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" 1 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK D GHT CLIP #'S FROM BOTTOM TO TOP SLATEE 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 DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE PLATE # 7'-0" 4, 4, 4, 4, 5, 6 8 8'-0* 4, 4, 4, 4, 5, 6, 6 8 9'-0" 4, 4, 4, 4, 5, 6, 6, 7 8 10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10 12' - 0 " 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'- 0 " 4, 4, 4, 4, 5. 6. 6. 7. 7. 9. 9. 9 12 14' - 0 " 4, 4, 4, 4, 5. 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOORHEIGH CLIP #'S FROM BOTTOM -TO TOP SPAS # 7'-0" 4, 4, 4, 4, 4, 4 6 8'-0" 4, 4, 4, 4, 4, 4, 4 6 9'-0" 4, 4, 4, 4, 4, 4, 4, 4 6 10'-0" 1 4, 4, 4, 4, 4, 4, 4, 4, 4 6 Wayne® Bilton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART Pam' ( 850)A474FLORIDA9890 32514 REVISIONS 2 2 INCH 1ACK-CUPS-TEXAS ALL ANGLE 12 FOOT DATED J 6/11/03 UPDATED FORMAT CREASED ALLOWABLE TESSURES TO 46.00/-52 00 PSF FOR L DOOR WIDTHS TANGED TEXAS WALL VGLE' TO CONTINUOUS ALL ANGLE'. ADDED 1BSTRATE MOUNTING TAIL, CHANGED TO TEN HD ANCHORS eT 4/2/07 1 CHANGED FORMAT. DED MODELS 9800 JD 8024 WITH OVERLAY TRACK CUP D IN CHARTS JED SPLICE h CUP DULES 9/06/07 10/05/07 UPDATED CHARTS TO IINATE THE USE OF 8 CUP (REPLACED 1 N9 ACROSS THE RD). 10/24/07 UPDATED STEEL INTING DETAIL 1 04/11/08 EXPANDED 1-1/2" TO 8" DOOR THICKNESS ART UP TO 14' HIGH. 12/11/08 ADDED MODEL 5700. SATED TITLE BLOCK 6/2/10 DATE NAME DRAWN 1 8/21/07 CRT CHECKED 6/21/07 MRB SHEET 2 OF 2 DRAWING PART NO REV 307494 IP10 Florida Building Code Online Page 1 of 3 69 da Dc 7entofpait Busines Qj ProfessiIcaI BCIS Home Log In User Registration I Hot Topics 1 Submit Surcharge Stats & Facts E Publications FBC Staff BaS Site Map Links Search j product Approval USER: Public User Regulation J MSYMMM Product Approval Menu > Product or Applkatlpn Sorch Application Lls[ > Application Detail FL # FL15332-112 w. Application Type Affirmatlon Code Version 2014 Application Status Approved Comments Archived M Product Manufacturer MI Windows and Doors Address/Phone/Emall 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sidinger bsltlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florlda Registered Architect or a Licensed Florida Professional Engineer C3 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urlch, PE El Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15332 R2 COI FLCOI.Odf Standard AAMA/WDMA/CSA 101/I.S.2/A440 t Year 2005 ail 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 0No ON/A https://www.floridabuilding. org/car/pr_app_dtl.aspx?param=wGEV XQwtDgtH8572gvdWI... 8/31 /2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products FLl_5332 R2 COC FL15332-COMP.DdI Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00500C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5108076.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 II OS-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510805B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 11 08-02248A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 II 08-02249A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation instructions Approved for use In HVHZ: No FL15332 R2 II 08-02250A.pd Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512970A.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 08-00499C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 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/prlpr_app_dtl.aspx?param--wGEVXQwtDgtH85 72gvdWl... 8/31 /2015 Florida Building Code Online I Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00501C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant., No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510808B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.E SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143'x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by. Independent Third Party: Yes Design Pressure- N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 51080913.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 4301440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation instructions Approved for use in HVHZ: No FL 5332 R2 II 08-00503C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 51081013.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Beek Neat Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phon SO-187-SE24 The State of Florida Is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, small 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 mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395, -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees Fcansed under Chapter 455, F.S. must provide the Department with an small address If they have one. The emalls provided may be used for official communication with the licensee. However small addresses are public record. If you do not wish to supply a personal address, please provide the Department with an small address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dlck bmL. Product Approval Accepts: Credit5ArFE https://www.floridabuilding.org/pr/pr_app_dtl, aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2 WOOD FRAMING AND MASONP.Y OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER Or RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF TPE ARCHITECT OR ENGINEER OF RECORD. 4 ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1 6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINJM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFELY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAX'M1UM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INRLTRA7I0N RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11 %OR ANCHORING INTO MASONR"/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12 7OR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILUNG SCREWS WITH SUFFICIENT LENGTH" TO ACHIEVE 3 THREADS MINIMUM BEYOND 57RUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATICN INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TY-E 1 (OR GREATER) D. METAL STRUCTURE- STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 1/8" THICK MINIMUM 15 APPROVED CONFIGURATIONS: OX, X0, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 1 INSTALLATION DETAILS REASR.NS OESCRIFTION DATE AFPROVED ADDED FLANGE AND FIN INSTALLITICN 12/10/13 R :.. MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES V. L. I 0 B-02249 Scx' NTS I0AE 10/30/13 1 SHEET I OF 10 SIGNED: 1211612013 g511 1I fLro p"TATPOgF-7"::: FF HE 6• MAX 96" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #5 FOR NUMBER OF LOCATIONS REQUIRED r 6' TMAX 16' LAX AME IGHT 6" MAX 6" MAX SERIES 420 SOD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 35.OPSF NONE W11H 2-1132' S11L SEE CHARTS #1 AND 02 FOR OTHER UNITS RATINGS DESIGNPRESSUREAATING IMPACTPb4TING 25.01-28.6PSF NONE W17H 1-11ZSILL SEE CHARTS 13 AND #4 FOR OTHER UNITS RATINGS CHART#1 WITH 2-1/J2' SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. CFF JVOTF 9.SNFFT 1 Design pnmwrt chart (psq Frb 6kgY FanN and Total Frain h ht) m liaght 30.0 3 1 470 440 ro) 60.00 Px I NN 72.00 Pus Nag uo0 Pus Neg 9C00 Pos Meg NA 40.0 56.4 40A 50.9 40.0 45.7 40.0 42-0 AW 40.0 552 40.0 46.0 40.0 43.0 39.4 3D. 20 I2.4 40.0 45.4 41.1 140.6 11 37.1 DLO 4Dd 40. 45.1 3t.4 4 35.0 350 CHART #2 WrT7-12-7112'SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design prnwre chart Opal) From E610ta Panel and Total Frorm Wdth(in) Hel{pht 30.0 a0.00 26.0 7Z00 420 8409 I 4LO SL00 h) Par Neg Pos Neg Pos Xeg Pos Nag 14.0 24 1 24 1 W 50.9 447 45.7 42.0 420 NA ti52 552 4t.0 4t.0 43.0 43.0 39.4 39.4 a7.0 52A 62A 154 4i4 406 406 37.1 37.1 tL0 49.5 40.6 1 43.1 43.1 36.4 36.4 31.0 3 0 REVISION6 DESCRPOON I DATE I N+ 01SD ADDED nAXGE AND FIN INSTALLATION 1 12/10/13 1 R.L CHART #3 WITH 1-W SILL WHERE WATER INFILTRATION RESfSTANCE IS REQUIRED. err =o C"r r Design premre cherf (just) S * Fend and Total Fenn VAdth (i1) might 30.a 3L0 72.00 42a N.oO 48.0 P&M Pos Meg Pus Meg Par Neg Pos Meg a40 25.0 47.6 25.0 41.7 25.0 37A 25.0 34.4 WA 26.0 452 25.0 79.3 25.0 352 1 25A 322 a2.0 25.0 42.9 25.0 372 250 332 1 25.0 30.5 99-0 D 40.7 25.0 3 2i0 31.4 26.0 03 CHART 94 WITH 1-1l2' SILL WHERE WATER WRLTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 CHART 05 Design jur"wto chart (just) Penn Bros Fend and Total Fran,. Wdth h) Hatt JO.a 60.00 3L0 7200 t2A N.00 410 DLOD PosI Nag Pos Neg Pos Nag Pos Meg a40 47.6 47.6 41.7 41.7 37A 31A 34.4 34.4 aL0 452 452 393 393 352 2 322 322 010 429 429 372 372 33.2 332 303 3D.3 96.0 40.7 40.7 1 35,3 353 31A 31.4 26.6 1A.6 Number of anchor /oeaCons ragrdred Frame Sht9le Wnel and Total Harts Mh tt) 30.0 3LO 4" 1 47q-famb in) aa0 HLS Jamb n0 HLS Jamb 0 MLS Jamb 9L Has NA 4 6 5 6 6 5 6tA6656 4 66 0 646666 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 v, SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAM: M); NO. V.L 08-02249 A P•" NTS - 10/30/13 5"ET2 OF 10 III III/// Z. L Q z// Eh`sF•9d' 5 •*= Kkr'4ac C W FR HE 96' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX I - 6- MAX 6' MAX 5" kx 1AM E SHT 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.OPSF NONE WITH 2-1132' SILL SEE CHARTS 01 AND :2 SHEET 2 FOR OTHER VNR-S RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.01-28.6PSF NONE WITH 1.1,7 SILL SEE CHARTS 03 AND /4 SHEET2 FOR OTHER UNITS RATINGS RENSIOeS DESCRIPTION MTE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. CHART16 Numbarof anchor lwatlow required Snde Prod 2W TOM lint %Wth (h) Ftarte W, ghl J0. 0 X0 420 1 41.0 Cn) 60.0 720 H.a 9f.o HLS I Jamb HLS Jamb HLS Jamb HAS Jamb 0 4 6 5 6 6 6 6 6 6/. 0 4 5 5 6 6 6 6 6 920 4 6 5 6 6 6 6 6 96. 0 4 6 5 6 b 6 6 6 5 3/8" --I 2 1 t32" 2 1/32" SILL ALUMINUM 6063-T5.055 THICK 5 3/8" 1 1/2" 1 1/2' SILL ALUMINUM 6063-T5.055 THICK MI WINDOWS LLC AROW. SBO 01YRDCARROLLTON, TX 75006 v •v GENSF.9s i o * SERIES 420SGDREINFORCEDWITHOUTADAPTER96' x 96' FIN ELEVATION TAT OF P i O'.s DRAWDWo NO. REV 08 A 5'&E NTS DATE 10/30/13 T39OF 10 a 1 /2- MIN. REV5 O S REV DESCRIPTION on,E APPROVED EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L 1 3/8- MIN. WOOD FRAMING OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. SHIM 10 WOOD SPACE 1 3/8" MIN. i/4" MAX. rSCREW EMBEDMENT SHIM SPACE I INTERIOR 1/2" MIN. 7? EDGE DISTANCE r 10 WOOD SCREW WOOD FRAMING OR'2X BUCK BY OTHERS EXTERIOR 11 11 11 11 INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL EE SHEET 3 OR SILL OPTIONS MIN. ENT 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINOS LLC 100wW. CROSBY0RD CARROLLTON, TX 75006 VATe SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96"dj* FRAMEINSTALLATIONDETAILS1OFO' DRAWR DWG N0. RED E08- 02Er249 ONA,1' V' AlNTSavE10/30/13 4 OF 10 METAL STRUCTURE BY OTHERS J10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4• MAX. SHIM SPACE 44 10 SMS OR SELF DRILUNG SCREW INTERIOR L TO BE SET IN BED OF VLILKEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE WSTALLAT70N NOTES: 1. INTERIOR AND EXTERIOR FINISHES BY OTHERS NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDA NCEWRNASTUE2112 7/ B" MIN. EDGE DISTANCE t 10 SMS OR SELF DRILLING SCREWS METAL' STRUCTURE BY OTHERS REAAONS REV DESCRiPTN)N w1E uPRovEv A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L 1/ 4" MAX SHIM SPACE INTERIOR a( I 11 EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION LLC MIWINDOWS1001W. CROSBYORD CARROLLTON. TX 75006 1`\\ 0111111111, t1v ENSF, 9,, SERIES 420 SGD REINFORCED WITHOUT ADAPTER 51 M.-TAi96" x9IO FRAMEINSTALLATIONDETAILS oOF ' c S;YDR4 G• mwrnowcNo. REv 08 A SCME NTS °A,E 10/30/13 T59OF 10 2 1/2' MIN. EDGE DISTANCE a 1 1/4" MIN EMBEDMENT CONCRETE/ MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16- TAPCON MASONRY/ CONCRETE BY OTHERS 3/16' TAPCON EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 3 FOR SILL OPTIONS 4" MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRET EW SONRY INSTALLATION REASONS DESCRFrDN w1E ARROVED ADDED FLANGE AND FIN INSTALLATION 12/1D/13 R.L. 1 1/4' MIN. EMBEDMENT 1/4' MAX. 2 1/2' 4 ' SHIM SPACE MIN. EDGE DISTANCE a 3/16" TAPCON CONCRETE/MASONRY BY OTHERS INTERIOR EXTERIOR OPTIONAL 1 X BUCX J JAMB INSTALLATION DETAIL TO BE PROPERLY C SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIORAND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCEWRTI ASTM E2112 ONCRETEIMASONRY INSTALLATION LLCMIWINooWw. cRosaYO0 R5 CARROLLTON, TX 75006 J\\lRlltlo9//. r,EIVSF •rP ` 0 5 * SERIES420SODREINFORCEDWITHOUTADAPTER96• x 9IO FRAMEINSTALLATIONDETAILS ro' G ¢ TAT OF ii. w•• jO[0R10e-• DMW. Drtc NO. REV Y L 08 5002 49 A s w1E NTS10/30/13 6 OF 10 I WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/8- MIN. EMBEDMENT 1 /4- MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR LL_I U—j INTERIOR 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE CAL f10 WOOD SCREW SEE SHEET 3 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS MIN. IENT VERTICAL CROSS SECTION W000 FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE W17H ASTU E2112 T 1 3/8- MIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. SHIM SPACE RENSIONS DESCRIPTION M1E AYPRWm ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. IAfrFRInl7 JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WIN OOoRS LLC IR Il1ldooww. cANDRose 5 CARROLLTON, TX 75006 V •\C+ENS'S 5 *_ SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS TATE OF •tom a• [ ORIDt' D AW vxc N0. REV 08-0022T249 A i7s... ,YG\ sV.ou E D1TENTS 10/30/13 7 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLNG SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4• MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. . 2 PERIMETER AND JOINT SF_ALWT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SET IN VULKEM 116 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS 7/B- MI EDGE DIST/ L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS n• —v RMONS DEscitin" 611E I AMOVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS cRosaDOORS LLC j Vt. L/ow", CARROLLTON. TX 75006 v •GENS 9+ 0 5SERIES420SGDREINFORCEDWITHOUTADAPTER 9ST x 96OFLANGEINSTALLATION DETAILS 0' TAT OF o i. ;cCOR10":• oaAwe rnvclro. REV OB 90F A ASS/NAL1 G`\` c NTS °A 10/30/13 sIIEET B 10 REKSIDNS 2 1/2" MIN. { REY DESCRIFMN wTE AVPROVED EDGE DISTANCE I A ADDED FLANGE AND FIN INSTALLATON 12/10/13 R.E. 1 1/4" MIN. y a• . ' •.' a: •: EMBEDMENT 1 1/4` MIN. CONCRETE/ EMBEDMENT MASONRY 1/4' MAX. BY OTHERS SHIM SPACE OPTIONAL ICK . 1/4" MAX. ix SHIM SPACE TO BE PROPERLY 2 1/2` ,. ' .' INTERIOR MIN. SECURED EDGE SEE NOTE 3 SHEET 1 DISTANCE , .a 3/16` TAPCON ' 3/16" TAPCON CONCRETE/MASONRY ' BY OTHERS EXTERIOR INTERIOR _ a SILL TO BE SET IN A BED OF VULKEM 116 ° CONSTRUCTION ADHESIVE EXTERIOR 3/16` TAPCON OR EQUAL SEE SHEET 3 JAMB INSTALLATION DETAIL MASONRY/ FOR SILL OPTIONS OPTIONAL 1X BUCK CONCRETE#A4SONRY INSTALlA TION CONCRETE TO BE PROPERLY BY OTHERS SECURED SEE NOTE 3 SHEET 1 a - I NOTES., a, 1 1/4" MIN. 1.INTER10flAND EXTERIORFINISHES, BYOTHERS, a•' . . EMBEDMENT NOTSHOWNFORCLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE c I • • . • - DESIGNED 1N ACCORDANCE WITH ASTM E2112 2 1/ 2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEWMNRY INSTALdA7TON MI WINDOWS ANDLLC cRoseY00 RS511ft..LO / 9P CARROLLTON. TX75006Nv •GENs 0 5 *= SERIES 420SGDREINFORCEDWITHOUTADAPTER9x96" FLANGE INSTALLATION DETAILS o TAT TAT 77 , OFDRAWN: DWG NO. REV v 08-022249 A s7pNAll?\``` 1 NTS oAf1030139OF1D WOOD FRAMING BY OTHERS 1 1/4- MIN ' EMBEDMENT 8 WOOD J SCREW 7/16" IN EDGE DISTANCE 8 WOOD SCREW 7/16" MIN EDGE DISTANCE EXTERIOR Ar F&W *NS 1/4• MAX REV oEscmpmN w1F AavRoam SHIM SPACE A ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 R.L INTERIOR 1 5/8" MIN. ' EDGE DIST. TRIM "• a 1 1/4" MIN. INTERIOR EMBEDMENT MASON CO f BY OTHERS 1X BUCK BY OTHERS, EXTERIOR HOOK STRIP 1 X BUCK TO BE PROPERLY SECURED TAPCTAPCON JAMB INSTALLATION DETAIL EXTERIOR PANEL INTERLOCK WOOD FRAMING OR 2X BUCK INSTALLATION HOOK STRIP INSTALLATION MASONRYXONCRETE 1 1/4" MIN. METAL STRUCTURE EMBEDMENT WOOD BY OTHERS FRAMING BY OTHERS INTERIOR TRIM TRIM 1/4" MAX. 1 3/8" MIN. SHIM SPACE EMBEDMENT INTERIOR INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK IIVSTAU ATION '^ FOR SILL INSTALLATION SEE SHEETS 4-9. HOOK STRIP OOK STRIP i10 WOOD #10 SELF DRILLING SCREW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKIWOOD FRAMING METAL STRUCTURE MI WINDOWS AND ROSB0LLC1001 YRD CARROLLTON, TX 75006 NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER 1. INTERIOR AND EXTERIOR FINISHES, B Y OTHERS, 96" x 96" OF E NOT SHOWNFORCLARITY. NAILFIN k HOOK INSTALLATION DETAILS TAT 2PERIMETERAND JOINT SEALANYBYOTHERS TOBE ppAµKI owc Ip, r+Ev jO'•'cLOR40*'\ DESIGNED IN ACCORDANCE WITH ASTM E21 f2 V.L. 08-02249 A// sii - - - G\\\ e/'y E NTS °ATE 1 D/30 13 "HET 10 OF 10 //CHI NOTES- 1. THE nRODL'CT SHOWN HEREIN IS DESIGNED AND M.ANUFACTUREO 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. FRAM'NG AND MASONRY OPENING IS THE RESPONSIBILITY OF -HE 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 MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WIND LOAD DURATION FACTOR Cd=1.5 WAS USED FOR WOOD ANCHOR CALCULA-IONS 5. FRAME MATERIAL' EXTRUDED ALUMINUM 6063-T5. 6 JNITS MUST BE GAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTEC-IVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH NSTALLAT.ON ANCHOR WITH LOAD BEARING SH'M. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/1" 9. DOOR ASSEMBLIES INS-ALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. 10 =OR 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 ANCFOP.S AS SHOWN IN ELEVATONS AND INSTALLATION DETA'LS. 11 FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATON DETAILS. 2 FOR ANCHORING INTO METAL STRUCTURE USE #10 SAS OR SELF DRILLING SCREWS WITH SUFFICIENT _ENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE 'N7ERIOR WALL. LOCATE ANCHORS AS S-10WN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT, 14. NSTALLATION ANCHORS SHALL BE 'NSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS ANC ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS 'LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE STEEL 18GA, 33KS1 OR ALUMINUM 6063-T5 1/B' THICK MINIMUM I TABLE OF CONTENTS 1 ISHEET NO.I DESCRIPTION 1 NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS EV'SIONS REV I DESC77T*N DATE A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C JADDED =LANCE INSTALLA70NS 12/06/13 R.L MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75005 SERIES 430/440 XIX SGD 143" x 96" REINFORCED NOTES DRAWN: D1'0 ND F.A. 08-00503 SCMF NTS DATE 02/23/04 SN"-T1 OF 9 SIGNED: 1210612013 6' MAX 6' MAX IT 96" MAX FRAME HEIGHT 6" MAX 143' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #5 FOR NUMBER OF LOCATIONS REQUIRED X 1 X SERIES 4301440 XIX SGD EXTERIOR VIEW M M I DESC11P11ON A ADDED CHARTS 6" MAX B REVISED PER NEW TESTING C ADDED FIJWCE INSTAWTIONS DESIGN PRESSURE RATING IMPACT RA77NG DESIGN PRESSURE RATING' IMPACT RATING 40.OPSF NONE +25.01-28.8PSF NONE WITH 2 i/d2' SILL WITH 1 12' SILL SEE CHARTS 01 AND 02 FOR OTHER UNITS RATINGS SEE CHARTS 43 AND 44 FOR OTHER UNITS RATINGS 6 15/16" ---I 2 1/32. 2 1/32" SILL ALUMINUM 6063-T5.055 THICK CHART81 WITH 21/32' SILL WHERE WATER INFILIRA T7ON RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design presslire chart Rem Sigla Reel and Total Frame Width CN 30. 0 GO SLO Iwou 4L0 129. 00 47. 7 143. 00 Pos Nag Pw Ng PCs Ng PCs Ng 0 40.0 800 40.0 57.9 40.0 52.0 40.0 4e.0 SLO 40 0 60 0 40.0 54.6 40.0 45.9 40.0 45.0 92- 0 40,0 59,6 40.0 51.7 41.0 46.1 411.0 2.3 9r. 0 40.D Sere 40.0 49.0 40.0 43.7 40.0 40.0 CHART92 WITH 2 I/d2' SILL WHERE WATER WFILTRAT701V RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design presuire chart (Pso 94n91e Panel aM Total Frain V11Gth IN HebF4 30. 0 31.0 420 47.7 N 84. 00 Pw Neg 108. 00 Poa Nag 12L00 Poe Np u. Go Pos Meg s4. 0 60.0 60.0 57.9 51.9 52,0 52,0 46A 46.0 rr. o 600 60o s4.e 54.D 4e.v 46s 4.0 o 59.D 599 51.7 51.7 46.1 46,1 423 423 a 560 56 4 A 490 43T 43.7 40.0 40.0 2" Li __j 1 1/2" SILL ALUMINUM 6063-T5.055 THICK DATE APPROVED 03/ 06/12 R.L 10/ 15/13 R L 12/ 06/13 R.L CHART # 3 WITH 1 1/L"S2L WHERE WATER INFILTRATION RESISTANCE IS REOUfRED SEE NOTE 9 SHEET 1 Design Precarre chart (Pao Cram. Ingle Panel rig Tidal Rwre Vgd01(in) Height SAO 3L0 1 4ZO 47.7 00 Pw Nag IGLOO PCs Meg 126. 00 Pw Neg I43. 00 PCa NOR 47. 6 25.0 41.7 25.037.4 250 34.5 452 25.0 393 25.0 3242.9ja25.0 372 2 A40. 25.0 353 25.0 31.4 25,0 26.6 CHART44 WITH 1 1/2' SILL WHERE WATER LNFILTRA77ON RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (paQ Ram Single Panel and Total Frain V*M (le) Hebht 30. 0 36.0 4Z0 1 47.67 r0. 00 P Ng IGLOO Pos Ng 176. 00 F Ng Ulm PCs Ng 0 47.5 47.8 41.7 41.7 37A 37.4 34.5 34.5 rL0 452 452 393 39.3 352 352 324 324 SLO 42.9 429 372 372 332 332 30.5 305 96. 0 40.7 40.7 353 35.3 31.4 31.4 26.6 26.6 Number oranchor Iooaifvm; required Ram Sfi9b Panel and Total Frain Vddth Co Height 30. 0 1 36.0 420 47.7 h) 90. 0 HIS I Jamb 1 100.0 I HIS Jamb 12[ 0 HAS Jamb 1420 HAS Jamb 84. 0 e 6 7 6 6 8 9 e 660 e e 7 D r 6 9 6 SLO e e 7 D r D 9 6 WO 6 0 T 5 4 5 9 6 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/4-40 XIX SGD 143' x 96' REINFORCED ELEVATIONS F. A. 08-00503 CILE NTS - 02/23/09 --2 OF 9 R I IL1own ENS.'9`p= 4. T4AAAiT05 OOF ; ORIO." iis ONALI G\ Ig 1/2- MIN. EDGE DISTANCE 1 3/8• MIN. WOOD FRAMING OR 2X BUCK EMBEDMENT L BY OTHERS 1 3/8' MIN. 1/4• EMBEDMENT MAX. SHIM 10 WOOD SPACE 1/2" MIN. SCREW EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II 11 11 11 II II INTERIOR VER77CAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INIERIORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD SCREW BE SET IN F VULKEM 116 C110N ADHESIVE L SHEET 2 SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS MIN. BENT RENSKKS REV DESCRPnON MTE ArrRovEo A ADDED CHARTS 03/05/12 R.L B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANCE INSTALLATIONS 12/06/13 RL 1 /4• MAX. SHIM SPACE INTERIOR O EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS MAW DWO NO. F.A. 08-00503 NTS — 02/23/09 -M3 OF 9 1i 1t ill P.- o r . G£Mg glp i` 0 •*= p' T OF iO E'SjsONA METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRIWNG SCREW I METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 /4' MAX. SHIM SPACE I 7/8" MIN. 1S OR EDGE DISTANCE RIWNG' 4 10 SMS OR SELF DRIWNG SCREWS 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE IUAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS 1 /I' IIAY A I L IMIVM REMSIONS ItEv DESCNIPf ON DATE APPRMW A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAW 7N0. F.A. 08-00503 soul N T S — 02/23/09 SH-T4 OF 9 CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1 1 /4" MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE a 1/4" MAX. SHIM SPACE 3/16" TAPCON 3/16" TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR SILL TO BE SET IN a ' A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL p rj f C} p I n SEE I FOR SHEET SILL OPTIONS 1 1/4" MIN. EMBEDMENT VERTICAL CROSS SECTION CONCRETE,nMSONRY INSTALLATION 2 1/2' MIN. EDGE DISTANCE FMMS1DNS DEscRirnm+ DATE APPROVED ADDED CHARTS 03/06/12 R L REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1 /4" MAX. r SHIM SPACE m-- D -ttl -,=, EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE./MASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOWT'SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS LLC P,I11LTO W. CROSBYDOORS CARROLLTON, TX 75006 r •GENs 9s SERIES 430/440 XIX SGD* 4.TATE! 143" x 96" REINFORCED FRAME INSTALLATION DETAILS OF i'cFS'c 0RIOt' G1<'`: oR wN: owc NO. REV DS C ALENTS — 02/23/09 SH-53 OF 9 OOD FRAMING OR 2X BUCK BY OTHERS J10 WOOD SCREW 1/2• MIN. REV DESCRIFnON DATE APPROVFD I EDGE DISTANCE A ADDED CHARS 03/06/12 R.L 6 REVISED PER NEW TESTING 10/15/13 R.L. 1 3/8• MIN. C ADDED FLANGE INSTAUATIONS 12/06/13 R L EMBEDMENT 1/4• 1 3/8• MIN EMBEDMENT 1/4• MAX. SHIM SPACE MAX. SHIM SPACE 1/2" MIN. V-10 INTERIOR I I EDGE DISTANCE I EXTERIOR I I I I I I I I I I I INTERIOR J10 wooD 1`—', l J SCREW 10 WOOD SCREW SILL TO BE SET IN a ABED OF WLKEM 116 L CONSTRUCTION ADHESIVE OR EQUAL WOOD FRAMING SEE SHEET 2 EXTERIOR OR 2X BUCK BY OTHERS FOR SILL OPTIONS WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLAT701V BY OTHERS 1 3/8• MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERZ NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM Elf 12. MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DVIG N0. F.A. _ 08-00503 u NTS 1°`TE 02/23 09 —6 OF 9 METAL STRUCTURE BY OTHERS 10 SMS OR SELF ORILUNG SCREW M ETAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLA77ON NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WTITiASTM E2112 1 /4• MAX. SHIM SPACE i OR 7/8" MIN. LUNG EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL METAL STRUCTURE BY OTHERS SEE SHEET 2 FOR SILL OPTIONS i/4" MAX. SHIM SPACE REVISIONS REV OESCRIPnON DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION AND LLCMIWINDooww. S1t!ILfoM,rr i' cRoseYoO RS CARROLLTON, TX 75006 v. GEIV 9s 0 51 * SERIES430/440 XIX SGD 143" x REINFORCED LLATION DETAILS FLANGEINSTALLATIONT OF TATa'" Fs' CIORIOQ; G rrr7jS 0N DRAwx DWG NO. REv o8- 000503 C 11- a s oA1E NTS02/23/09 7 OF 9 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED E NOTE 3 SHEET 1 2 1/2" MIN. EDGE DISTANCE SHIM SPACE lil lily Ali!`' EXTERIOR II II II II II II INTERIOR 3/16" TAPCON —\ I I' 1 1/4" MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE 3/16" TAPCON CONCRETE/MASONRY BY OTHERS SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION AOHESIVE OR EQUAL SEE SHEET 2 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETEAIASONRY INSTALLATION EDGE DISTANCE 1/4" MAX. r SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL CONCRETEMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED 1N ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAM OWc NO. F.A. 08-00503 s' NTS — 02/23/09 %T8 OF 9 v E NSFqa'% STAT OF ; t E` :20R1O:• A ONA 110G`-'N REVISIONS DESfiiPRON DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L 1 5/8' MIN. EDGE DIST. a I TRIM 1 1 /4' MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED METAL STRUCTURE BY OTHERS 3/16" TAPCON TRIM EXTERIOR PANEL INTERLOCK NOOK STRIP INSTALLATION INTERIOR MASONRY/CONCRETE HOOK STRIP S10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM 1 3/8' MIN. EMBEDMENT' NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, HOOK STRIP NOT SHOWN FOR CLARITY. 10 WOOD 2 PERIMETERAND JOINT SEALANT BY OTHERS TO BE SCREW DESIGNED IN ACCORDANCE WITHASTM E2112 EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2xBUCtQWOODFRAMING MI WINDOWS AND DOORS LLC ttlllllll 1001 W. CROSBY RD CARROLLTON, TX 75006 v•\CEHs 9+ SERIES 430/440 XIX SGID o 143" x REINFORCED HOOK INSTALLATION DETAILS ATRFfi t= onAwH: Dwo No. RC F RI 08- 00503 G:\ R scKe — SHEET TUTS02/23/09 9 OF 9 Florida Building Code Online Page 1 of 3 FL # FL15oo0-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 0 Product Manufacturer Therma-Tru Corporation Address/Phone/Emall 118 Industrlal Drive Edgerton, OH 43517 419) 298-1740 rlckw@rwbldgconsultants, corn Authorized signature Vivian Wright rlckw@ rwbl dg co nsultan ts, co rn Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Ni 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 8y Ryan I King, P.E. Lei Validation Checklist- Hardcopy Received Cerdfirete oflndependence FL15000 R2 C01 Certificate Of Indeyendence.ydF Referenced Standard and Year (of Standard) Standard Year AAMA(WDMA(CSA101/I.S.2/A440 2D05 ASTM D1929 1996 A" D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FLL500D R2 Eauly FL - 15000 Eouly of Standards.pdf hqs://www.floridabuilding.orglpr/pr app_dtl.aspx?pa-ram=wGEVXQwtDquS73Fr2ZyiPo... 8/31/2015 Florida Building Code Online Page 2 of 3 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 # Model, Number or Name Description 15000.1 a, "Fiber -Classic' or "Smooth -Star" 6'8'Non-Impact" Opaque Fiberglass Door witfi d without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZt Yes FL15000 RZ )I INST 15000.1.odf . Approved for uee outside HVHZs Yes Verified By: Lyndon F. Schmidt, P,E, 43409 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Others See INST 15000.1 for Design Pressure Ratings, any FI-15000 R2 AE EVAL 15000, i.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 and sidelites, which have been stained or painted within 6 months of Installation.) 15000.2 b, "Flber Classic' or "Smooth -Star" 6'8 "Non-rmpacr' Opaque Fiberglass Door with h without Sldelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZs Yes FL15000 R2 II INST 15000.2.odf Approved for use outside HVHY: Yes Verlflad By: Lyndon F. Schmidt, P.E. 43409 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.2.ndf additional use limitations, Installation Instructions and Created by Independent'rhlyd Party: Yes product particulars. (This product approval requires the use of "7' part number doors and sldelltes, which have been stained or painted within 6 months of installation.) 15000.3 a "Fiber -Classic" or 'Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX orXO, OXO, XX, OXXO Configurations) Limits of Use xnstailation 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 Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other See INST 1500D.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 150003odf 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 sidelltes, which have been stained or painted within 6 months of Installation.) 15000.4 d. 'Fiber -Classic" or "Smooth -Star" 8'0'Non-Impact' Opaque fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configuratlons) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 i1 INST 15000.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.4.odf additional use limitations, installation instructions and Created by Independent 'MI rd Party: Yes product particulars. ( This product approval requires the use of "I' part number doors and sldelites, which have been stained or painted within 6 months of installation,) 15000.5 e. "Fiber -Classic' or "Smooth -Star' 8'0'Non-impact' Glazed Double Fiberglass Doer - Outswing Inswing W Configurations) https,llwww. floridabuildi.ng.org/pr/pr app dtl.aspx?paramt=wCTEVXQwtDquS73Fr2ZyiPo... 8/31/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST;5000.5.odf Approved for use outside HVHZ: Yes Verlfled By: Lyndon F, Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party; Yes Design Preisuret N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.S,pdf additional use limitations, Installation Instructions and Created by Independent Thlyd Party: Yes product particulars, (This product approval requires the use of "T' part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" 618 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FIi S000 R2 IT INST 15000.6.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. schmldt, 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 FL 5000 R2 AE EVAL I5000.6.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "? part number doors, which have bean stained or painted within 6 months of Installation.) aerk Fa Contact Us n 1940 North Monroe Strad. rinahussw PL 32399 Phone, 554457-1824 The State of Florida Is an AA(ff0 employer. Lbnvdoht 2007-2013 Slate of Florida.:: Privacy Statern [ ;: Refund SLat rinant Under Forlda law, emal addresses are public records. Ir you do not want your *-man add; mlaased In response to a publlL-remrds request, do not send alectrunla mall m thls entry. Instead, contact the oMm by phone or by tradl0onal mall. If50 you have any questions, pleasemntacta.417.1395. "rumuant to SnCfon 455.275(1), Florida Statute, effecttve October 1, 2012, Ikenseea Rurnsed under Chapter 455, F.S. must proNde the Department with an small address If they have one. The smalls provided may be used for offidal mmmumicaHon whh the licensee. However emal addresses are publicrecord. U you do not wish to supply a pnusonaI address, please provtle the Department with an aural address wfich an be made awlable to the public To determine If you area Ikensee under Chapter 455, .5., please rick Mm. Product Approval Aeeeptm Cre - SArFE https;// www,floridabuilding.org/ pr/pr_ app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 8/31 /2015 acoA 1 00-- G!p. EXTERIOR 9 6;., t g ga z C;z 2r INTERIOR 5401L 3001MAX DOOR i HORIZONTAL CROSS SECTION PANELWMTH 3 DOOR PANEL 4= cr0 E NC3 EXTERIOR ILURIOR o. r-, LATCH STILE TOP RAIL UNU (FIBER CLASSIC) (FBER CLASStC) d IAr ti DOOR PANEL Fiber Classic 2 ri R HINGE STILE RAJL N.T.S. BOTTOM Z FIBER CLASSIC) (fMER CLASSIC) 2' VERTICAL CROSS SECIION vm ay. JK DOOR PANEL wK m LFS 1ITGLISS 25' STEEL 1 INTERIOR INTERCEPT SPACER 40 41 SEE NOTE i 5" INSULATED GLASS W/ SMC LITE FRAME GLA7ING DETAIL 13.9375" MAX. . PANE. WIDTH 7.12i MAX D.LO_ WIDTH SIDEUTE PANEL Smooth Star 1/2' MIN. JO 1/TGLASS 1/2" MIN. ..— — ipr' a GLASS THK. EXTERIOR 40 GLASS THK. 1/e" 42 gg 01+} .ni 1/6" ZTEMPEREDG1TEMPERED GLASS i,.• l 8GLASSti, o r> f J Oat AIR SPACE AIR SPACE 51IN5 7 8" 7ifPERED 25" STEEL INTERCEPT 1/8" TEMPERED T.' i;; : b p X z m o GLASS SPACER CLASS4029 29 SEE NOTE 1 41 Ego i 5" INSULATED GLASS W/ PVC LITE FRAME G ILGLAZINGQUA SEE NOTE 1 jad'. SEE NOTE 1 7 1 HOR20N7AL CROSS SECTION} GO 4 SIDEUTE PANEL' 2752 Q 1A 42 s: if • o• 1 Y SiB Y.r••i Ct- mv PLA57TC UP UTE FRAME %31 PLASTIC UP UTE FRAME EXTRUDED PVC i70RUDE0 SMC ia F-- —1.0TT '{ Imo'[ L SIDEUTLL CROSS SECi10N i I I -4 4 SIDELRE PANEL i L4771 NOTE 1. Spacing for Item /29 dr J41 (Irte frame screws) is as fc(lors: From the bottom up on sides 6.57. z i we 02 24 12 i SO" N•T-S• with (%) more spaced at 9.875" o.a There are (Z) screws both top and bottom at 2.125' In from each SIDEUTE Top & AO17DL! RAIL 36 57DE711E BWJK SIDE STILE comer. RNGER JOINTED PONDEROSA PWE, SG-0.43 FlNGER JOINTED PONDEROSA PINE, 50=0.43 rWOL er•. IFS 9 p ury° ro: FL-15000.3 s 12 G 140 49 1; r ... 13 17 KC-51CtN. C-5 C ram^ E Sf--4 4 n n R r . rNTERIORXo— uo 8 cc rrffl 11r{1{{``,`` M' a Z o m d y Z f M EEo m 0 CW J.•:....t i V CF.1 47F•. E fr Z rr 1. The siddite is; direct set Into the Jamb with (iz) item 143 a JB x 2' pfh. wood screw. Thera are o:• 13 4) at each vertical jamb, from the top down at y o 13.5 , 31', 48.5' & 66. There are (2) at the R 16 21 7B header at 4' from the outside corners of the 1_114rMIN. frame. frame. There am (2) at the sill, 4' from the 5of Br10. MR) EXCERIAB comers- o g 1 HORIZONTAL CROSS SECTION o 7I481-1/4' MIN. DAB. MID) 49 1SMP1 17 13 6 45 C-SNJIC d 44 43 I pI pJ1.1l. U ni4 N 1N7 RIOR pfTo ACfTVE F d 4,3 SEE NOTE 1 35 0 f7CfERIOR a, 21 ovc 021241 12 = 9 76 43 sue: N.T.S, M. erl JK a1012 2 HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SECTION t7210R tF5 d p FL-15000Z a771B 9EEI 7 ar 12 a MULUON SHOWN FORMASONRY7+9 II REFERENCE OPENING- TYP. HEADIEAD MULUON)l do JAMBS 1 SHOWN FOR REFERENCE II II U II 2X DUCK II u II it II ASTRAGAL SHOWN FOR II 1 REFERENCE II II 1 II DOUBLE BUCK W/SIDFILTFS ANCHORING MASONRY OPENING CONCRErEAN04OR NOTES: I. ConcmtL orichorliecotbru at the comers maybe adjusted to rncr47taTh the min. 2)( BUCK edge d&ance to mortarjoint, 2- Concrete crKtporlocaffonrnoted as MAX. ON CENWumdbeadjusted to maintain the r6n. edge distance to matarjobts, ackliffanarconcmte anchors maybe required to ensure the "MAX_ ON CEN78r dvnensfbn ore not exceeded 3. Conmte anchor toNe: Y'-. 70 rTW TAPCOM' o am ULTRACONC Ar4- 78. 4' MASONRY7 OPENING Typ. HEAD JAMBS 2X BUCK-Ii IN - ASTRAGAL I SHOWN FOR I REFERENCE I I i c F+- 7 II MUWON II SHOWN FOR 49 II REFERENCE II T. P.If II HEADsc JAMBS II II II II II II II II II II MULDON II b II SHOWN FOR II II REFERENCE II II it it Il MASONRY OPENINC 2X BUCK Le N.T.51, k By, JK 1. By, LFS Me WL- FL- 75OX3 xr _ L oF L2 n 9575" llltlf71111A 8 Z o 0 0 1888 ldiR 1063 1flS 1478' o n •: BOTTOM TOP or ao 27 A 3a U 27 TYP. 27 TYP. TYP. J m V. 4b` i.910' O.V um o cv N o_ SEE NOTE 1 y 4 a u O z P-01 5 I fj n aac 0 24 T2 0OEiAfL NOTE" N.T.S. J D-Q m JK c 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP LFS dANDTHEBOTTOM_ owr c ua FL-00.3 n sea j1150.12 0 THERMA-ITRU 0 THERMA TRU DOORS T 1e 1NDIldTII MR.. EDOL M, ON 43i17 FIBER CLASSIC" / "SMOOTH STAR" 8'0 INSIMNG w/ & w/OUT SIDELITES FIBERGLASS DOOR NOWMPACr' GENERAL NOTES I. ft product has been mkxrtad and is 1n complarlce with the Sth EdMon (2014) FWda 8uU ft Code tF q struchnd regw=nenb vx1rcing the l5gh Veloaly Hunicane ZoW NYH4. 2. Product a xhorsshd be as listed and spaced os Sflawn on detak And=embedmer t to base moterid shall be beyond wal dressing orstucco. 3. When ured in T* wdVHT tfds product Is required to be protected %0i an Impoctraddont covering th& compks with Seciton 1626 of the ADC. 4. Whervused In areas ouWde of the %VHV requiiingwind borne debris proiecfion ttds products eqto be protected vnihan Impact resistantcovehgthatcompieswlfhSwUon1609.12of 5. For Dr dud harr*-Q construcTwn cych r61g of these writs shal be the some as itrat shown for be buckmascrry cpmfructtaL d. Slie condlforuthat deviale from the defab of this dravfirg require further enginse rg cr dysts by a Qceraad arpineer or regbtered actited. ATtisproduct does not meet the wuterbalraCronrequhmvxhtarthe-,WHr,WswkQu lssholbe Instated arty h norr- mbftble areas or at habdable loca%rs protected by on overtrang or such chat the angle between the edge of canopy or ovednig to sA k less than 45 L TARW OF CONWO SHEET# I MCORON 1 elevations,dWgrlptestres3generdnotas 2 Doat a deto> Zs Smooth dart 3 Doorpwpl dWt&(Fiber 4 Sldeite panel detals 6 glating dekb 5 Vertical cross secliors b Hortrontdcross secEom 7 Hoftontalacaseciforn e kldcArxi1or01g 9 From andwang 10 RMW arrciwring it de 12 mdtedak 6 components f01br MAY Tw 37.WMAX. j OVMA11 I FRAWVIM s' I s t. 7 7 1 s SINGLE INSWING UNIT X SEE DETPDL A'/ SHEET fi 5 DOIMLEW/SDELRES INSWING UNrT OXXO PMAX OV9ULL FLAME yrmM D SEE DZWL 6 S/ 5 SEE ET / HEETaSHES5 DOLIKE SYStN(XE W/SIDE•LITES iNSNRNC U J ,[j OXO il.''w"5"^yW`rl,'-`r t Jf,: n(='i I iF=-Yl(:s rlC..=^i1,.6ir:Pa::.^^r9zrzzzzzzz 1M JK L sae IFS M14 1ba FL—i5OM4 Er _L aF t2 36W MAY DOOR PANELWIDTH 2 i wZ a' o 0 78 i in E N Ulu DOOR PANEL Smooth Star I HORRONTAL CROSS SEC110N 2 DOOR PANEL 0336 4.037' a , y UTCN STILE 70P RAlL SMOOTH STAR) 54 (SMOOTH STAR) 1 1.19 —+I IBIS r V 1 WTERIOR s. 56 HINGE STILE 57 B017DM RSA MI) 2 VERTICAL CROSS SECTION m N.T K SMOOTH STAR) (SMOOTH STAR) 2 DOOR PANEL aw, m US onAVMw FL- 75000.4 SMFET - 2— or T2 1l T O TE 2 INTERIOR 46 SEE NOTE 2 11 f SEE NOTE 1 4 I s 19 75 14 SEE NOTE 1 2 VERTICAL CROSS SECTION 5 z VA - W\\ oR oZ n a 0 U s Z m ZCS4y4ya e. a• 25 r 39 31 la q 77Ix O 1 Lr 30 0§ 20 f ;;''; '! • C E=10$ Gil y SEE I a NOTE 2 l 3C VER71CAL CROSS SECTION v/Shown w/tx sub —buck OPTIONAL SURFACE BOLTS ON ACTVE PANEL SEE DESIGN PRESSURE CHART) 7. The Wdee is direct set Into the jamb with (12) Item 43 a 18 x 2' pfh- wood screw. There are (4)4A. at each vertical jamb, from the top down at .— I 31', 48.5' & 66' There are (2) at the header of o 02/24 12 sue N.T.S. 4' from the outside Gomers of the Promo. there are oxa. ®c JK2) 113 a (18 x 2-1/2' pfh• wood screw at the sill, 4' tram the outalde comers. arr. L,FS owawc FL-15000.42. OP770NAL SURFACE BOLTS ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) otffr • 5y or,--- I Y! sdS; 2lam 0.1SAN, SEE NOTE ] t The sidelite Is direct set Into the jamb 43 with (72) Rem #43 a #8 x 2' pfh. wood trnttt z db eBNzscrew. There are (4) at each vertical 4 F ., e jamb, from the top down at 13.51, 31', ACTIVE r Em z i o 4&5' k 66. There are (2) at the header og c u at 4' from the outside comers of the aa frame- there are (2) 113 a 18 x 2-1/2' 4` from z`.;_i• pfh woad crew at the elt>. the INTERIOR b G 36 46 0 w[ 41 29 45S 4f DETAIL A' t rn v, D 35 78 OPTIONAL SURFACE BOLTS ON ACTIVE PANEL a 3 cai77 1-1/4'Atltt SEE OESICN PRESSURE CHARS yEMI. MPJ um-WOR 3 HORIZONTAL CROSS SECTION 6 x 22 0.16'MIN { 35 CSM 4 EXTERIOR u 8 7 SEE NOTE 1 27 8 7 43 33 z o INACTIVE ' I AACTIVE 70 OT n tr p U iX B4B 12 36 13 l IOB 4 44 o 9 10 37 45 oNa 02 Z4 ]2 i rxc N.TB. IOB nMr. an JKvAL18 Tr- LFS d1HORIZONTALCROSSSECTIONHORIZONTALCROSSSECTIONSECTION DWI" x : FL-15000.4 n6B 6 OFL JZ 1 II II 38 II IIMASONRY7III II OPENING II TYP HEAD Il II II JAMBS Il ASTRAGAL II SHOWN FOR II REFERENCE 11 I I 1 11 2X SUCK I1 1 II 1 MULLION _ 1 WULIJON 1IISHOWNFOR SHOWN FOR II II REFERENCE i REFERENCE II 1 it li i II f d II i II II 1 11 S I I 1 11 1 W/stuali S BUCK AKHORING 4• _ I MASONRY OPENING 2X CONCRETE ANCHOR NOTES: 1. Concrete anchorbcattons at The comwrs may be a4usted to maintain the min. edge distance to mortarlolnis. 2. Concrete anchorbcafons noted as MAX. ON CE47EWmust be adTusted to maintain the min' edge dance to nx;rtar)ohk adds fonaf concrete anchors may be requked to ensure the MAX ON CENTER" dimerWon are mt exceeded_ 3. Concrete anchortable: hJJ f OR.:Ctiblt.:4. n'!JnC :.;. 1W:GLfARANCE_' 1N Li A'RilATG6 rtw TAfCONe 114" 1-1/4- z 4' ELCO ULTRACON41 1/4" 1-1/4,T" MASONRY, 2x al I II 38 II II II TYP_ HEAD w I I & JAMBS I I II II II II II WULuoN II I) SHOWN FOR II II' REFERENCE II I I SHOWN FIOR I I o I I REFERENCE II II II II II II II 11 17 r b TYP. HEAD 1 do JAMBS ASTRAGAL 1 SHOWN FOR 1 REFERENCE 1 1 1 1 6 a 1 0 1 1 i OOUBLF_ DOOR BUCK AN .HORIN . WAS OP zx 4. REM al m0 O cut N.T.S. crC- a JK aw- r LFS NUNN Nd FL- 15000.4 parer L ar12 REM al m0 O cut N.T.S. crC- a JK aw- r LFS NUNN Nd FL- 15000.4 parer L ar12 I MASONRY OPENING FRAME 2X BUCKn SEE / - DETAIL VIEW 'Er-'B' - 4ra s• DETAIL 2 J TYP. HEAD & TYP. JAMBS 0 BUCK SEE DETAIL '1•\ CONCRETEANCHOR N07FS: 1_ Concrete onchorkcz6ons at the comers maybe ad{usfed to matntafn themin. edge cW=ce to mortorjoints. 2. Concreteanchorbcattonsnoted as?AAY.ONCEMER"mustbeadAzfedto malntaln the mh edge dishvlce to mortarjofnt, adc Nonat concrete anchors relay be requlred to eruwe the 'MA)L ON CBQW dimeraion ore not exceeded. 3. Conoreteanchor fobfe: NC±f. ' tfGrF_ tilii Il G 9RA{V_;' tNJN:k;±l drs--""^-,: sr'._._,;='.E2? SBE13A1f: il[7:fYvtSG7f B_Y-_':t 3Ft1VDJAC t{f= M1 =_ .: -L.: r'-__ ram:;_ S;®'---._ C' E•.-.=__.::=.:ENCHQ1t-::_3 TAr W 0 IX1. 1/4' Y 4' FTW TAPCONe 3/ 16" 1.1/4 rvvvu uccrvuraI Ur" T"vrca: I. Maintain a mfn m W edge dvfanw. 1' end distance, & I' o c spachg of wood screws to pruvent the 50fing of --cL THESE-(2) ANCHORS REQ'D ONLY WHEN DP > 47 P5F T 00 NeIll SEE / DETAILVIEW ' C _ C' . C" :Z:] L— A• VIEW :4'- A' SINGLE DOOR W/ SIOEIJiES 13 ip!! 30 30 W/ 2XBUCK31 31INSTAUATION1 W/1X BUCK 37 INSTALLATION 10 DETAIL .3• DETAIL "2' 100 ASTRAGAL doSURFACEBOLTSTRIKEPLATES 6 HEAD 10 DETAIL '5' T3 1 31 13 a 30 30 DETAIL ' 1' DETAIL ' 4SURFACE BOLT STRIKE PLATE 0 THRESHOLD i C,. tOAR a Z 2 .oq r Can goLoama C6 n N.TZ. a m dK L In LFS gm mj F.-15000. 4 mr B DF_ N DETAIL '3" VIEW r CONCRETE ANCHOR NOTE: 1. Corx:r t anchorlocationsatthe comers maybe adjustedtomaintain ThemkL edge distance to mortarjoiifs Z Concrete anchorlocatiorisnoted as MAX ON CENWmusf be a*ntedto maIntah ftw min, edge distance to mortor johns adrdflond concrete anchors maybe regirned to ensure the MAX. ON CENTER` dirnerwon are not exceeded. 3. Concrete anchor table: EE;' s•...-f1_ 1. 1T s s •;=•Gi.-t F-•_, tea: ' ` C[1x,.a; TAPCON ITYV iAFCON • 3n6" 1- 1/4" 3" 1.1/2- L _ - •-)[`_ A'tV BnJ: ;=FfL(y=• _-•,` _ ,-.i,__:'- . , A C=s -N 1. Maintain a n*v wm 5/8" edge cWonce, ]"and dWance, 6 T' o c. spade of wood screws fo prevent fhe spitflne of wood. SEF DETAIL '2' 3 W/2x DUCK MASONRY INSTALLATION OPENING W/tX BUCK INSTALLATION TYP. HEAD do O was FRAME 2XBUCK 14 ' Su SEE DETAIL '1' SEE DEGIL "4" I 1 i t 1 1 a j 3," Ja"• VIEW lc"--"C• B" A' DOUBLE DOOR SINGLE DOOR W/1X BUCK 13 INSTALLATION W/ 2XBUCK INSTALLATION 13 TO DETAIL ' 3' DETAIL " 5" WIX SUCK 15TALLATION d W/ 2X BUCK 13 fNSTAL1ATlON DETAIL C' A" i• b b• i t3 W//2X 9UCK PLST. TION n MASONRY OPENING 3y W/ 1X BUCX 1wuroN HEAD J a JANDS FRAMEa2X BUCK SEE DETAIL fn 14 IYP. SILL 5 i tia VIEW A"— A' 49 30 30 W/ZX BUCK 13 31 31 INSTALLA71ON W/1XBUCK 48 INSTALLATION DETAIL "2" ASTRAGAL k SURFACE BOLT o STRIKE PLATES ® HEAD 31 31 0 o wi' z e 02/ 24 12 30 0 30 sc l - N.T.$- aa m -JK DETAIL "1' CM an LFS SURFACE BOLT STRIKE PLATE 0 THRESHOLD FL- 15000.4 srm 10 crF12 i i%% nn z 1(i88` I&W 20.&r lar 14X t Eit 3 n n 3a t"3 27 27 1YP. TYP. 27 TYP. a c 4.5 4.9 0 325 3.W r D,57 ass w SEE NOTE 1 a 4 o kzWWYY D.1zb•—i — INNI 8 acres AS7FtACAL DEiAfL N.T..S. NOTE-Z4 vnc ea JH 1_ THE ASTRAGAL. BOLT HAS A 3" THROW AT THE TOP LFS 3 AND THE BOTTOM. F[.-1511a4 Ab rsr OF 12 O Rem pFSm"09 marem 1 FW GA= (K) PANE SKN 011UK TWL ITBBICIASS Or r AIM-mv wm )idd ctrmgm P,(rr-tL).6,= par M IM STAR OD TV- BY THERYA-TRLO A ' Xtre m6i. d,ODD f[ fiLAfJASS 2 FC TOP RAL FOOD COYPOWE 3 FC WCH 57 lE WDDD 4 FC WZW SERE OnRIUM SC-0.4J WOOD 5 FC muou PAR WDDO CMUT TEE 6 I PMXHMW& FQW 1,Rlo. DUGT4 FOW 7 SIM ROZY4 W&FREVON WElTIOJSDdP FOW a LONG WFA(Sl C01FRE5570N VE00" RAW 4' x 4 Wa M7' 7HK 0 110 x 3 4 LC. PFTI MW SCR STEEL 11 lfMCTINY - J,000 PSI {@1 CONCRQF LDtdOfatNC RI AQ J01OI' 1[CLOW B M CONFaW= TO ASN C90 Z 10 z 2 LG. Fill NOstXlEw s1EEt a r 2 1 G. PFH WO SOU STEEL 14 14' t 2-1/4-aw PPN WNQVE SCREW 15 Smwm Bonn SOOT .Ow, D171 JM vmt NNYL 16 2X 1Nt2( SG >- Om FADD 17 3GK 1 4' SHii) lWBNL MOD la XkD6fT P [DIX - SICAAW SDM I9 SIIF A&KISTM XSM SME R&BWD ALUUOM 20 HEADER POtOERM WOOD 4STW1fF . NIfB POFIDEROSA PDLE SG0.4J wow HW JAw ptc f.s WOOD N1IMT DEADOW - SGM 60 24 HUWWCIRE A57R" ALUWMW 24A ASatW FLM SOLI gm B ASLRAGAL FLIl91 BOLT RErA W NIAM lY 6 IX MSG >- OM WOW 27 t0 x 1-1' L.C. PANNFAD 0,EFT YtrrAL SMW STEEL 2a W WQ DOOR aUr)Du SKE'EHwm 6- 1d r 1-3 4' PIOLIPS FUTWAD SCREW FOR STEEL J0 SOWFALE BOLL ST1 E PLATE STEEL 10 r 2-1 PHUIPS F AIM WOOD WO SlFII. 1 d TIK CB.LIAAR rAAAZRIIC TAPE srx-1 PL45T 111E tib11F PLC LP LM FRWE STFC B" JW® ME W 0. Nt100 S MEN WE SW PONOER051 PRl 56.D.43 11t70D fO x 1-3 4' LC. PFH W000 SCREW SIm 1 4' x 2-J 4' PRl OM OR RIP CONCRETE SGPEW STca 1 X 131 4 fFB PRT CONG',VE SCREW STEEL 40 STUCQ48 C1UK 795 SQICWE 4 3-10 X 1 ! f4ASCT1E11 FOR REIA 34 SUa 42 SWAE TOP 1r SOTTW RAE ffGVERM M SCa20 110LU 43 d x 2' LC. PFH WOW SCFW Srm J d' x 3 B OWRTER ROUND FENCER JUNU PnNE lNOOD 1 L x Dot mn m H4L SEED. 6 FAS W FACE BOLT .25 STEEL Sm 47 1 4-20 SIX WU N 1 4-20 R3LNE Sm J 1 r _ 1 4' RW PFH CONCI7ETE SCREW gm 49 ASTRAGAL SrW PLATE 5TFi1., f 4' X 3-74 ID1 PFH COtEWE 52U STRL PAIL TOP . a0COLPOSHE55 SS LATCH SU WOOD COWPOSIIE SS i0f4'E SW 5D-0.43 WOOD 57 SS BDTIDN RM. eDDD COY wff a O= p t O O 20 2 WOOD FRAME FINGER JOINTED PONDEROSA PINE, SG-0.4,3 67S1 I A Z I i. 1I x S• 1 . i _ • l ill WI' 30 URFArx BOLT smxE P A (_T 5' STm ) 1.YYi tNSWING DOOR BOTTOM SWEEP VINYL _090" MAX, WALL, 035' MIN_ WALL T.Sf1•-, Ii L-7 TS INSWING SIDELITE 1307TOM Boor 0. 09" EXTRUDED WNYL WALL an JK v: LFS anec MO.: FL- 15000.4 mr _LZ or_ a R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230Yohico,Fl,33595 Phone813.659.9197 Florida Board of Profimulonal E , sneers CaTUmm of Autharinidon No. 9813 Product Category Sub Category Manufacturer Product Name Syringing Therma-Tru Corporation Fiber Classic" I "Smooth Star' Werior Exterlor Door 118 Industrial Drive 8'0 inswing w/ and w/out Sidetites Doors Assemblies Edgerton, OH 43517 Fiberglass Door Phone (419)288-1740 Non -Impact' Scope: This Is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.I- (System ID # 1998) for Therma-Tru Corporation based on nufe Chapter No. 61 G20-3, Method 1 D of -the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product ar in any other entity Involved In the approval process of the product named herein. Limitations: 1, This product has been evaluated and is In compliance with the 5th Edltlon (2014) Florida Building Code (FBC) structural requirements Including the'Hgh Velocity Hurricane Zone" (HVHZ). 2. Product anchors shag be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used In the 'HVHZ" this product is required to be protected with an impact resistant covering that complies with Ssctlon 11326 of the FBC. 4. When used In areas outside of the "HVHZ" requiring wind borne, debris protection this product is required to be protected with an Impact resistant covering that compiles with Section 1609.1.2 of the IBC. S. For 2x stud framing construction, 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-15000.4 require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meet the water Infiltration requirements for the "HVHZ". Inswing units shall be Installed only in non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 8. See drawing FL 16000.4 for size and design pressure limitations. Supporfinq Documents: 1. Test Report No, TEL 01460337-A,B,C TEL 01460336-A,B,C STTS00001 15427-107362 ATI 67608.01-106-18 ETC 01-741-10701,0 ETC 01-741-10703.0 ETC 01-741-10593.0 TEL 06-1031-3 TEL 06-1031-4 Test Standard ASTM DM-03,ASTM D1929-96 ASTM D2843.99 ASTM D635-03, ASTM D1929-96 ASTM D2843-99 ASTM G2f -95 ASTM E84-00a ASTM D1920-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202.94 TAS 202 94 Testing Labotatory Signed by Testing Evaluation Lab.,lnc, Lyndon F, Schmidt, P,E. Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc, ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E, F116h, P.E. Joseph A. Reed, P.E. Wendel[ W, Haney, P.E. Wendell W, Haney, P,E, Mark D. Pasero, P.E. WendeA W, Haney, P,E- Wendell W. Haney, P,E. Drawing No, Prepared by t;;+'+rK""U•r,P. Signed A Sealed by No, FL 15000.4 RW Building Consultants, Inc. (CA #9813) ` a'-;+ 'I'in•s/=`p Lyndon F, Schmidt, P.E. Calculations Prepared by •r TM''' land & Sealed by Anchoring RW Building Consultants, Inc, (CA 49813) ' ;` yndon F. Schmidt, P.E. ASTM E1300 Glass toad Lyndon F, Schmidt, P.E. Quality Assurance = ' Certificate of Participation Issued by National Accreditation and Managemellf; institute , certifying that Therma-Tru Corporation Is manufacturing products ;: " Lyndon F. Schmidt, P.E. wllhin a quality assurance program that complies with ISO/IEC 17020 and l t i : FL PE No. 43408 Gulde 63. + ~ ' - 2/2/2015 Sheet of 1 ? s,• I CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 —Q o5p Documented Construction, Value: $ 1 5,110.00 Job Address: 2440 Waxwing Way I Historic District: Yes No Parcel ID: 17-20-31-502-0000-1470 I Residential x Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel I Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: I Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC I Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property?: NO City, State Zip: Lake Mary, FL 32746 I Contractor Information Name Energy Air Inc (Robert Kulp) I Phone: 407-886-3729 Street: 5401 EnegryAir Ct I Fax: City, State Zip: Orlando FL 32810 I State License No.: CAC1816317 Arch itectlEn gin eer Information Name: i Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE, OF,COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR 'PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF ;YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must, be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and,air conditioners, etc. FBC 105.3 Shall be,inscribed with the -,date of,application and the code in effect as of that date: 5'" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application i C 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 maybe additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. e Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Print Owner/Agcnt's Name Date Signature of Notary-State,of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 1/2/18 Signature of Contrac r/Agent Date Robert b Notary Public State o1 Florida Arionna C'Rosenwinkel c My Commission GG 147038 Expires 10/0112021 8 Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[-] Roof Construction Type: Occupancy Use: Flood Zone: _ Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No' # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: of Stories: Plumbing - # of -Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER Job #: 33336 Date: 8/2/2017 144699 Subdivision I Phase Bld I UU Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 147 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 2440 Waxwing Way CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford FL 32773 2260 MagellanModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R-410a Job Contact: S Woolwine A/H-1 or Furnace FB4CNP036L00 A/H-2 or Furnac( Job Phone: 4077301319 Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NBO360OG CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnac( Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford TStat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficient EAI Pulls Permit: yes, Zoning Brand: Honeywell/Johnstone Vent. Damper Y815OA1017 aty 1 Builder calls inspection: es Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 402.56 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty. Yes No Qty. Yes No Grs.Stamped Stl. 14 X Flue Pipe: X Grs.Stamped Returr 8 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 2 X Elect. Air CI. X Kit, Hood Duct: X Conc. Slab: X Kit. Down Draft Duct 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 2,500.00 04-Installation Labor 27.30 409.43 06-Piping Labor 7.00 119.00 Trim 2,500.00 14-Kitchen Vent Trim 02-Material/Tax 1,274.65 1,482.4801-Equipment/ Tax 110.00 Permit 110.0009-Permit/Other 011-Delivery Labor 1.42 17.95 20-Pull Material Labor 2.85 35.91 Total Contract: 5,110.00 12-StartupLabor 2.50 42.50 Job #: Starlight -Wyndham Performed for. Lot 147 - 2260 SL Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAir„Ct Orlando, FL 32810 Phone: 407-888-3729 wwwenergyair.com GRenner@energyaircom e Scale: 1/8" = 1'0" Page 1 RighlSuite® Universal 2017 17.0.08 RSU17013 2017-Jun-20 10:24:07 m Preserve%ol 147 - 2260 SL.rup I cls2 level 2 AHU ON METAL STAND 3.0 TON 240V 15KW HP m br 10 x 6. 105 cfm 8x4 8 x 4 23 cfm 43 ct 18 x 8 Lott 24x18 12x6 1105 dm 135 cfm Sup 4- 7i14" 6.. 125 4" 6` 83dm 14. 10x8 81 dm 14 x6 x4 cfm VV br3w 4 Bx4 Bed Cr, Gaya) Rum0 Job M Starlight --Wyndham Energy Air, Inc Scale: 1/8" = IV' Performed for. Page 2 Lot 147 = 2260 SL 5401 Energy Air, Ct RightSuRsO Universal 2017 OrlandoFL 32810 17.0. 08 RSU17013 Sanford, FL 32773 2017-Jun•20 10:24,07 Phone: 407- 886-3729 ...m Preserve%Lot 147 - 2260 SL.rup wwmenergyair.com GRenner@energyaircom CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION U • Application No: 1 - Zce 5(o O Documented Construction Value: $ - - Co<O Job Address: Zy 4 C) WGxw I Historic District: Yes No D Parcel ID: Residential [3 Commercial Type of Work: New ET Addition Alteration Repair Demo Change of Use Move Description of Work: tOl L r" icy- s Fp- - u f'ncc(I es, + I `I- Plan Review Contact Person: I ULA' (a' Title: Phone: Fax: Email: Property Owner Information Name Phone: l Street: Resident of property. City, State Zip: Contractor Information Name Phone: '+Z--7:'2U3 - 36 4-3 Street: Ci —+01 lac mil-, rnc-n ('! Fax: C40 - Lou - V(/t c`S City, State Zip: Crl c,,--)cic , f:5C- 3Z-3- Zf State License No.: CIC•C ©203 42 Name: Street: City, St, Zip: Bonding Company: Address: I Architect/Engineer Information ` Phone: Fax: E-mail: _ Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate 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: 51 Edition (2014) Florida Building Code Revised: hme 30, 2015 Permit Applic2tion NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify, that.all of the foregoing information is accurate and that, all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent 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 Signature of Contractor/Agent ` Date Print Contractor/Agent's Name Signature of Notary -State of Florida Date Fy PATSUST MY COMMISSION 4 FF 120904 R. N EXPIRES: August 25, 2018 g•?;; Bonded T1w Notary Public Undemntem ontractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] r 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: Gas[:] Roof Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: I Revised: June 30, 2015 Permit Application 9507 State Road 52 I 123 Miller Road Hudson, FL 34669 Valrico, FL 33594 727-863-5486 813-661-0707 Proposal No:. 717-43530 R.J. KiELTY PLUMBING • HEATING • COOLING 9701 Bachman Road Established 1973 Orlando, FL32a24 www.RJK!oity.com 407-855-2636 State License # CF-COO Page: 10 Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Magellan - 2260 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete in accordance with specifications below for the Sum of: $7,760.00 Payment to be made as 11011oW3: 40% Rough In 30% Top Out 30% Finish. NET 10, Days All materials guaranteed to be as specified. All work to be Dqiplated in a workman like manner according to standard practices. Any alteration or deviation from specifications below Involving extra costs will xec d only upon written orders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accide del Y. our control. Owner to c3try f, tpmado, a9d t r necessary insurance. Our workers are f' covered by worker's compensation ins ce. AUTHORIZED SIGNATURE: THIS PROPOSAL MAY BE WIT RAWN IF NOT ACCEPTED IN 30-DA We hereby submit spectft and tes for. Master Bath Up 1 Shower Sterling Accord 60x34 Base 72270100 White With Walls And Moen Chateau TL182 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath Up 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-9121.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet 3rd Bath 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve_ 1 Toilet Gerber Maxwell 21-912.1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfilling Included For Sewer & Water Only (Slab Backfilling By Others) Backflow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 40' Water Allowance; Additional S3 per fool Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made outlined above. I agree to pay reasonable attorney's fees court costs in the event of legal, action. A monthly service charge of 1 1/2% will be added after days. -Any sewer taps deeper than 4 1/2 feet or requires backhoe or dewatering will be an extra charge. SIGNED. DATE OF ACCEPTANCE & PAGE 2: Branch: Hudson Last Edit By: Last Edit Dale: 7/2712617 AWW 1 'Y Revision l- City of Sanford Response to Comments . EGEIVE Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 F99 7 2016 Email: building@sanfordfl.gov Permit # 1 Submittal Date 2/-7 1'S Project Address: 7 *V Contact: r) Now I Ph: q c)7 q "l ` 2o7 Fax: CU Email: JAI1Js VitNoW- ® G-4906 N t i C6M (JP Trades encompassed in revision: General description of revision: PBuildingyw( 4w Pwq&tit1; fL;&C D-f,910- --i Plumbing Electrical Mechanical Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building -SJ: rr Z • tZ t$ 11 P-. 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. FINAL BOUNDARY SURVEY WYNDHAM PRESERVE LOT 147 PB 81, PG 93) LOT 137 1 LOT 136 FIR 40.00 LOT 147 AREA = 4,400 S.F. +/- c o 0 z, - 9 aT 10.0 m o .D o PAD 1xoo a 6.0' Ci o 16.0 B.O. 0 /CV 28.0 LOT 146 N I>4 Pf(P 246.00' CENTER LINE r -r `4"' """` LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed usiness BFP-Backflow Preventer Sight Distance Easement S Survey PRM -Permanent Ref. Monument R -Reported PCP -Permonent Control Point D -Description FP&L -Florida Power do Light P -Plat FFE -Finish Floor Elevation D.B.-Deed Book M-Water Meter O.R.-Official Records Book D4-Water Valve P.B. -Plat Book If -Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Conc.-Concrete Cable Box BP -Brick Paver D-Telephone Box SW -Sidewalk EI-Electric Box FFE-Finished Floor Elevation O-Utility Pole Cl -Curb Inlet Guy Pole GTI -Grate Top Inlet Light Pole P.U.E.-Public Utility Easement f--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride m -Storm Sewer Manhole NCS -No Comer Set (Falls in Water) G -Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U.E. -Drainage/Utility Easement Coo -Clean Out FMGD -MAG NAIL do DISK CVD4-Irrigation Control Valve P.K.-Parker Kalon Nail Sign SIR -Set 1/2' Iron Rod LB7768 WX-Gate Water Valve SPKD -Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2" Iron Rod LB7768 11. -Existing Grade FIP -Found 1/2" Iron Pipe LB7768 a -Blow-off Valve FPKD-Found P.K. Nail do Disk LB7768 ----Drainage Flow Direction FCM -Found 4"x4" Concrete 100 00 -Proposed Design Grade Monument PRM L87778 110.21-As-Built/Existing Grade Description I Date I Dwn.ICk'd I P.C.IOrder No. 1 STORY O ; RESIDENCE 2440 WAXWING a n WAY FFE= 30.13 i 7.3 6.0' i i ORCH O i M ' f: 6.0 2- _. .0.7 . - TT, 5 LOT 135 RR O O w N CONCRETE Ln DRIVEWAY ha w w rp co .... THHTF, FIR WY ® 0.00' S89'40'51 o, 0 0 0, U N b 0 U 9) 3 a G 00W l• o o 0) mJ 0 y0 c Z` c v ov mcm: 3 0M ti LOT 148 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front 25' Rear = 20' Side = 5' DEMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. 10' UTILITY EASEMENT ( P) CONC SIDEWALK WAXWING WAY CONC CURB 50' RIGHT-OF-WAY PRIVATE ROAD) S89' 40'51 "W 606.15' PVpl SURVEYOR' S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights - of -way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are In feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plot of WYNDHAM PRESERVE% City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed of 1" - 20'. 7. All boundary line dimensions are field measured unless otherwise noted. PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone 1 DESCRIPTION: LOT 147, according to the plat of " WYNDHAM PRESERVE", Plat Book 81, Page 93, City of Sanford, Seminole County, Florida Last Date of Field Survey: 4 10 2018 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision cnd meets the Standards of Phone: (321) 270-0440 Practice set forth by the `I'loridc. Board of Professional Fax: (813) 248-2266 Surveyors do Mappers "in. Chapter 5J-,17, Florida Administrative Licensed Business No LB 7768 code, puraucnt' to- Section 4?2.027; . Floricui Statutes. GeoPoint Surveying, Inc. J es D. Leviner 4 Drawn: RCA Checked: JDL P.C.: Data File:llrissonEost-Plat FL IDA PROFESSIONAL; SURVEYOR do MAPPER NO. qn NOTVALIDWITHOUTTHESIGNATUREANDTHEORIGINADate:4/12/18 Dwg:BrbeonEaet-Lot147 Order No.:RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MASEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk-